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100635307

FLORIDA BUILDING CODE Sixth Edition(2017)

Building

Item No. 5601L17 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

100635307

Florida Building Code, Building, 6th Edition (2017)

First Printing: July 2017

ISBN: 978-1-60983-687-0

INTERNATIONAL CODE COUNCIL, INC.

ALL RIGHTS RESERVED. This Florida Building Code, Building, 6th Edition (2017) contains substantial copyrighted materi- als from the 2015 International Building Code®, 3rd printing, which is a copyrighted work owned by the International Code Council, Inc., that is © 2015 International Code Council, Inc. ALL RIGHTS RESERVED. Without advance written permission from the copyright owner, no part of this work may be reproduced, distributed or transmitted in any form or by any means, including, without limitation, electronic, optical or mechanical means (by way of example, and not limitation, photocopying, or recording by or in an information storage retrieval system). For information on use rights and permissions, please contact: Publi- cations, 4051 Flossmoor Road, Country Club Hills, IL 60478. Phone 1-888-ICC-SAFE (422-7233).

The following trademarks: “International Code Council,” the “International Code Council” logo, “ICC,” the “ICC” logo, the “International Building Code,” and the “IBC” are trademarks of the International Code Council, Inc., and may not be used with- out permission.

PRINTED IN THE U.S.A.

Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) iii

PREFACE

History

The State of Florida first mandated statewide building codes during the 1970s at the beginning of the modern construction boom. The first law required all municipalities and counties to adopt and enforce one of the four state-recognized model codes known as the “state minimum building codes.” During the early 1990s a series of natural disasters, together with the increasing complexity of building construction regulation in vastly changed markets, led to a comprehensive review of the state building code system. The study revealed that building code adoption and enforcement was inconsistent throughout the state and those local codes thought to be the strongest proved inade- quate when tested by major hurricane events. The consequences of the building codes system fail- ure were devastation to lives and economies and a statewide property insurance crisis. The response was a reform of the state building construction regulatory system that placed emphasis on uniformity and accountability.

The 1998 Florida Legislature amended Chapter 553, Florida Statutes (FS), Building Construction Standards, to create a single state building code that is enforced by local governments. As of March 1, 2002, the Florida Building Code, which is developed and maintained by the Florida Building Com- mission, supersedes all local building codes. The Florida Building Code is updated every three years and may be amended annually to incorporate interpretations and clarifications.

Scope

The Florida Building Code is based on national model building codes and national consensus stan- dards which are amended where necessary for Florida’s specific needs. The code incorporates all building construction-related regulations for public and private buildings in the State of Florida other than those specifically exempted by Section 553.73, Florida Statutes. It has been harmonized with the Florida Fire Prevention Code, which is developed and maintained by the Department of Financial Services, Office of the State Fire Marshal, to establish unified and consistent standards.

The base codes for the Florida Building Code, 6th Edition (2017) include: the 2015 editions of the International Building Code®; the International Plumbing Code®; the International Mechanical Code®; the International Fuel Gas Code®; the International Residential Code®; the International Existing Building Code®; the International Energy Conservation Code®; the National Electrical Code, 2014 edition; or substantive criteria from ASHRAE Standard 90.1-2013. State and local codes adopted and incorporated into the code include the Florida Building Code, Accessibility, and special hurricane protection standards for the High-Velocity Hurricane Zone.

The code is composed of nine main volumes: the Florida Building Code, Building, which also includes state regulations for licensed facilities; the Florida Building Code, Plumbing; the Florida Building Code, Mechanical; the Florida Building Code, Fuel Gas; the Florida Building Code, Existing Building; the Florida Building Code, Residential; the Florida Building Code, Energy Conservation; the Florida Building Code, Accessibility and the Florida Building Code, Test Protocols for High-Velocity Hurricane Zones. Chapter 27 of the Florida Building Code, Building, adopts the National Electrical Code, NFPA 70, by reference.

Under certain strictly defined conditions, local governments may amend requirements to be more stringent than the code. All local amendments to the Florida Building Code must be adopted by local ordinance and reported to the Florida Building Commission then posted on www.florida- building.org in Legislative format for a month before being enforced. Local amendments to the Flor- ida Building Code and the Florida Fire Prevention Code may be obtained from the Florida Building Commission web site, or from the Florida Department of Business and Professional Regulation or the Florida Department of Financial Services, Office of the State Fire Marshal, respectively.

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iv FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

Adoption and Maintenance The Florida Building Code is adopted and updated with new editions triennially by the Florida Build- ing Commission. It is amended annually to incorporate interpretations, clarifications and to update standards. Minimum requirements for permitting, plans review and inspections are established by the code, and local jurisdictions may adopt additional administrative requirements that are more stringent. Local technical amendments are subject to strict criteria established by Section 553.73, FS. They are subject to Commission review and adoption into the code or repeal when the code is updated triennially and are subject to appeal to the Commission according to the procedures estab- lished by Section 553.73, FS.

Eleven Technical Advisory Committees (TACs), which are constituted consistent with American National Standards Institute (ANSI) Guidelines, review proposed code changes and clarifications of the code and make recommendations to the Commission. These TACs whose membership is consti- tuted consistent with American National Standards Institute (ANSI) Guidelines include: Accessibility; Joint Building Fire (a joint committee of the Commission and the State Fire Marshal); Building Struc- tural; Code Administration/ Enforcement; Electrical; Energy; Mechanical; Plumbing and Fuel Gas; Roofing; Swimming Pool; and Special Occupancy (state agency construction and facility licensing regulations).

The Commission may only issue official code clarifications using procedures of Chapter 120, Flor- ida Statutes. To obtain such a clarification, a request for a Declaratory Statement (DEC) must be made to the Florida Building Commission in a manner that establishes a clear set of facts and cir- cumstances and identifies the section of the code in question. Requests are analyzed by staff, reviewed by the appropriate Technical Advisory Committee, and sent to the Florida Building Com- mission for action. These interpretations establish precedents for situations having similar facts and circumstances and are typically incorporated into the code in the next code amendment cycle. Non- binding opinions are available from the Building Officials Association of Florida’s web site (www.BOAF.net) and a Binding Opinion process is available online at www.floridabuilding.org.

Code Development Committee Responsibilities (Letter Designations in Front of Section Numbers)

In each code development cycle, code change proposals to this code are considered at the Code Development Hearings by 11 different code development committees. Four of these committees have primary responsibility for designated chapters and appendices as follows:

IBC – Fire Safety Code Development Committee [BF]: Chapters 7, 8, 9, 14, 26

IBC – General Code Development Committee [BG]: Chapters 2, 3, 4, 5, 6, 12, 27, 28, 29, 30, 31, 32, 33,

Appendices A, B, C, D, K

IBC – Means of Egress Code Development Committee [BE]: Chapters 10, 11, Appendix E

IBC – Structural Code Development Committee [BS]: Chapters 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25,

Appendices F, G, H, I, J, L, M

Code change proposals to sections of the code that are preceded by a bracketed letter designa- tion, such as [A], will be considered by a committee other than the building code committee listed for the chapter or appendix above. For example, proposed code changes to Section [F] 307.1.1 will be considered by the International Fire Code Development Committee during the Committee Action Hearing in the 2016 (Group B) code development cycle.

Another example is Section [BF] 1505.2. While code change proposals to Chapter 15 are primar- ily the responsibility of the IBC – Structural Code Development Committee, which considers code change proposals during the 2016 (Group B) code development cycle, Section 1505.2 is the respon- sibility of the IBC – Fire Safety Code Development Committee, which considers code change propos- als during the 2015 (Group A) code development cycle.

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) v

The bracketed letter designations for committees responsible for portions of this code are as fol- lows:

[A] = Administrative Code Development Committee;

[BE] = IBC – Means of Egress Code Development Committee;

[BF] = IBC – Fire Safety Code Development Committee;

[BG] = IBC – General Code Development Committee;

[BS] = IBC – Structural Code Development Committee;

[E] = International Energy Conservation Code Development Committee (Commercial Energy Committee or Residential Energy Committee, as applicable);

[EB] = International Existing Building Code Development Committee;

[F] = International Fire Code Development Committee;

[FG] = International Fuel Gas Code Development Committee;

[M] = International Mechanical Code Development Committee; and

[P] = International Plumbing Code Development Committee.

Marginal Markings Solid vertical lines in the margins within the body of the code indicate a technical change from the requirements of the 2012 edition. Deletion indicators in the form of an arrow ( ) are provided in the margin where an entire section, paragraph, exception or table has been deleted or an item in a list of items or a table has been deleted.

A single asterisk [*] placed in the margin indicates that text or a table has been relocated within the code. A double asterisk [**] placed in the margin indicates that the text or table immediately following it has been relocated there from elsewhere in the code.

Dotted vertical lines in the margins within the body of the code indicate a change from the requirements of the base codes to the Florida Building Code, Building, 6th Edition (2017) effective December 31, 2017.

Sections deleted from the base code are designated “Reserved” in order to maintain the struc- ture of the base code.

Italicized Terms Selected terms set forth in Chapter 2, Definitions, are italicized where they appear in code text (except those in Sections 1903 through 1905, where italics indicate provisions that differ from ACI 318). Such terms are not italicized where the definition set forth in Chapter 2 does not impart the intended meaning in the use of the term. The terms selected have definitions that the user should read carefully to facilitate better understanding of the code.

Acknowledgments The Florida Building Code is produced through the efforts and contributions of building designers, contractors, product manufacturers, regulators and other interested parties who participate in the Florida Building Commission’s consensus processes, Commission staff and the participants in the national model code development processes.

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100635307

vi FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) vii

TABLE OF CONTENTS

CHAPTER 1 SCOPE AND ADMINISTRATION. . . . 1

PART 1—SCOPE AND APPLICATION. . . . . . . . . . . . . 1

Section

101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

102 Applicability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1

PART 2—ADMINISTRATION AND ENFORCEMENT . . . . . . . . . . . . . . . . . . . . . . . 4

103 Department of Building Safety (Reserved) . . . . . . 4

104 Duties and Powers of Building Official . . . . . . . . . 4

105 Permits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

106 Floor and Roof Design Loads. . . . . . . . . . . . . . . . 10

107 Submittal Documents . . . . . . . . . . . . . . . . . . . . . . 10

108 Temporary Structures and Uses . . . . . . . . . . . . . . 14

109 Fees. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

110 Inspections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

111 Certificate of Occupancy . . . . . . . . . . . . . . . . . . . 18

112 Service Utilities . . . . . . . . . . . . . . . . . . . . . . . . . . 18

113 Board of Appeals (Reserved) . . . . . . . . . . . . . . . . 19

114 Violations (Reserved) . . . . . . . . . . . . . . . . . . . . . . 19

115 Stop Work Order . . . . . . . . . . . . . . . . . . . . . . . . . 19

116 Unsafe Structures and Equipment (Reserved) . . . 19

117 Variances in Flood Hazard Areas . . . . . . . . . . . . . 19

CHAPTER 2 DEFINITIONS. . . . . . . . . . . . . . . . . . . . 21

Section

201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

202 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

CHAPTER 3 USE AND OCCUPANCY CLASSIFICATION. . . . . . . . . . . . . . . . 53

Section

301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53

302 Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53

303 Assembly Group A . . . . . . . . . . . . . . . . . . . . . . . . 53

304 Business Group B . . . . . . . . . . . . . . . . . . . . . . . . . 54

305 Educational Group E . . . . . . . . . . . . . . . . . . . . . . 54

306 Factory Group F . . . . . . . . . . . . . . . . . . . . . . . . . . 54

307 High-hazard Group H . . . . . . . . . . . . . . . . . . . . . . 55

308 Institutional Group I . . . . . . . . . . . . . . . . . . . . . . . 60

309 Mercantile Group M . . . . . . . . . . . . . . . . . . . . . . . 61

310 Residential Group R. . . . . . . . . . . . . . . . . . . . . . . 62

311 Storage Group S . . . . . . . . . . . . . . . . . . . . . . . . . . 62

312 Utility and Miscellaneous Group U . . . . . . . . . . . 63

CHAPTER 4 SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY . . . . . . . . . . 65

Section

401 Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65

402 Covered Mall and Open Mall Buildings . . . . . . . 65

403 High-rise Buildings . . . . . . . . . . . . . . . . . . . . . . . 69

404 Atriums. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72

405 Underground Buildings . . . . . . . . . . . . . . . . . . . . 73

406 Motor-vehicle-related Occupancies . . . . . . . . . . . 74

407 Group I-2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 78

408 Group I-3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 81

409 Motion Picture Projection Rooms . . . . . . . . . . . . 83

410 Stages, Platforms and Technical Production Areas . . . . . . . . . . . . . . . . . . . . . . . 84

411 Special Amusement Buildings . . . . . . . . . . . . . . . 86

412 Aircraft-related Occupancies . . . . . . . . . . . . . . . . 87

413 Combustible Storage . . . . . . . . . . . . . . . . . . . . . . 90

414 Hazardous Materials . . . . . . . . . . . . . . . . . . . . . . 90

415 Groups H-1, H-2, H-3, H-4 and H-5 . . . . . . . . . . 93

416 Application of Flammable Finishes . . . . . . . . . . 103

417 Drying Rooms . . . . . . . . . . . . . . . . . . . . . . . . . . 104

418 Organic Coatings . . . . . . . . . . . . . . . . . . . . . . . . 104

419 Live/work Units . . . . . . . . . . . . . . . . . . . . . . . . . 104

420 Groups I-1, R-1, R-2, R-3 and R-4 . . . . . . . . . . 105

421 Hydrogen Fuel Gas Rooms . . . . . . . . . . . . . . . . 105

422 Ambulatory Care Facilities . . . . . . . . . . . . . . . . 106

423 Storm Shelters . . . . . . . . . . . . . . . . . . . . . . . . . . 106

424 Children’s Play Structures . . . . . . . . . . . . . . . . . 107

425 Hyperbaric Facilities . . . . . . . . . . . . . . . . . . . . . 107

426 Combustible Dusts, Grain Processing and Storage . . . . . . . . . . . . 107

427 through 448 Reserved . . . . . . . . . . . . . . . . . . . . . . . . 108

449 Hospitals. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108

450 Nursing Homes . . . . . . . . . . . . . . . . . . . . . . . . . 115

451 Ambulatory Surgical Centers. . . . . . . . . . . . . . . 123

452 Birthing Centers . . . . . . . . . . . . . . . . . . . . . . . . . 127

453 State Requirements for Educational Facilities . . 129

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454 Swimming Pools and Bathing Places (Public and Private) . . . . . . . . . . . . . . . 147

455 Public Lodging Establishments . . . . . . . . . . . . . 176

456 Public Food Service Establishments . . . . . . . . . 176

457 Mental Health Programs. . . . . . . . . . . . . . . . . . . 178

458 Manufactured Buildings . . . . . . . . . . . . . . . . . . . 186

459 Boot Camps for Children . . . . . . . . . . . . . . . . . . 188

460 Mausoleums and Columbariums . . . . . . . . . . . . 188

461 Transient Public Lodging Establishments . . . . . 190

462 Use of Asbestos in New Public Buildings or Buildings Newly Constructed for Lease to Government Entities—Prohibition . . . . . . . . . 190

463 Adult Day Care. . . . . . . . . . . . . . . . . . . . . . . . . . 190

464 Assisted Living Facilities . . . . . . . . . . . . . . . . . . 192

465 Control of Radiation Hazards . . . . . . . . . . . . . . . 194

466 Day Care Occupancies . . . . . . . . . . . . . . . . . . . . 199

467 Hospice Inpatient Facilities and Units and Hospice Residences . . . . . . . . . . . . . . . . . . . . 201

468 Schools, Colleges and Universities . . . . . . . . . . 204

469 Office Surgery Suite . . . . . . . . . . . . . . . . . . . . . . 206

CHAPTER 5 GENERAL BUILDING HEIGHTS AND AREAS . . . . . . . . . . 213

Section

501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 213

502 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 213

503 General Building Height and Area Limitations . 213

504 Building Height and Number of Stories . . . . . . . 213

505 Mezzanines and Equipment Platforms . . . . . . . . 214

506 Building Area . . . . . . . . . . . . . . . . . . . . . . . . . . . 217

507 Unlimited Area Buildings. . . . . . . . . . . . . . . . . . 221

508 Mixed Use and Occupancy. . . . . . . . . . . . . . . . . 223

509 Incidental Uses . . . . . . . . . . . . . . . . . . . . . . . . . . 224

510 Special Provisions . . . . . . . . . . . . . . . . . . . . . . . 226

CHAPTER 6 TYPES OF CONSTRUCTION . . . . . 229

Section

601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 229

602 Construction Classification . . . . . . . . . . . . . . . . 229

603 Combustible Material in Types I and II Construction . . . . . . . . . . . . . . 231

CHAPTER 7 FIRE AND SMOKE PROTECTION FEATURES . . . . . . . 233

Section

701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 233

702 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 233

703 Fire-resistance Ratings and Fire Tests . . . . . . . . 233

704 Fire-resistance Rating of Structural Members . . . . . . . . . . . . . . . . . . . . 234

705 Exterior Walls . . . . . . . . . . . . . . . . . . . . . . . . . . 236

706 Fire Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 240

707 Fire Barriers . . . . . . . . . . . . . . . . . . . . . . . . . . . . 243

708 Fire Partitions . . . . . . . . . . . . . . . . . . . . . . . . . . . 244

709 Smoke Barriers. . . . . . . . . . . . . . . . . . . . . . . . . . 245

710 Smoke Partitions . . . . . . . . . . . . . . . . . . . . . . . . 246

711 Floor and Roof Assemblies . . . . . . . . . . . . . . . . 246

712 Vertical Openings . . . . . . . . . . . . . . . . . . . . . . . 247

713 Shaft Enclosures. . . . . . . . . . . . . . . . . . . . . . . . . 249

714 Penetrations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 250

715 Fire-resistant Joint Systems . . . . . . . . . . . . . . . . 253

716 Opening Protectives . . . . . . . . . . . . . . . . . . . . . . 254

717 Ducts and Air Transfer Openings . . . . . . . . . . . 259

718 Concealed Spaces. . . . . . . . . . . . . . . . . . . . . . . . 264

719 Fire-resistance Requirements for Plaster . . . . . . 266

720 Thermal- and Sound-insulating Materials . . . . . 266

721 Prescriptive Fire Resistance . . . . . . . . . . . . . . . . 267

722 Calculated Fire Resistance . . . . . . . . . . . . . . . . . 268

CHAPTER 8 INTERIOR FINISHES. . . . . . . . . . . . 321

Section

801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321

802 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321

803 Wall and Ceiling Finishes . . . . . . . . . . . . . . . . . 321

804 Interior Floor Finish . . . . . . . . . . . . . . . . . . . . . . 324

805 Combustible Materials in Types I and II Construction. . . . . . . . . . . . . . . . . . . . . 324

806 Decorative Materials and Trim . . . . . . . . . . . . . 324

807 Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 325

808 Acoustical Ceiling Systems . . . . . . . . . . . . . . . . 325

CHAPTER 9 FIRE PROTECTION SYSTEMS . . . 327

Section

901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 327

902 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 327

903 Automatic Sprinkler Systems . . . . . . . . . . . . . . 328

904 Alternative Automatic Fire-extinguishing Systems . . . . . . . . . . . . . . 335

905 Standpipe Systems . . . . . . . . . . . . . . . . . . . . . . . 337

906 Portable Fire Extinguishers . . . . . . . . . . . . . . . . 340

907 Fire Alarm and Detection Systems . . . . . . . . . . 341

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908 Emergency Alarm Systems . . . . . . . . . . . . . . . . 352

909 Smoke Control Systems . . . . . . . . . . . . . . . . . . . 353

910 Smoke and Heat Removal . . . . . . . . . . . . . . . . . 361

911 Fire Command Center . . . . . . . . . . . . . . . . . . . . 363

912 Fire Department Connections. . . . . . . . . . . . . . . 364

913 Fire Pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 364

914 Emergency Responder Safety Features . . . . . . . 365

915 Carbon Monoxide Detection (Reserved) . . . . . . 365

916 Emergency Responder Radio Coverage . . . . . . . 365

CHAPTER 10 MEANS OF EGRESS . . . . . . . . . . . . . 367

Section

1001 Administration . . . . . . . . . . . . . . . . . . . . . . . . . . 367

1002 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 367

1003 General Means of Egress . . . . . . . . . . . . . . . . . . 368

1004 Occupant Load . . . . . . . . . . . . . . . . . . . . . . . . . . 369

1005 Means of Egress Sizing . . . . . . . . . . . . . . . . . . . 370

1006 Number of Exits and Exit Access Doorways . . . . . . . . . . . . . . . . . . 371

1007 Exit and Exit Access Doorway Configuration . . . . . . . . . . . . . . . . . 373

1008 Means of Egress Illumination. . . . . . . . . . . . . . . 374

1009 Accessible Means of Egress . . . . . . . . . . . . . . . . 375

1010 Doors, Gates and Turnstiles . . . . . . . . . . . . . . . . 375

1011 Stairways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 383

1012 Ramps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 386

1013 Exit Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 388

1014 Handrails. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 388

1015 Guards. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 390

1016 Exit Access . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 392

1017 Exit Access Travel Distance. . . . . . . . . . . . . . . . 392

1018 Aisles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 393

1019 Exit Access Stairways and Ramps . . . . . . . . . . . 393

1020 Corridors. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 394

1021 Egress Balconies. . . . . . . . . . . . . . . . . . . . . . . . . 396

1022 Exits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 396

1023 Interior Exit Stairways and Ramps. . . . . . . . . . . 396

1024 Exit Passageways . . . . . . . . . . . . . . . . . . . . . . . . 398

1025 Luminous Egress Path Markings . . . . . . . . . . . . 399

1026 Horizontal Exits . . . . . . . . . . . . . . . . . . . . . . . . . 400

1027 Exterior Exit Stairways and Ramps . . . . . . . . . . 401

1028 Exit Discharge . . . . . . . . . . . . . . . . . . . . . . . . . . 402

1029 Assembly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 403

1030 Emergency Escape and Rescue . . . . . . . . . . . . . 409

CHAPTER 11 ACCESSIBILITY . . . . . . . . . . . . . . . . 411

Section

1101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 411

1102 Definitions (Reserved) . . . . . . . . . . . . . . . . . . . . 411

1103 Scoping Requirements (Reserved). . . . . . . . . . . 411

1104 Accessible Route (Reserved) . . . . . . . . . . . . . . . 411

1105 Accessible Entrances (Reserved) . . . . . . . . . . . . 411

1106 Parking and Passenger Loading Facilities (Reserved) . . . . . . . . . . . . 411

1107 Dwelling Units and Sleeping Units (Reserved) . . . . . . . . . . . . . . . 411

1108 Special Occupancies (Reserved) . . . . . . . . . . . . 411

1109 Other Features and Facilities (Reserved) . . . . . . 411

1110 Recreational Facilities (Reserved) . . . . . . . . . . . 411

1111 Signage (Reserved) . . . . . . . . . . . . . . . . . . . . . . 411

CHAPTER 12 INTERIOR ENVIRONMENT . . . . . 413

Section

1201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 413

1202 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 413

1203 Ventilation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 413

1204 Temperature Control . . . . . . . . . . . . . . . . . . . . . 415

1205 Lighting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 415

1206 Yards or Courts . . . . . . . . . . . . . . . . . . . . . . . . . 416

1207 Sound Transmission . . . . . . . . . . . . . . . . . . . . . . 416

1208 Interior Space Dimensions . . . . . . . . . . . . . . . . . 416

1209 Access to Unoccupied Spaces . . . . . . . . . . . . . . 417

1210 Toilet and Bathroom Requirements . . . . . . . . . . 417

CHAPTER 13 ENERGY EFFICIENCY . . . . . . . . . . 419

Section

1301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 419

CHAPTER 14 EXTERIOR WALLS . . . . . . . . . . . . . 421

Section

1401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 421

1402 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 421

1403 Performance Requirements . . . . . . . . . . . . . . . . 421

1404 Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 422

1405 Installation of Wall Coverings . . . . . . . . . . . . . . 423

1406 Combustible Materials on the Exterior Side of Exterior Walls . . . . . . . . . . . 429

1407 Metal Composite Materials (MCM) . . . . . . . . . 430

1408 Exterior Insulation and Finish Systems (EIFS) . . . . . . . . . . . . . . . . . . 433

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1409 High-pressure Decorative Exterior-grade Compact Laminates (HPL). . . . . . . . . . . . . . . 433

1410 Plastic Composite Decking. . . . . . . . . . . . . . . . . 434

CHAPTER 15 ROOF ASSEMBLIES AND ROOFTOP STRUCTURES . . . . . . . . 435

Section

1501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 435

1502 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 435

1503 Weather Protection . . . . . . . . . . . . . . . . . . . . . . . 436

1504 Performance Requirements . . . . . . . . . . . . . . . . 437

1505 Fire Classification. . . . . . . . . . . . . . . . . . . . . . . . 438

1506 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 438

1507 Requirements for Roof Coverings . . . . . . . . . . . 439

1508 Roof Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . 447

1509 Radiant Barriers Installed Above Deck . . . . . . . 447

1510 Rooftop Structures . . . . . . . . . . . . . . . . . . . . . . . 447

1511 Existing Roofing. . . . . . . . . . . . . . . . . . . . . . . . . 450

1512 High-Velocity Hurricane Zones—General. . . . . 450

1513 High-Velocity Hurricane Zones—Definitions . . 451

1514 High-Velocity Hurricane Zones— Weather Protection . . . . . . . . . . . . . . . . . . . . . 453

1515 High-Velocity Hurricane Zones— Performance Requirements . . . . . . . . . . . . . . 454

1516 High-Velocity Hurricane Zones— Fire Classification. . . . . . . . . . . . . . . . . . . . . . 455

1517 High-Velocity Hurricane Zones—Materials . . . 455

1518 High-Velocity Hurricane Zones—Roof Coverings with Slopes 2:12 or Greater . . . . . 456

1519 High-Velocity Hurricane Zones—Roof Coverings with Slopes Less than 2:12 . . . . . . 458

1520 High-Velocity Hurricane Zones— Roof Insulation . . . . . . . . . . . . . . . . . . . . . . . . 460

1521 High-Velocity Hurricane Zones—Reroofing . . . 461

1522 High-Velocity Hurricane Zones—Rooftop Structures and Components . . . . . . . . . . . . . . 463

1523 High-Velocity Hurricane Zones—Testing . . . . . 463

1524 High-Velocity Hurricane Zones—Required Owner’s Notification for Roofing Considerations . . . . . . . . . . . . . . . . . . . . . . . . 467

1525 High-Velocity Hurricane Zones—Uniform Permit Application . . . . . . . . . . . . . . . . . . . . . . . 468

CHAPTER 16 STRUCTURAL DESIGN . . . . . . . . . . 473

Section

1601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 473

1602 Definitions and Notations. . . . . . . . . . . . . . . . . . 473

1603 Construction Documents . . . . . . . . . . . . . . . . . . 473

1604 General Design Requirements . . . . . . . . . . . . . . 474

1605 Load Combinations . . . . . . . . . . . . . . . . . . . . . . 478

1606 Dead Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 479

1607 Live Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 479

1608 Snow Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 486

1609 Wind Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 487

1610 Soil Lateral Loads . . . . . . . . . . . . . . . . . . . . . . . 502

1611 Rain Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 503

1612 Flood Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . 503

1613 Earthquake Loads. . . . . . . . . . . . . . . . . . . . . . . . 509

1614 Atmospheric Ice Loads . . . . . . . . . . . . . . . . . . . 524

1615 Structural Integrity . . . . . . . . . . . . . . . . . . . . . . . 524

1616 High-Velocity Hurricane Zones—General, Deflection, Volume Changes and Minimum Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 526

1617 High-Velocity Hurricane Zones— Roof Drainage (Reserved) . . . . . . . . . . . . . . . 527

1618 High-Velocity Hurricane Zones—Special Load Considerations . . . . . . . . . . . . . . . . . . . 527

1619 High-Velocity Hurricane Zones—Live Load Reductions (Reserved) . . . . . . . . . . . . . 527

1620 High-Velocity Hurricane Zones— Wind Loads . . . . . . . . . . . . . . . . . . . . . . . . . . 527

1621 High-Velocity Hurricane Zones— Overturning Moment and Uplift . . . . . . . . . . 528

1622 High-Velocity Hurricane Zones— Screen Enclosures . . . . . . . . . . . . . . . . . . . . . 528

1623 High-Velocity Hurricane Zones—Live Loads Posted and Occupancy Permits (Reserved) . . 528

1624 High-Velocity Hurricane Zones— Foundation Design (Reserved). . . . . . . . . . . . 528

1625 High-Velocity Hurricane Zones— Load Tests . . . . . . . . . . . . . . . . . . . . . . . . . . . 528

1626 High-Velocity Hurricane Zones—Impact Tests for Wind-borne Debris . . . . . . . . . . . . . 529

CHAPTER 17 SPECIAL INSPECTIONS AND TESTS . . . . . . . . . . . . . . . . . . . . 533

Section

1701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 533

1702 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 533

1703 Approvals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 533

1704 Special Inspections and Tests, Contractor Responsibility and Structural Observation (Reserved) . . . . . 534

1705 Required Special Inspections and Tests (Reserved) . . . . . . . . . . . . . . . . . . . 534

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1706 Design Strengths of Materials . . . . . . . . . . . . . . 534

1707 Alternative Test Procedure . . . . . . . . . . . . . . . . . 534

1708 In-situ Load Tests . . . . . . . . . . . . . . . . . . . . . . . . 534

1709 Preconstruction Load Tests . . . . . . . . . . . . . . . . 535

CHAPTER 18 SOILS AND FOUNDATIONS . . . . . . 539

Section

1801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 539

1802 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 539

1803 Geotechnical Investigations . . . . . . . . . . . . . . . . 539

1804 Excavation, Grading and Fill . . . . . . . . . . . . . . . 541

1805 Dampproofing and Waterproofing . . . . . . . . . . . 542

1806 Presumptive Load-bearing Values of Soils . . . . 543

1807 Foundation Walls, Retaining Walls and Embedded Posts and Poles . . . . . . . . . . . . . . . 544

1808 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . 550

1809 Shallow Foundations . . . . . . . . . . . . . . . . . . . . . 553

1810 Deep Foundations . . . . . . . . . . . . . . . . . . . . . . . . 554

1811 through 1815 Reserved . . . . . . . . . . . . . . . . . . . . 567

1816 Termite Protection . . . . . . . . . . . . . . . . . . . . . . . 567

1817 High-Velocity Hurricane Zones— Excavations (Reserved) . . . . . . . . . . . . . . . . . . . 568

1818 High-Velocity Hurricane Zones— Bearing Capacity of Soil (Reserved) . . . . . . . . . 568

1819 High-Velocity Hurricane Zones— Soil Bearing Foundations (Reserved). . . . . . . 568

1820 High-Velocity Hurricane Zones— Concrete Slabs on Fill (Reserved) . . . . . . . . . 568

1821 High-Velocity Hurricane Zones— Monolithic Footings (Reserved). . . . . . . . . . . 568

1822 High-Velocity Hurricane Zones— Pile Foundations (Reserved). . . . . . . . . . . . . . 568

1823 High-Velocity Hurricane Zones— Wood Piles (Reserved) . . . . . . . . . . . . . . . . . . 568

1824 High-Velocity Hurricane Zones— Precast Concrete Piles (Reserved) . . . . . . . . . 568

1825 High-Velocity Hurricane Zones— Prestressed Precast Concrete Piles (Reserved) . . . . . . . . . . . . . . . 568

1826 High-Velocity Hurricane Zones— Cast-in-Place (Reserved) . . . . . . . . . . . . . . . . 568

1827 High-Velocity Hurricane Zones— Rolled Structural Shapes (Reserved) . . . . . . . 568

1828 High-Velocity Hurricane Zones— Special Piles or Special Conditions (Reserved) . . . . . . . . . . . . . . . . . . 568

1829 High-Velocity Hurricane Zones— Load Tests on Piles (Reserved) . . . . . . . . . . . 568

1830 High-Velocity Hurricane Zones— Foundation Walls and Grade Beams (Reserved) . . . . . . . . . . . . . . . . 568

1831 High-Velocity Hurricane Zones— Grades Under Buildings (Reserved) . . . . . . . 568

1832 High-Velocity Hurricane Zones— Retaining Walls (Reserved) . . . . . . . . . . . . . . 568

1833 High-Velocity Hurricane Zones— Seawalls and Bulkheads (Reserved) . . . . . . . 568

1834 High-Velocity Hurricane Zones— Soil Improvement (Reserved) . . . . . . . . . . . . 569

CHAPTER 19 CONCRETE . . . . . . . . . . . . . . . . . . . . 571

Section

1901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 571

1902 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 571

1903 Specifications for Tests and Materials . . . . . . . . 571

1904 Durability Requirements . . . . . . . . . . . . . . . . . . 571

1905 Modifications to ACI 318 . . . . . . . . . . . . . . . . . 572

1906 Structural Plain Concrete . . . . . . . . . . . . . . . . . . 574

1907 Minimum Slab Provisions . . . . . . . . . . . . . . . . . 574

1908 Shotcrete. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 575

1909 Special Wind Provisions for Concrete . . . . . . . . 576

1910 through 1916 Reserved . . . . . . . . . . . . . . . . . . . . 576

1917 Lightweight Insulating Concrete Roofs . . . . . . . 576

1918 Reserved. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 577

1919 High-Velocity Hurricane Zones— General (Reserved) . . . . . . . . . . . . . . . . . . . . 577

1920 High-Velocity Hurricane Zones— Standards (Reserved) . . . . . . . . . . . . . . . . . . . 578

1921 High-Velocity Hurricane Zones— Definitions (Reserved) . . . . . . . . . . . . . . . . . . 578

1922 High-Velocity Hurricane Zones— Materials (Reserved) . . . . . . . . . . . . . . . . . . . 578

1923 High-Velocity Hurricane Zones— Concrete Quality (Reserved) . . . . . . . . . . . . . 578

1924 High-Velocity Hurricane Zones— Mixing and Placing Concrete (Reserved) . . . 578

1925 High-Velocity Hurricane Zones— Formwork, Embedded Pipes and Construction Joints (Reserved) . . . . . . . . . . . 578

1926 High-Velocity Hurricane Zones— Details of Reinforcement (Reserved). . . . . . . 578

1927 High-Velocity Hurricane Zones— Precast Concrete Units (Reserved) . . . . . . . . 578

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1928 High-Velocity Hurricane Zones— Prestressed Concrete (Reserved) . . . . . . . . . . 578

1929 High-Velocity Hurricane Zones— Pneumatically Placed Concrete (Shotcrete) (Reserved) . . . . . . . . . . 578

CHAPTER 20 ALUMINUM . . . . . . . . . . . . . . . . . . . . 579

Section

2001 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 579

2002 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 579

2003 High-Velocity Hurricane Zones—Aluminum . . 581

CHAPTER 21 MASONRY . . . . . . . . . . . . . . . . . . . . . 583

Section

2101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 583

2102 Definitions and Notations. . . . . . . . . . . . . . . . . . 583

2103 Masonry Construction Materials . . . . . . . . . . . . 584

2104 Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . 585

2105 Quality Assurance . . . . . . . . . . . . . . . . . . . . . . . 585

2106 Seismic Design . . . . . . . . . . . . . . . . . . . . . . . . . . 585

2107 Allowable Stress Design. . . . . . . . . . . . . . . . . . . 585

2108 Strength Design of Masonry. . . . . . . . . . . . . . . . 586

2109 Empirical Design of Masonry . . . . . . . . . . . . . . 586

2110 Glass Unit Masonry . . . . . . . . . . . . . . . . . . . . . . 588

2111 Masonry Fireplaces . . . . . . . . . . . . . . . . . . . . . . 588

2112 Masonry Heaters. . . . . . . . . . . . . . . . . . . . . . . . . 591

2113 Masonry Chimneys. . . . . . . . . . . . . . . . . . . . . . . 591

2114 Termite Inspection . . . . . . . . . . . . . . . . . . . . . . . 596

2115 Special Wind Provisions for Masonry . . . . . . . . 596

2116 and 2117 Reserved . . . . . . . . . . . . . . . . . . . . . . . . . 596

2118 High-Velocity Hurricane Zones— Design (Reserved) . . . . . . . . . . . . . . . . . . . . . 596

2119 High-Velocity Hurricane Zones— Quality, Tests and Approvals . . . . . . . . . . . . . 596

2120 High-Velocity Hurricane Zones—Allowable Unit Stresses in Unit Masonry (Reserved) . . . . . . . . . . . . . . . . . . . . 596

2121 High-Velocity Hurricane Zones— Construction Details . . . . . . . . . . . . . . . . . . . . 596

2122 High-Velocity Hurricane Zones— Reinforced Unit Masonry . . . . . . . . . . . . . . . . 599

CHAPTER 22 STEEL . . . . . . . . . . . . . . . . . . . . . . . . . 601

Section

2201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601

2202 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601

2203 Identification and Protection of Steel for Structural Purposes. . . . . . . . . . . . . . . . . . 601

2204 Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 601

2205 Structural Steel . . . . . . . . . . . . . . . . . . . . . . . . . . 601

2206 Composite Structural Steel and Concrete Structures . . . . . . . . . . . . . . . . . . . . 602

2207 Steel Joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 602

2208 Steel Cable Structures . . . . . . . . . . . . . . . . . . . . 603

2209 Steel Storage Racks . . . . . . . . . . . . . . . . . . . . . . 603

2210 Cold-formed Steel . . . . . . . . . . . . . . . . . . . . . . . 603

2211 Cold-formed Steel Light-frame Construction . . . . . . . . . . . . . . . . . . . . . . . . . . 603

2212 Gable End Walls . . . . . . . . . . . . . . . . . . . . . . . . 604

2213 Reserved. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 604

2214 High-Velocity Hurricane Zones— General—Steel Construction . . . . . . . . . . . . . 604

2215 High-Velocity Hurricane Zones—Material . . . . 605

2216 High-Velocity Hurricane Zones— Design Loads . . . . . . . . . . . . . . . . . . . . . . . . . 605

2217 High-Velocity Hurricane Zones— Minimum Thickness of Material . . . . . . . . . . 605

2218 High-Velocity Hurricane Zones— Connections (Reserved) . . . . . . . . . . . . . . . . . 605

2219 High-Velocity Hurricane Zones— Tubular Columns . . . . . . . . . . . . . . . . . . . . . . 605

2220 High-Velocity Hurricane Zones— Protection of Metal (Reserved) . . . . . . . . . . . 606

2221 High-Velocity Hurricane Zones— General—Open Web Steel Joists . . . . . . . . . . 606

2222 High-Velocity Hurricane Zones— Cold-formed Steel Construction . . . . . . . . . . 606

2223 High-Velocity Hurricane Zones— Preengineered, Prefabricated Metal Building Systems and Components (Preengineered Structures) . . . . . . . . . . . . . . . . . . . . . . . . . . . 607

2224 High-Velocity Hurricane Zones— Chain Link Fences . . . . . . . . . . . . . . . . . . . . . 608

CHAPTER 23 WOOD . . . . . . . . . . . . . . . . . . . . . . . . . 611

Section

2301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611

2302 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 611

2303 Minimum Standards and Quality . . . . . . . . . . . . 611

2304 General Construction Requirements . . . . . . . . . 615

2305 General Design Requirements for Lateral Force-resisting Systems . . . . . . . . . . . 627

2306 Allowable Stress Design . . . . . . . . . . . . . . . . . . 628

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2307 Load and Resistance Factor Design . . . . . . . . . . 635

2308 Conventional Light-frame Construction. . . . . . . 635

2309 Wood Frame Construction Manual . . . . . . . . . . 660

2310 through 2313 Reserved . . . . . . . . . . . . . . . . . . . . . . 660

2314 High-Velocity Hurricane Zones . . . . . . . . . . . . . 680

2315 High-Velocity Hurricane Zones—Quality . . . . . 681

2316 High-Velocity Hurricane Zones— Sizes (Reserved) . . . . . . . . . . . . . . . . . . . . . . . 682

2317 High-Velocity Hurricane Zones— Unit Stresses . . . . . . . . . . . . . . . . . . . . . . . . . . 682

2318 High-Velocity Hurricane Zones— Vertical Framing. . . . . . . . . . . . . . . . . . . . . . . 682

2319 High-Velocity Hurricane Zones— Horizontal Framing . . . . . . . . . . . . . . . . . . . . 683

2320 High-Velocity Hurricane Zones— Firestops (Reserved) . . . . . . . . . . . . . . . . . . . . 688

2321 High-Velocity Hurricane Zones— Anchorage. . . . . . . . . . . . . . . . . . . . . . . . . . . . 688

2322 High-Velocity Hurricane Zones— Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 688

2323 High-Velocity Hurricane Zones— Furring (Reserved) . . . . . . . . . . . . . . . . . . . . . 691

2324 High-Velocity Hurricane Zones— Connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . 691

2325 High-Velocity Hurricane Zones— Wood Supporting Masonry . . . . . . . . . . . . . . 692

2326 High-Velocity Hurricane Zones— Protection of Wood. . . . . . . . . . . . . . . . . . . . . 692

2327 High-Velocity Hurricane Zones— Fire-retardant Wood (Reserved). . . . . . . . . . . 692

2328 High-Velocity Hurricane Zones— Wood Fences . . . . . . . . . . . . . . . . . . . . . . . . . 692

2329 High-Velocity Hurricane Zones— Fire-retardant-treated Shakes and Shingles (Reserved). . . . . . . . . . . 692

2330 High-Velocity Hurricane Zones— Wood Blocking. . . . . . . . . . . . . . . . . . . . . . . . 692

CHAPTER 24 GLASS AND GLAZING . . . . . . . . . . 695

Section

2401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 695

2402 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 695

2403 General Requirements for Glass. . . . . . . . . . . . . 695

2404 Wind, Snow, Seismic and Dead Loads on Glass . . . . . . . . . . . . . . . . . . . 695

2405 Sloped Glazing and Skylights . . . . . . . . . . . . . . 697

2406 Safety Glazing . . . . . . . . . . . . . . . . . . . . . . . . . . 698

2407 Glass in Handrails and Guards. . . . . . . . . . . . . . 700

2408 Glazing in Athletic Facilities . . . . . . . . . . . . . . . 700

2409 Glass in Walkways, Elevator Hoistways and Elevator Cars . . . . . . . . . . . . . . . . . . . . . . 701

2410 High-Velocity Hurricane Zones—General . . . . 701

2411 High-Velocity Hurricane Zones—Windows, Doors, Glass and Glazing. . . . . . . . . . . . . . . . 701

2412 High-Velocity Hurricane Zones— Glass Veneer . . . . . . . . . . . . . . . . . . . . . . . . . 704

2413 High-Velocity Hurricane Zones—Storm Shutters/ External Protective Devices . . . . . . . . . . . . . . 705

2414 High-Velocity Hurricane Zones— Curtain Walls . . . . . . . . . . . . . . . . . . . . . . . . . 705

2415 High-Velocity Hurricane Zones— Structural Glazing Systems. . . . . . . . . . . . . . . . . . . . . . . 705

CHAPTER 25 GYPSUM BOARD, GYPSUM PANEL PRODUCTS AND PLASTER . . . . . . . . . . . . . . . . . 709

Section

2501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709

2502 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709

2503 Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 709

2504 Vertical and Horizontal Assemblies . . . . . . . . . 709

2505 Shear Wall Construction . . . . . . . . . . . . . . . . . . 709

2506 Gypsum Board and Gypsum Panel Product Materials. . . . . . . . . . 709

2507 Lathing and Plastering . . . . . . . . . . . . . . . . . . . . 709

2508 Gypsum Construction . . . . . . . . . . . . . . . . . . . . 710

2509 Showers and Water Closets . . . . . . . . . . . . . . . . 712

2510 Lathing and Furring for Cement Plaster (Stucco) . . . . . . . . . . . . . . . . . . . . . . . 712

2511 Interior Plaster . . . . . . . . . . . . . . . . . . . . . . . . . . 712

2512 Exterior Plaster. . . . . . . . . . . . . . . . . . . . . . . . . . 713

2513 Exposed Aggregate Plaster . . . . . . . . . . . . . . . . 714

2514 Reinforced Gypsum Concrete . . . . . . . . . . . . . . 714

2515 High-Velocity Hurricane Zones— Lathing (Reserved). . . . . . . . . . . . . . . . . . . . . 714

2516 High-Velocity Hurricane Zones— Plaster (Reserved) . . . . . . . . . . . . . . . . . . . . . 714

2517 High-Velocity Hurricane Zones— Stucco (Reserved) . . . . . . . . . . . . . . . . . . . . . 714

2518 High-Velocity Hurricane Zones— Gypsum Board Products and Accessory Items (Reserved). . . . . . . . . . . . . . 715

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2519 High-Velocity Hurricane Zones— Suspended and Furred Ceilings (Reserved) . . 715

2520 High-Velocity Hurricane Zones— Asbestos (Reserved). . . . . . . . . . . . . . . . . . . . 715

2521 High-Velocity Hurricane Zones— Tile (Reserved). . . . . . . . . . . . . . . . . . . . . . . . 715

CHAPTER 26 PLASTIC . . . . . . . . . . . . . . . . . . . . . . . 717

Section

2601 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717

2602 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 717

2603 Foam Plastic Insulation . . . . . . . . . . . . . . . . . . . 717

2604 Interior Finish and Trim . . . . . . . . . . . . . . . . . . . 721

2605 Plastic Veneer . . . . . . . . . . . . . . . . . . . . . . . . . . 721

2606 Light-transmitting Plastics . . . . . . . . . . . . . . . . . 722

2607 Light-transmitting Plastic Wall Panels . . . . . . . 723

2608 Light-transmitting Plastic Glazing . . . . . . . . . . . 724

2609 Light-transmitting Plastic Roof Panels . . . . . . . 725

2610 Light-transmitting Plastic Skylight Glazing . . . 725

2611 Light-transmitting Plastic Interior Signs . . . . . . 726

2612 Plastic Composites . . . . . . . . . . . . . . . . . . . . . . . 726

2613 Fiber-reinforced Polymer . . . . . . . . . . . . . . . . . . 726

2614 Reflective Plastic Core Insulation . . . . . . . . . . . 727

2615 High-Velocity Hurricane Zones—Plastics. . . . . 727

CHAPTER 27 ELECTRICAL . . . . . . . . . . . . . . . . . . 729

Section

2701 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 729

2702 Emergency and Standby Power Systems . . . . . . 729

CHAPTER 28 MECHANICAL SYSTEMS. . . . . . . . 731

Section

2801 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 731

CHAPTER 29 PLUMBING SYSTEMS . . . . . . . . . . . 733

Section

2901 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 733

2902 Minimum Plumbing Facilities . . . . . . . . . . . . . . 733

CHAPTER 30 ELEVATORS AND CONVEYING SYSTEMS . . . . . . . . . 737

Section

3001 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 737

3002 Hoistway Enclosures . . . . . . . . . . . . . . . . . . . . . 738

3003 Emergency Operations . . . . . . . . . . . . . . . . . . . . 739

3004 Conveying Systems . . . . . . . . . . . . . . . . . . . . . . 739

3005 Machine Rooms . . . . . . . . . . . . . . . . . . . . . . . . . 739

3006 Elevator Lobbies and Hoistway Opening Protection . . . . . . . . . . . . 740

3007 Fire Service Access Elevator . . . . . . . . . . . . . . . 741

3008 Occupant Evacuation Elevators. . . . . . . . . . . . . 742

3009 Elevator Accessibility Requirements for the Physically Handicapped. . . . . . . . . . . . . . 744

3010 Serial Numbers . . . . . . . . . . . . . . . . . . . . . . . . . 744

3011 Electrolysis Protection for Underground Hydraulic Elevator Cylinders . . . . . . . . . . . . 745

3012 Alterations to Electric and Hydraulic Elevators and Escalators . . . . . . . . . . . . . . . . 745

3013 Clearance Requirements between Elevator Doors for Elevators Inside a Private Residence . . . . . . . . . . . . . . . . . . . . . 745

CHAPTER 31 SPECIAL CONSTRUCTION . . . . . . 747

Section

3101 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 747

3102 Membrane Structures. . . . . . . . . . . . . . . . . . . . . 747

3103 Temporary Structures . . . . . . . . . . . . . . . . . . . . 748

3104 Pedestrian Walkways and Tunnels . . . . . . . . . . 748

3105 Awnings and Canopies . . . . . . . . . . . . . . . . . . . 750

3106 Marquees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 751

3107 Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 751

3108 Telecommunication and Broadcast Towers . . . 751

3109 Structures Seaward of a Coastal Construction Control Line. . . . . . . . . . . . . . . . . . . . . . . . . . 752

3110 Automatic Vehicular Gates . . . . . . . . . . . . . . . . 754

3111 Photovoltaic Panels and Modules . . . . . . . . . . . 755

3112 Deposit of Material In Tidewater Regulated . . . 755

3113 Lighting, Mirrors, Landscaping. . . . . . . . . . . . . 756

3114 Airport Noise . . . . . . . . . . . . . . . . . . . . . . . . . . . 756

CHAPTER 32 ENCROACHMENTS INTO THE PUBLIC RIGHT-OF-WAY. . . . . . . . 757

Section

3201 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 757

3202 Encroachments. . . . . . . . . . . . . . . . . . . . . . . . . . 757

CHAPTER 33 SAFEGUARDS DURING CONSTRUCTION . . . . . . . . . . . . . . . 759

Section

3301 General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 759

3302 Construction Safeguards . . . . . . . . . . . . . . . . . . 759

3303 Demolition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 759

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3304 Site Work . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 759

3305 Sanitary. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 760

3306 Protection of Pedestrians . . . . . . . . . . . . . . . . . . 760

3307 Protection of Adjoining Property . . . . . . . . . . . . 761

3308 Temporary Use of Streets, Alleys and Public Property . . . . . . . . . . . . . . . . . . . . . . . . 761

3309 Fire Extinguishers. . . . . . . . . . . . . . . . . . . . . . . . 761

3310 Means of Egress . . . . . . . . . . . . . . . . . . . . . . . . . 761

3311 Standpipes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 761

3312 Automatic Sprinkler System. . . . . . . . . . . . . . . . 762

3313 Water Supply for Fire Protection . . . . . . . . . . . . 762

CHAPTER 34 RESERVED . . . . . . . . . . . . . . . . . . . . . 763

CHAPTER 35 REFERENCED STANDARDS . . . . . 765

CHAPTER 36 FLORIDA FIRE PREVENTION CODE . . . . . . . . . . . . 799

APPENDIX A EMPLOYEE QUALIFICATIONS . . . . . . . . . . . . . . 801

Section

A101 Building Official Qualifications . . . . . . . . . . . . . 801

A102 Referenced Standards . . . . . . . . . . . . . . . . . . . . . 801

APPENDIX B CHAPTER 9B-52 F.A.C. FLORIDA STANDARD FOR PASSIVE RADON-RESISTANT CONSTRUCTION . . . . . . . . . . . . . . . 803

APPENDIX C FLORIDA STANDARD FOR MITIGATION OF RADON IN EXISTING BUILDINGS . . . . . . . . . . 811

APPENDIX D FIRE DISTRICTS . . . . . . . . . . . . . . . . 819

Section

D101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 819

D102 Building Restrictions . . . . . . . . . . . . . . . . . . . . . 819

D103 Changes to Buildings . . . . . . . . . . . . . . . . . . . . . 820

D104 Buildings Located Partially in the Fire District. . . . . . . . . . . . . . . . . . . . . . . . . . . 820

D105 Exceptions to Restrictions in Fire District . . . . . 820

D106 Referenced Standards . . . . . . . . . . . . . . . . . . . . . 821

APPENDIX E FLORIDA STANDARD FOR RADON-RESISTANT NEW COMMERCIAL CONSTRUCTION . . . . . . . . . . . . . . . 823

APPENDIX F RODENTPROOFING . . . . . . . . . . . . 835

Section

F101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 835

APPENDIX G FLOOD-RESISTANT CONSTRUCTION (Reserved) . . . . . 837

APPENDIX H SIGNS. . . . . . . . . . . . . . . . . . . . . . . . . . 839

Section

H101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 839

H102 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 839

H103 Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 839

H104 Identification . . . . . . . . . . . . . . . . . . . . . . . . . . . 839

H105 Design and Construction . . . . . . . . . . . . . . . . . . 840

H106 Electrical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 840

H107 Combustible Materials . . . . . . . . . . . . . . . . . . . . 840

H108 Animated Devices . . . . . . . . . . . . . . . . . . . . . . . 840

H109 Ground Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . 840

H110 Roof Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 841

H111 Wall Signs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 841

H112 Projecting Signs . . . . . . . . . . . . . . . . . . . . . . . . . 841

H113 Marquee Signs . . . . . . . . . . . . . . . . . . . . . . . . . . 842

H114 Portable Signs . . . . . . . . . . . . . . . . . . . . . . . . . . 842

H115 Referenced Standards. . . . . . . . . . . . . . . . . . . . . 842

APPENDIX I PATIO COVERS . . . . . . . . . . . . . . . . 843

Section

I101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 843

I102 Definition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 843

I103 Exterior Walls and Openings . . . . . . . . . . . . . . . 843

I104 Height. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 843

I105 Structural Provisions . . . . . . . . . . . . . . . . . . . . . 843

APPENDIX J GRADING . . . . . . . . . . . . . . . . . . . . . . 845

Section

J101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 845

J102 Definitions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 845

J103 Permits Required . . . . . . . . . . . . . . . . . . . . . . . . 845

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J104 Permit Application and Submittals. . . . . . . . . . . 845

J105 Inspections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 846

J106 Excavations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 846

J107 Fills . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 846

J108 Setbacks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 846

J109 Drainage and Terracing . . . . . . . . . . . . . . . . . . . 848

J110 Erosion Control . . . . . . . . . . . . . . . . . . . . . . . . . 848

J111 Referenced Standards . . . . . . . . . . . . . . . . . . . . . 848

APPENDIX K ADMINISTRATIVE PROVISIONS . . . . . . . . . . . . . . . . . . . 849

Section

K101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 849

K102 Applicability . . . . . . . . . . . . . . . . . . . . . . . . . . . . 849

K103 Permits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 849

K104 Construction Documents . . . . . . . . . . . . . . . . . . 850

K105 Alternative Engineered Design. . . . . . . . . . . . . . 850

K106 Required Inspections . . . . . . . . . . . . . . . . . . . . . 850

K107 Prefabricated Construction . . . . . . . . . . . . . . . . . 850

K108 Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 851

K109 Reconnection . . . . . . . . . . . . . . . . . . . . . . . . . . . 851

K110 Condemning Electrical Systems. . . . . . . . . . . . . 851

K111 Electrical Provisions . . . . . . . . . . . . . . . . . . . . . . 851

APPENDIX L EARTHQUAKE RECORDING INSTRUMENTATION . . . . . . . . . . . . 853

L101 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 853

APPENDIX M TSUNAMI-GENERATED FLOOD HAZARD . . . . . . . . . . . . . . . . . . . . . . . 855

M101 Tsunami-generated Flood Hazard . . . . . . . . . . . 855

M102 Referenced Standards . . . . . . . . . . . . . . . . . . . . . 855

INDEX . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 857

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CHAPTER 1

SCOPE AND ADMINISTRATION

PART 1—SCOPE AND APPLICATION

SECTION 101 GENERAL

[A] 101.1 Title. These regulations shall be known as the Florida Building Code, hereinafter referred to as “this code.”

[A] 101.2 Scope. The provisions of this code shall apply to the construction, alteration, relocation, enlargement, replace- ment, repair, equipment, use and occupancy, location, main- tenance, removal and demolition of every building or structure or any appurtenances connected or attached to such buildings or structures.

Exceptions:

1. Detached one- and two-family dwellings and multi- ple single-family dwellings (townhouses) not more than three stories above grade plane in height with a separate means of egress, and their accessory struc- tures not more than three stories above grade plane in height, shall comply with the Florida Building Code, Residential.

2. Code requirements that address snow loads and earthquake protection are pervasive; they are left in place but shall not be utilized or enforced because Florida has no snow load or earthquake threat.

[A] 101.2.1 Appendices. Provisions in the appendices shall not apply unless specifically adopted.

[A] 101.3 Intent. The purpose of this code is to establish the minimum requirements to provide a reasonable level of safety, public health and general welfare through structural strength, means of egress facilities, stability, sanitation, ade- quate light and ventilation, energy conservation, and safety to life and property from fire and other hazards attributed to the built environment and to provide a reasonable level of safety to fire fighters and emergency responders during emergency operations.

[A] 101.4 Referenced codes. The other codes listed in Sec- tions 101.4.1 through 101.4.9 and referenced elsewhere in this code shall be considered part of the requirements of this code to the prescribed extent of each such reference.

[A] 101.4.1 Gas. The provisions of the Florida Building Code, Fuel Gas shall apply to the installation of gas piping from the point of delivery, gas appliances and related accessories as covered in this code. These requirements apply to gas piping systems extending from the point of delivery to the inlet connections of appliances and the installation and operation of residential and commercial gas appliances and related accessories.

[A] 101.4.2 Mechanical. The provisions of the Florida Building Code, Mechanical shall apply to the installation, alterations, repairs and replacement of mechanical sys-

tems, including equipment, appliances, fixtures, fittings and/or appurtenances, including ventilating, heating, cool- ing, air-conditioning and refrigeration systems, incinera- tors and other energy-related systems.

[A] 101.4.3 Plumbing. The provisions of the Florida Building Code, Plumbing shall apply to the installation, alteration, repair and replacement of plumbing systems, including equipment, appliances, fixtures, fittings and appurtenances, and where connected to a water or sewage system and all aspects of a medical gas system.

[A] 101.4.4 Property maintenance. Reserved.

[A] 101.4.5 Fire prevention. For provisions related to fire prevention, refer to the Florida Fire Prevention Code. The Florida Fire Prevention Code shall apply to matters affecting or relating to structures, processes and premises from the hazard of fire and explosion arising from the stor- age, handling or use of structures, materials or devices; from conditions hazardous to life, property or public wel- fare in the occupancy of structures or premises; and from the construction, extension, repair, alteration or removal of fire suppression, and alarm systems or fire hazards in the structure or on the premises from occupancy or opera- tion.

[A] 101.4.6 Energy. The provisions of the Florida Build- ing Code, Energy Conservation shall apply to all matters governing the design and construction of buildings for energy efficiency.

[A] 101.4.7 Existing buildings. The provisions of the Florida Building Code, Existing Building shall apply to matters governing the repair, alteration, change of occu- pancy, addition to and relocation of existing buildings.

101.4.8 Accessibility. For provisions related to accessibil- ity, refer to the Florida Building Code, Accessibility.

101.4.9 Manufactured buildings. For additional adminis- trative and special code requirements, see Section 458, Florida Building Code, Building, and Rule 61-41 F.A.C.

SECTION 102 APPLICABILITY

[A] 102.1 General. Where there is a conflict between a gen- eral requirement and a specific requirement, the specific requirement shall be applicable. Where, in any specific case, different sections of this code specify different materials, methods of construction or other requirements, the most restrictive shall govern.

102.1.1 The Florida Building Code does not apply to, and no code enforcement action shall be brought with respect to, zoning requirements, land use requirements and owner specifications or programmatic requirements which do not pertain to and govern the design, construction, erection,

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alteration, modification, repair or demolition of public or private buildings, structures or facilities or to program- matic requirements that do not pertain to enforcement of the Florida Building Code. Additionally, a local code enforcement agency may not administer or enforce the Florida Building Code, Building to prevent the siting of any publicly owned facility, including, but not limited to, correctional facilities, juvenile justice facilities, or state universities, community colleges, or public education facilities, as provided by law.

102.2 Building. The provisions of the Florida Building Code shall apply to the construction, erection, alteration, modifica- tion, repair, equipment, use and occupancy, location, mainte- nance, removal and demolition of every public and private building, structure or facility or floating residential structure, or any appurtenances connected or attached to such buildings, structures or facilities. Additions, alterations, repairs and changes of use or occupancy group in all buildings and struc- tures shall comply with the provisions provided in the Flor- ida Building Code, Existing Building. The following buildings, structures and facilities are exempt from the Flor- ida Building Code as provided by law, and any further exemptions shall be as determined by the legislature and pro- vided by law:

(a) Building and structures specifically regulated and pre- empted by the federal government.

(b) Railroads and ancillary facilities associated with the railroad.

(d) Temporary buildings or sheds used exclusively for construction purposes.

(e) Mobile or modular structures used as temporary offices, except that the provisions of Part II (Sections 553.501-553.513, Florida Statutes) relating to acces- sibility by persons with disabilities shall apply to such mobile or modular structures.

(f) Those structures or facilities of electric utilities, as defined in Section 366.02, Florida Statutes, which are directly involved in the generation, transmission, or distribution of electricity.

(g) Temporary sets, assemblies, or structures used in commercial motion picture or television production, or any sound-recording equipment used in such pro- duction, on or off the premises.

(h) Chickees constructed by the Miccosukee Tribe of Indians of Florida or the Seminole Tribe of Florida. As used in this paragraph, the term “chickee” means an open-sided wooden hut that has a thatched roof of palm or palmetto or other traditional materials, and that does not incorporate any electrical, plumbing, or other nonwood features.

(i) Family mausoleums not exceeding 250 square feet (23 m2) in area which are prefabricated and assembled on site or preassembled and delivered on site and have walls, roofs, and a floor constructed of granite, mar- ble, or reinforced concrete.

(j) Temporary housing provided by the Department of Corrections to any prisoner in the state correctional system.

(k) A building or structure having less than 1,000 square feet (93 m2) which is constructed and owned by a nat- ural person for hunting and which is repaired or reconstructed to the same dimension and condition as existed on January 1, 2011, if the building or struc- ture:

1. Is not rented or leased or used as a principal resi- dence;

2. Is not located within the 100-year floodplain accord- ing to the Federal Emergency Management Agency’s current Flood Insurance Rate Map; and

3. Is not connected to an off-site electric power or water supply.

102.2.1 In addition to the requirements of Sections 553.79 and 553.80, Florida Statutes, facilities subject to the pro- visions of Chapter 395, Florida Statutes, and Part II of Chapter 400, Florida Statutes, shall have facility plans reviewed and construction surveyed by the state agency authorized to do so under the requirements of Chapter 395, Florida Statutes, and Part II of Chapter 400, Florida Stat- utes, and the certification requirements of the federal gov- ernment.

102.2.2 Residential buildings or structures moved into or within a county or municipality shall not be required to be brought into compliance with the state minimum building code in force at the time the building or structure is moved, provided:

1. The building or structure is structurally sound and in occupiable condition for its intended use;

2. The occupancy use classification for the building or structure is not changed as a result of the move;

3. The building is not substantially remodeled;

4. Current fire code requirements for ingress and egress are met;

5. Electrical, gas and plumbing systems meet the codes in force at the time of construction and are opera- tional and safe for reconnection; and

6. Foundation plans are sealed by a professional engi- neer or architect licensed to practice in this state, if required by the Florida Building Code, Building for all residential buildings or structures of the same occupancy class.

102.2.3 The building official shall apply the same standard to a moved residential building or structure as that applied to the remodeling of any comparable residential building or structure to determine whether the moved structure is substantially remodeled. The cost of the foundation on which the moved building or structure is placed shall not be included in the cost of remodeling for purposes of determining whether a moved building or structure has been substantially remodeled.

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102.2.4 This section does not apply to the jurisdiction and authority of the Department of Agriculture and Consumer Services to inspect amusement rides or the Department of Financial Services to inspect state-owned buildings and boilers.

102.2.5 Each enforcement district shall be governed by a board, the composition of which shall be determined by the affected localities.

1. At its own option, each enforcement district or local enforcement agency may adopt rules granting to the owner of a single-family residence one or more exemptions from the Florida Building Code relating to:

a. Addition, alteration, or repairs performed by the property owner upon his or her own property, provided any addition or alteration shall not exceed 1,000 square feet (93 m2) or the square footage of the primary structure, whichever is less.

b. Addition, alteration, or repairs by a nonowner within a specific cost limitation set by rule, pro- vided the total cost shall not exceed $5,000 within any 12-month period.

c. Building and inspection fees.

2. However, the exemptions under subparagraph 1 do not apply to single-family residences that are located in mapped flood hazard areas, as defined in the code, unless the enforcement district or local enforcement agency has determined that the work, which is otherwise exempt, does not constitute a substantial improvement, including the repair of substantial damage, of such single-family resi- dences.

3. Each code exemption, as defined in sub-subpara- graphs 1a, 1b, and 1c shall be certified to the local board 10 days prior to implementation and shall only be effective in the territorial jurisdiction of the enforcement district or local enforcement agency implementing it.

102.2.6 This section does not apply to swings and other playground equipment accessory to a one- or two-family dwelling.

Exception: Electrical service to such playground equipment shall be in accordance with Chapter 27 of this code.

[A] 102.3 Application of references. References to chapter or section numbers, or to provisions not specifically identi- fied by number, shall be construed to refer to such chapter, section or provision of this code.

[A] 102.4 Referenced codes and standards. The codes and standards referenced in this code shall be considered part of the requirements of this code to the prescribed extent of each such reference and as further regulated in Sections 102.4.1 and 102.4.2.

[A] 102.4.1 Conflicts. Where conflicts occur between pro- visions of this code and referenced codes and standards, the provisions of this code shall apply.

[A] 102.4.2 Provisions in referenced codes and stan- dards. Where the extent of the reference to a referenced code or standard includes subject matter that is within the scope of this code or the Florida Codes listed in Section 101.4, the provisions of this code or the Florida Codes listed in Section 101.4, as applicable, shall take prece- dence over the provisions in the referenced code or stan- dard.

[A] 102.5 Partial invalidity. Reserved.

[A] 102.6 Existing structures. The legal occupancy of any structure existing on the date of adoption of this code shall be permitted to continue without change, except as otherwise specifically provided in this code, the Florida Building Code, Existing Building or the Florida Fire Prevention Code.

[A] 102.6.1 Buildings not previously occupied. A build- ing or portion of a building that has not been previously occupied or used for its intended purpose in accordance with the laws in existence at the time of its completion shall comply with the provisions of the Florida Building Code, Building or Florida Building Code, Residential, as applicable, for new construction or with any current per- mit for such occupancy.

[A] 102.6.2 Buildings previously occupied. The legal occupancy of any building existing on the date of adoption of this code shall be permitted to continue without change, except as otherwise specifically provided in this code, the Florida Fire Prevention Code or as is deemed necessary by the building official for the general safety and welfare of the occupants and the public.

102.7 Relocation of manufactured buildings.

(1) Relocation of an existing manufactured building does not constitute an alteration.

(2) A relocated building shall comply with wind speed requirements of the new location, using the appropri- ate wind speed map. If the existing building was man- ufactured in compliance with the Standard Building Code (prior to March 1, 2002), the wind speed map of the Standard Building Code shall be applicable. If the existing building was manufactured in compliance with the Florida Building Code (after March 1, 2002), the wind speed map of the Florida Building Code shall be applicable.

(3) A relocated building shall comply with the flood haz- ard area requirements of the new location, if applica- ble.

102.8 Existing mechanical equipment. An agency or local government may not require that existing mechanical equip- ment located on or above the surface of a roof be installed in compliance with the requirements of the Florida Building Code except during reroofing when the equipment is being replaced or moved and is not in compliance with the provi- sions of the Florida Building Code relating to roof-mounted mechanical units.

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PART 2—ADMINISTRATION AND ENFORCEMENT

SECTION 103 DEPARTMENT OF BUILDING SAFETY

RESERVED

SECTION 104 DUTIES AND POWERS OF BUILDING OFFICIAL

[A] 104.1 General. Reserved.

[A] 104.2 Applications and permits. Reserved.

[A] 104.2.1 Determination of substantially improved or substantially damaged existing buildings and struc- tures in flood hazard areas. Reserved.

[A] 104.3 Notices and orders. Reserved.

[A] 104.4 Inspections. Reserved.

[A] 104.5 Identification. Reserved.

[A] 104.6 Right of entry. Reserved.

[A] 104.7 Department records. Reserved.

[A] 104.8 Liability. Reserved.

[A] 104.8.1 Legal defense. Reserved.

[A] 104.9 Approved materials and equipment. Materials, equipment and devices approved by the building official shall be constructed and installed in accordance with such approval.

[A] 104.9.1 Used materials and equipment. The use of used materials that meet the requirements of this code for new materials is permitted. Used equipment and devices shall not be reused unless approved by the building offi- cial.

[A] 104.10 Modifications. Reserved.

[A] 104.10.1 Flood hazard areas. Reserved.

[A] 104.11 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction not specifi- cally prescribed by this code, provided that any such alterna- tive has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, not less than the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, dura- bility and safety. Where the alternative material, design or method of construction is not approved, the building official shall respond in writing, stating the reasons why the alterna- tive was not approved.

[A] 104.11.1 Research reports. Supporting data, where necessary to assist in the approval of materials or assem- blies not specifically provided for in this code, shall con- sist of valid research reports from approved sources.

[A] 104.11.2 Tests. Whenever there is insufficient evi- dence of compliance with the provisions of this code, or evidence that a material or method does not conform to the requirements of this code, or in order to substantiate claims for alternative materials or methods, the building official shall have the authority to require tests as evidence of compliance to be made at no expense to the jurisdiction. Test methods shall be as specified in this code or by other recognized test standards. In the absence of recognized and accepted test methods, the building official shall approve the testing procedures. Tests shall be performed by an approved agency. Reports of such tests shall be retained by the building official for the period required for retention of public records.

SECTION 105 PERMITS

[A] 105.1 Required. Any owner or owner’s authorized agent who intends to construct, enlarge, alter, repair, move, demol- ish or change the occupancy of a building or structure, or to erect, install, enlarge, alter, repair, remove, convert or replace any impact-resistant coverings, electrical, gas, mechanical or plumbing system, the installation of which is regulated by this code, or to cause any such work to be per- formed, shall first make application to the building official and obtain the required permit.

[A] 105.1.1 Annual facility permit. In lieu of an individ- ual permit for each alteration to an existing electrical, gas, mechanical, plumbing or interior nonstructural office sys- tem(s), the building official is authorized to issue an annual permit for any occupancy to facilitate routine or emergency service, repair, refurbishing, minor renovations of service systems or manufacturing equipment installa- tions/relocations. The building official shall be notified of major changes and shall retain the right to make inspec- tions at the facility site as deemed necessary. An annual facility permit shall be assessed with an annual fee and shall be valid for one year from date of issuance. A sepa- rate permit shall be obtained for each facility and for each construction trade, as applicable. The permit application shall contain a general description of the parameters of work intended to be performed during the year.

[A] 105.1.2 Annual permit records. The person to whom an annual permit is issued shall keep a detailed record of alterations made under such annual permit. The building official shall have access to such records at all times or such records shall be filed with the building official as des- ignated.

105.1.3 Food permit. In accordance with Section 500.12, Florida Statutes, a food permit from the Department of Agriculture and Consumer Services is required of any per- son who operates a food establishment or retail store.

105.1.4 Public swimming pool. The local enforcing agency may not issue a building permit to construct, develop, or modify a public swimming pool without proof of application, whether complete or incomplete, for an operating permit pursuant to Section 514.031, Florida Statutes. A certificate of completion or occupancy may not

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be issued until such operating permit is issued. The local enforcing agency shall conduct their review of the build- ing permit application upon filing and in accordance with Chapter 553, Florida Statutes. The local enforcing agency may confer with the Department of Health, if necessary, but may not delay the building permit application review while awaiting comment from the Department of Health.

[A] 105.2 Work exempt from permit. Exemptions from permit requirements of this code shall not be deemed to grant authorization for any work to be done in any manner in viola- tion of the provisions of this code. Permits shall not be required for the following:

Gas:

1. Portable heating appliance.

2. Replacement of any minor part that does not alter approval of equipment or make such equipment unsafe.

Mechanical:

1. Portable heating appliance.

2. Portable ventilation equipment.

3. Portable cooling unit.

4. Steam, hot or chilled water piping within any heat- ing or cooling equipment regulated by this code.

5. Replacement of any part that does not alter its approval or make it unsafe.

6. Portable evaporative cooler.

7. Self-contained refrigeration system containing 10 pounds (4.54 kg) or less of refrigerant and actuated by motors of 1 horsepower (0.75 kW) or less.

8. The installation, replacement, removal or metering of any load management control device.

Plumbing:

1. The stopping of leaks in drains, water, soil, waste or vent pipe, provided, however, that if any concealed trap, drain pipe, water, soil, waste or vent pipe becomes defective and it becomes necessary to remove and replace the same with new material, such work shall be considered as new work and a permit shall be obtained and inspection made as pro- vided in this code.

2. The clearing of stoppages or the repairing of leaks in pipes, valves or fixtures and the removal and rein- stallation of water closets, provided such repairs do not involve or require the replacement or rearrange- ment of valves, pipes or fixtures.

[A] 105.2.1 Emergency repairs. Where equipment replacements and repairs must be performed in an emer- gency situation, the permit application shall be submitted within the next working business day to the building offi- cial.

[A] 105.2.2 Minor repairs. Ordinary minor repairs may be made with the approval of the building official without a permit, provided the repairs do not include the cutting away of any wall, partition or portion thereof, the removal

or cutting of any structural beam or load-bearing support, or the removal or change of any required means of egress, or rearrangement of parts of a structure affecting the egress requirements; nor shall ordinary repairs include addition to, alteration of, replacement or relocation of any standpipe, water supply, sewer, drainage, drain leader, gas, soil, waste, vent or similar piping, electric wiring systems or mechanical equipment or other work affecting public health or general safety, and such repairs shall not violate any of the provisions of the technical codes.

[A] 105.2.3 Public service agencies. Reserved.

[A] 105.3 Application for permit. To obtain a permit, the applicant shall first file an application therefor in writing on a form furnished by the building department for that purpose.

Permit application forms shall be in the format prescribed by a local administrative board, if applicable, and must com- ply with the requirements of Sections 713.135(5) and (6), Florida Statutes.

Each application shall be inscribed with the date of appli- cation, and the code in effect as of that date. For a building permit for which an application is submitted prior to the effective date of the Florida Building Code, the state mini- mum building code in effect in the permitting jurisdiction on the date of the application governs the permitted work for the life of the permit and any extension granted to the permit.

Effective October 1, 2017, a local enforcement agency shall post each type of building permit application on its web- site. Completed applications must be able to be submitted electronically to the appropriate building department. Accepted methods of electronic submission include, but are not limited to, e-mail submission of applications in portable document format or submission of applications through an electronic fill-in form available on the building department’s website or through a third-party submission management software. Payments, attachments, or drawings required as part of the permit application may be submitted in person in a nonelectronic format, at the discretion of the building official.

[A] 105.3.1 Action on application. The building official shall examine or cause to be examined applications for permits and amendments thereto within a reasonable time after filing. If the application or the construction docu- ments do not conform to the requirements of pertinent laws, the building official shall reject such application in writing, stating the reasons therefor. If the building official is satisfied that the proposed work conforms to the require- ments of this code and laws and ordinances applicable thereto, the building official shall issue a permit therefor as soon as practicable. When authorized through contractual agreement with a school board, in acting on applications for permits, the building official shall give first priority to any applications for the construction of, or addition or ren- ovation to, any school or educational facility.

105.3.1.1 If a state university, Florida college or public school district elects to use a local government’s code enforcement offices, fees charged by counties and municipalities for enforcement of the Florida Building Code on buildings, structures, and facilities of state uni- versities, state colleges, and public school districts shall

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not be more than the actual labor and administrative costs incurred for plans review and inspections to ensure compliance with the code.

105.3.1.2 No permit may be issued for any building construction, erection, alteration, modification, repair, or addition unless the applicant for such permit pro- vides to the enforcing agency which issues the permit any of the following documents which apply to the con- struction for which the permit is to be issued and which shall be prepared by or under the direction of an engi- neer registered under Chapter 471, Florida Statutes:

1. Plumbing documents for any new building or addition which requires a plumbing system with more than 250 fixture units or which costs more than $125,000.

2. Fire sprinkler documents for any new building or addition which includes a fire sprinkler system which contains 50 or more sprinkler heads. Per- sonnel as authorized by chapter 633 Florida Stat- utes, may design a fire sprinkler system of 49 or fewer heads and may design the alteration of an existing fire sprinkler system if the alteration consists of the relocation, addition or deletion of not more than 49 heads, notwithstanding the size of the existing fire sprinkler system.

3. Heating, ventilation, and air-conditioning docu- ments for any new building or addition which requires more than a 15-ton-per-system capacity which is designed to accommodate 100 or more persons or for which the system costs more than $125,000. This paragraph does not include any document for the replacement or repair of an existing system in which the work does not require altering a structural part of the building or for work on a residential one-, two-, three-, or four-family structure.

An air-conditioning system may be designed by an installing air-conditioning contractor certi- fied under Chapter 489, Florida Statutes, to serve any building or addition which is designed to accommodate fewer than 100 persons and requires an air-conditioning system with a value of $125,000 or less; and when a 15-ton-per sys- tem or less is designed for a singular space of a building and each 15-ton system or less has an independent duct system. Systems not complying with the above require design documents that are to be sealed by a professional engineer.

Example 1: When a space has two 10-ton sys- tems with each having an independent duct system, the contractor may design these two systems since each unit (system) is less than 15 tons.

Example 2: Consider a small single-story office building which consists of six individ- ual offices where each office has a single three-ton package air conditioning heat pump. The six heat pumps are connected to a single

water cooling tower. The cost of the entire heating, ventilation and air-conditioning work is $47,000 and the office building accommo- dates fewer than 100 persons. Because the six mechanical units are connected to a common water tower, this is considered to be an 18-ton system.

Note: It was further clarified by the Commis- sion that the limiting criteria of 100 persons and $125,000 apply to the building occupancy load and the cost for the total air-conditioning system of the building.

4. Any specialized mechanical, electrical, or plumb- ing document for any new building or addition which includes a medical gas, oxygen, steam, vacuum, toxic air filtration, halon, or fire detec- tion and alarm system which costs more than $5,000.

5. Electrical documents. See Florida Statutes 471.003(2)(h).

Documents requiring an engineer seal by this part shall not be valid unless a professional engi- neer who possesses a valid certificate of registra- tion has signed, dated, and stamped such document as provided in Section 471.025, Flor- ida Statutes.

6. All public swimming pools and public bathing places defined by and regulated under Chapter 514, Florida Statutes.

[A] 105.3.2 Time limitation of application. An applica- tion for a permit for any proposed work shall be deemed to have been abandoned 180 days after the date of filing, unless such application has been pursued in good faith or a permit has been issued; except that the building official is authorized to grant one or more extensions of time for additional periods not exceeding 90 days each. The exten- sion shall be requested in writing and justifiable cause demonstrated.

105.3.3 An enforcing authority may not issue a building permit for any building construction, erection, alteration, modification, repair or addition unless the permit either includes on its face or there is attached to the permit the following statement: “NOTICE: In addition to the require- ments of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.”

105.3.4 A building permit for a single-family residential dwelling must be issued within 30 working days of appli- cation therefor unless unusual circumstances require a lon- ger time for processing the application or unless the permit application fails to satisfy the Florida Building Code or the enforcing agency’s laws or ordinances.

105.3.5 Identification of minimum premium policy. Except as otherwise provided in Chapter 440, Florida Statutes, Workers’ Compensation, every employer shall,

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as a condition to receiving a building permit, show proof that it has secured compensation for its employees as pro- vided in Sections 440.10 and 440.38, Florida Statutes.

105.3.6 Asbestos removal. Moving, removal or disposal of asbestos-containing materials on a residential building where the owner occupies the building, the building is not for sale or lease, and the work is performed according to the owner-builder limitations provided in this paragraph. To qualify for exemption under this paragraph, an owner must personally appear and sign the building permit appli- cation. The permitting agency shall provide the person with a disclosure statement in substantially the following form:

Disclosure Statement: State law requires asbestos abatement to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your prop- erty, to act as your own asbestos abatement contractor even though you do not have a license. You must supervise the construction yourself. You may move, remove or dispose of asbestos-containing materials on a residential building where you occupy the building and the building is not for sale or lease, or the building is a farm outbuilding on your property. If you sell or lease such building within 1 year after the asbestos abatement is complete, the law will presume that you intended to sell or lease the property at the time the work was done, which is a violation of this exemption. You may not hire an unlicensed person as your contrac- tor. Your work must be done according to all local, state and federal laws and regulations which apply to asbestos abatement projects. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances.

105.3.7 Applicable Code for Manufactured Buildings. Manufacturers should be permitted to complete all build- ings designed and approved prior to the effective date of a new code edition, provided a clear signed contract is in place. The contract shall provide specific data mirroring that required by an application for permit, specifically, without limitation, date of execution, building owner or dealer, and anticipated date of completion. However, the construction activity must commence within 6 months of the contract's execution. The contract is subject to verifica- tion by the Department of Business and Professional Reg- ulation.

105.4 Conditions of the permit.

105.4.1 Permit intent. A permit issued shall be construed to be a license to proceed with the work and not as author- ity to violate, cancel, alter or set aside any of the provi- sions of the technical codes, nor shall issuance of a permit prevent the building official from thereafter requiring a correction of errors in plans, construction or violations of this code. Every permit issued shall become invalid unless the work authorized by such permit is commenced within 6 months after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of 6 months after the time the work is commenced.

105.4.1.1 If work has commenced and the permit is revoked, becomes null and void, or expires because of lack of progress or abandonment, a new permit cover- ing the proposed construction shall be obtained before proceeding with the work.

105.4.1.2 If a new permit is not obtained within 180 days from the date the initial permit became null and void, the building official is authorized to require that any work which has been commenced or completed be removed from the building site. Alternately, a new per- mit may be issued on application, providing the work in place and required to complete the structure meets all applicable regulations in effect at the time the initial permit became null and void and any regulations which may have become effective between the date of expira- tion and the date of issuance of the new permit.

105.4.1.3 Work shall be considered to be in active progress when the permit has received an approved inspection within 180 days. This provision shall not be applicable in case of civil commotion or strike or when the building work is halted due directly to judicial injunction, order or similar process.

105.4.1.4 The fee for renewal reissuance and extension of a permit shall be set forth by the administrative authority.

[A] 105.5 Expiration. Reserved.

[A] 105.6 Denial or revocation. Whenever a permit required under this section is denied or revoked because the plan, or the construction, erection, alteration, modification, repair, or demolition of a building, is found by the local enforcing agency to be not in compliance with the Florida Building Code, the local enforcing agency shall identify the specific plan or project features that do not comply with the applica- ble codes, identify the specific code chapters and sections upon which the finding is based, and provide this information to the permit applicant. If the local building code administra- tor or inspector finds that the plans are not in compliance with the Florida Building Code, the local building code adminis- trator or inspector shall identify the specific plan features that do not comply with the applicable codes, identify the specific code chapters and sections upon which the finding is based, and provide this information to the local enforcing agency. The local enforcing agency shall provide this information to the permit applicant.

[A] 105.7 Placement of permit. The building permit or copy shall be kept on the site of the work until the completion of the project.

105.8 Notice of commencement. In accordance with Section 713.135, Florida Statutes, when any person applies for a building permit, the authority issuing such permit shall print on the face of each permit card in no less than 14-point, capi- talized, boldfaced type: “WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCE- MENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANC-

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ING, CONSULT WITH YOUR LENDER OR AN ATTOR- NEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.”

105.9 Asbestos. The enforcing agency shall require each building permit for the demolition or renovation of an exist- ing structure to contain an asbestos notification statement which indicates the owner’s or operator’s responsibility to comply with the provisions of Section 469.003, Florida Stat- utes, and to notify the Department of Environmental Protec- tion of his or her intentions to remove asbestos, when applicable, in accordance with state and federal law.

105.10 Certificate of protective treatment for prevention of termites. A weather-resistant job-site posting board shall be provided to receive duplicate treatment certificates as each required protective treatment is completed, providing a copy for the person the permit is issued to and another copy for the building permit files. The treatment certificate shall provide the product used, identity of the applicator, time and date of the treatment, site location, area treated, chemical used, per- cent concentration and number of gallons used, to establish a verifiable record of protective treatment. If the soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval.

105.11 Notice of termite protection. A permanent sign which identifies the termite treatment provider and need for reinspection and treatment contract renewal shall be pro- vided. The sign shall be posted near the water heater or elec- tric panel.

105.12 Work starting before permit issuance. Upon approval of the building official, the scope of work delineated in the building permit application and plan may be started prior to the final approval and issuance of the permit, pro- vided any work completed is entirely at risk of the permit applicant and the work does not proceed past the first required inspection.

105.13 Phased permit approval. After submittal of the appropriate construction documents, the building official is authorized to issue a permit for the construction of founda- tions or any other part of a building or structure before the construction documents for the whole building or structure have been submitted. The holder of such permit for the foun- dation or other parts of a building or structure shall proceed at the holder’s own risk with the building operation and without assurance that a permit for the entire structure will be granted. Corrections may be required to meet the requirements of the technical codes.

105.14 Permit issued on basis of an affidavit. Whenever a permit is issued in reliance upon an affidavit or whenever the work to be covered by a permit involves installation under conditions which, in the opinion of the building official, are hazardous or complex, the building official shall require that the architect or engineer who signed the affidavit or prepared the drawings or computations shall supervise such work. In addition, they shall be responsible for conformity to the per- mit, provide copies of inspection reports as inspections are performed, and upon completion make and file with the building official written affidavit that the work has been done in conformity to the reviewed plans and with the structural

provisions of the technical codes. In the event such architect or engineer is not available, the owner shall employ in his stead a competent person or agency whose qualifications are reviewed by the building official. The building official shall ensure that any person conducting plans review is qualified as a plans examiner under Part XII of Chapter 468, Florida Stat- utes, and that any person conducting inspections is qualified as a building inspector under Part XII of Chapter 468, Florida Statutes.

Exception: Permit issued on basis of an affidavit shall not extend to the flood load and flood resistance requirements of the Florida Building Code.

105.15 Opening protection. When any activity requiring a building permit, not including roof covering replacement or repair work associated with the prevention of degradation of the residence, that is applied for on or after July 1, 2008, and for which the estimated cost is $50,000 or more for a site built single-family detached residential structure that is located in the wind borne debris region as defined in this code and that has an insured value of $750,000 or more, or, if the site built single-family detached residential structure is unin- sured or for which documentation of insured value is not pre- sented, has a just valuation for the structure for purposes of ad valorem taxation of $750,000 or more; opening protections as required within this code or Florida Building Code, Residen- tial for new construction shall be provided.

Exception: Single family residential structures permitted subject to the Florida Building Code are not required to comply with this section.

105.16 Inspection of existing residential building not impacted by construction.

(a) A local enforcing agency, and any local building code administrator, inspector, or other official or entity, may not require as a condition of issuance of a one- or two-family residential building permit the inspection of any portion of a building, structure, or real property that is not directly impacted by the construction, erec- tion, alteration, modification, repair, or demolition of the building, structure, or real property for which the permit is sought.

(b) This subsection does not apply to a building permit sought for:

1. A substantial improvement as defined in s. 161.54, Florida Statutes or as defined in the Florida Build- ing Code.

2. A change of occupancy as defined in the Florida Building Code.

3. A conversion from residential to nonresidential or mixed use pursuant to s. 553.507(2)(a), Florida Stat- utes or as defined in the Florida Building Code.

4. A historic building as defined in the Florida Build- ing Code.

(c) This subsection does not prohibit a local enforcing agency, or any local building code administrator, inspector, or other official or entity, from:

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1. Citing any violation inadvertently observed in plain view during the ordinary course of an inspection conducted in accordance with the prohibition in paragraph (a).

2. Inspecting a physically nonadjacent portion of a building, structure, or real property that is directly impacted by the construction, erection, alteration, modification, repair, or demolition of the building, structure, or real property for which the permit is sought in accordance with the prohibition in para- graph (a).

3. Inspecting any portion of a building, structure, or real property for which the owner or other person having control of the building, structure, or real property has voluntarily consented to the inspection of that portion of the building, structure, or real property in accordance with the prohibition in para- graph (a).

4. Inspecting any portion of a building, structure, or real property pursuant to an inspection warrant issued in accordance with ss. 933.20-933.30, Flor- ida Statutes.

105.17 Streamlined low-voltage alarm system installation permitting.

(1) As used in this section, the term:

(a) “Contractor” means a person who is qualified to engage in the business of electrical or alarm system contracting pursuant to a certificate or registration issued by the department under Part II of Chapter 489, Florida Statutes.

(b) “Low-voltage alarm system project” means a proj- ect related to the installation, maintenance, inspec- tion, replacement, or service of a new or existing alarm system, as defined in s. 489.505, Florida Statutes, that is hardwired and operating at low voltage, as defined in the National Electrical Code Standard 70, Current Edition, or a new or existing low-voltage electric fence, and ancillary compo- nents or equipment attached to such a system, or fence, including, but not limited to, home-automa- tion equipment, thermostats, closed-circuit televi- sion systems, access controls, battery recharging devices, and video cameras.

(c) “Low-voltage electric fence” means an alarm sys- tem, as defined in s. 489.505, that consists of a fence structure and an energizer powered by a commercial storage battery not exceeding 12 volts which produces an electric charge upon contact with the fence structure.

(d) “Wireless alarm system” means a burglar alarm system of smoke detector that is not hardwired.

(2) Notwithstanding any provision of this code, this sec- tion applies to all low-voltage alarm system projects for which a permit is required by a local enforcement agency. However, a permit is not required to install, maintain, inspect, replace, or service a wireless alarm

system, including any ancillary components or equip- ment attached to the system.

(3) A low-voltage electric fence must meet all of the fol- lowing requirements to be permitted as a low-voltage alarm system project and no further permit shall be required for the low-voltage alarm system project other than as provided in this section:

(a) The electric charge produced by the fence upon contact must not exceed energizer characteristics set forth in paragraph 22.108 and depicted in Fig- ure 102 of International Electrotechnical Commis- sion Standard No. 60335-2-76, Current Edition.

(b) A nonelectric fence or wall must completely enclose the low-voltage electric fence. The low- voltage electric fence may be up to 2 feet higher than the perimeter nonelectric fence or wall.

(c) The low-voltage electric fence must be identified using warning signs attached to the fence at inter- vals of not more than 60 feet.

(d) The low-voltage electric fence shall not be installed in an area zoned exclusively for single- family or multi-family residential use.

(e) The low-voltage electric fence shall not enclose the portions of a property which are used for residen- tial purposes.

(4) This section does not apply to the installation or replacement of a fire alarm if a plan review is required.

(5) A local enforcement agency shall make uniform basic permit labels available for purchase by a contractor to be used for the installation or replacement of a new or existing alarm system at a cost as indicated in s. 553.793, Florida Statutes. The local enforcement agency may not require the payment of any additional fees, charges, or expenses associated with the installa- tion or replacement of a new or existing alarm.

(a) A local enforcement agency may not require a con- tractor, as a condition of purchasing a label, to sub- mit information other than identification information of the licensee and proof of registra- tion or certification as a contractor.

(b) A label is valid for 1 year after the date of purchase and may only be used within the jurisdiction of the local enforcement agency that issued the label. A contractor may purchase labels in bulk for one or more unspecified current or future projects.

(6) A contractor shall post an unused uniform basic per- mit label in a conspicuous place on the premises of the low-voltage alarm system project site before com- mencing work on the project.

(7) A contractor is not required to notify the local enforcement agency before commencing work on a low-voltage alarm system project. However, a con- tractor must submit a Uniform Notice of a Low-Volt- age Alarm System Project as provided under subsection (7) to the local enforcement agency within

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14 days after completing the project. A local enforce- ment agency may take disciplinary action against a contractor who fails to timely submit a Uniform Notice of a Low-Voltage Alarm System Project.

(8) The Uniform Notice of a Low-Voltage Alarm System Project may be submitted electronically or by facsim- ile if all submissions are signed by the owner, tenant, contractor, or authorized representative of such per- sons. The Uniform Notice of a Low-Voltage Alarm System Project shall be in the format prescribed by the local enforcement agency and must comply with the requirements of s. 553.793(7), Florida Statutes.

(9) A local enforcement agency may coordinate directly with the owner or customer to inspect a low-voltage alarm system to ensure compliance with applicable codes and standards. If a low-voltage alarm system project fails an inspection, the contractor must take corrective action as necessary to pass inspection.

(10) A municipality, county, district, or other entity of local government may not adopt or maintain in effect any ordinance or rule regarding a low-voltage alarm system project that is inconsistent with this section.

(11) A uniform basic permit label shall not be required for the subsequent maintenance, inspection, or service of an alarm system that was permitted in accordance with this section.

The provisions of this act are not intended to impose new or additional licensure requirements on persons licensed in accordance with the applicable provisions of Chapter 489, Florida Statutes.

SECTION 106 FLOOR AND ROOF DESIGN LOADS

[A] 106.1 Live loads posted. In commercial or industrial buildings, for each floor or portion thereof designed for live loads exceeding 50 psf (2.40 kN/m2), such design live loads shall be conspicuously posted by the owner or the owner’s authorized agent in that part of each story in which they apply, using durable signs. It shall be unlawful to remove or deface such notices.

[A] 106.2 Issuance of certificate of occupancy. A certificate of occupancy required by Section 111 shall not be issued until the floor load signs, required by Section 106.1, have been installed.

[A] 106.3 Restrictions on loading. It shall be unlawful to place, or cause or permit to be placed, on any floor or roof of a building, structure or portion thereof, a load greater than is permitted by this code.

SECTION 107 SUBMITTAL DOCUMENTS

[A] 107.1 General. Submittal documents consisting of con- struction documents, statement of special inspections, geo- technical report and other data shall be submitted in two or more sets with each permit application. The construction doc-

uments shall be prepared by a registered design professional where required by Chapter 471, Florida Statutes or Chapter 481, Florida Statutes. Where special conditions exist, the building official is authorized to require additional construc- tion documents to be prepared by a registered design profes- sional.

Exception: The building official is authorized to waive the submission of construction documents and other data not required to be prepared by a registered design professional if it is found that the nature of the work applied for is such that review of construction documents is not necessary to obtain compliance with this code.

[A] 107.2 Construction documents. Construction docu- ments shall be in accordance with Sections 107.2.1 through 107.2.6.

[A] 107.2.1 Information on construction documents. Construction documents shall be dimensioned and drawn upon suitable material. Electronic media documents are permitted to be submitted where approved by the building official. Construction documents shall be of sufficient clarity to indicate the location, nature and extent of the work proposed and show in detail that it will conform to the provisions of this code and relevant laws, ordinances, rules and regulations, as determined by the building offi- cial.

[A] 107.2.2 Fire protection system shop drawings. Shop drawings for the fire protection system(s) shall be submit- ted to indicate conformance to this code and the construc- tion documents and shall be approved prior to the start of system installation. Shop drawings shall contain all infor- mation as required by the referenced installation standards in Chapter 9.

[A] 107.2.3 Means of egress. The construction documents shall show in sufficient detail the location, construction, size and character of all portions of the means of egress including the path of the exit discharge to the public way in compliance with the provisions of this code. In other than occupancies in Groups R-2, R-3, and I-1, the con- struction documents shall designate the number of occu- pants to be accommodated on every floor, and in all rooms and spaces.

[A] 107.2.4 Exterior wall envelope. Construction docu- ments for all buildings shall describe the exterior wall envelope in sufficient detail to determine compliance with this code. The construction documents shall provide details of the exterior wall envelope as required, including flashing, intersections with dissimilar materials, corners, end details, control joints, intersections at roof, eaves or parapets, means of drainage, water-resistive membrane and details around openings.

The construction documents shall include manufac- turer’s installation instructions that provide supporting documentation that the proposed penetration and opening details described in the construction documents maintain the weather resistance of the exterior wall envelope. The supporting documentation shall fully describe the exterior wall system that was tested, where applicable, as well as the test procedure used.

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[A] 107.2.5 Site plan. The construction documents sub- mitted with the application for permit shall be accompa- nied by a site plan showing to scale the size and location of new construction and existing structures on the site, dis- tances from lot lines, the established street grades and the proposed finished grades and, as applicable, flood hazard areas, floodways, and design flood elevations; and it shall be drawn in accordance with an accurate boundary line survey. In the case of demolition, the site plan shall show construction to be demolished and the location and size of existing structures and construction that are to remain on the site or plot. The building official is authorized to waive or modify the requirement for a site plan where the appli- cation for permit is for alteration or repair or where other- wise warranted.

[A] 107.2.5.1 Design flood elevations. Where design flood elevations are not specified, they shall be estab- lished in accordance with Section 1612.3.1.

107.2.5.2 For the purpose of inspection and record retention, site plans for a building may be maintained in the form of an electronic copy at the worksite. These plans must be open to inspection by the building offi- cial or a duly authorized representative, as required by the Florida Building Code.

[A] 107.2.6 Structural information. The construction documents shall provide the information specified in Sec- tion 1603.

[A] 107.3 Examination of documents. The building official shall examine or cause to be examined the accompanying submittal documents and shall ascertain by such examina- tions whether the construction indicated and described is in accordance with the requirements of this code and other perti- nent laws or ordinances.

Exceptions:

1. Building plans approved pursuant to Section 553.77(5), Florida Statutes, and state-approved manufactured buildings are exempt from local codes enforcing agency plan reviews except for provisions of the code relating to erection, assembly or con- struction at the site. Erection, assembly and con- struction at the site are subject to local permitting and inspections. Photocopies of plans approved according to Rule 61-41.009, Florida Administra- tive Code, shall be sufficient for local permit appli- cation documents of record for the modular building portion of the permitted project.

2. Industrial construction on sites where design, con- struction and fire safety are supervised by appropri- ate design and inspection professionals and which contain adequate in-house fire departments and res- cue squads is exempt, subject to local government option, from review of plans and inspections, pro- viding owners certify that applicable codes and stan- dards have been met and supply appropriate approved drawings to local building and fire-safety inspectors.

[A] 107.3.1 Approval of construction documents. When the building official issues a permit, the construction docu- ments shall be approved, in writing or by stamp, as “Reviewed for Code Compliance.” One set of construc- tion documents so reviewed shall be retained by the build- ing official. The other set shall be returned to the applicant, shall be kept at the site of work and shall be open to inspection by the building official or a duly autho- rized representative.

[A] 107.3.2 Previous approvals. This code shall not require changes in the construction documents, construc- tion or designated occupancy of a structure for which a lawful permit has been heretofore issued or otherwise law- fully authorized, and the construction of which has been pursued in good faith within 180 days after the effective date of this code and has not been abandoned.

[A] 107.3.3 Phased approval. The building official is authorized to issue a permit for the construction of founda- tions or any other part of a building or structure before the construction documents for the whole building or structure have been submitted, provided that adequate information and detailed statements have been filed complying with pertinent requirements of this code. The holder of such permit for the foundation or other parts of a building or structure shall proceed at the holder’s own risk with the building operation and without assurance that a permit for the entire structure will be granted.

[A] 107.3.4 Design professional in responsible charge. Reserved.

[A] 107.3.4.1 Deferred submittals. Deferral of any submittal items shall have the prior approval of the building official. The registered design professional in responsible charge shall list the deferred submittals on the construction documents for review by the building official.

Documents for deferred submittal items shall be sub- mitted to the registered design professional in respon- sible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the deferred submittal documents have been approved by the building official.

107.3.4.2 Certifications by contractors authorized under the provisions of Section 489.115(4)(b), Florida Statutes, shall be considered equivalent to sealed plans and specifications by a person licensed under Chapter 471, Florida Statutes, or Chapter 481, Florida Statutes, by local enforcement agencies for plans review for per- mitting purposes relating to compliance with the wind- resistance provisions of the code or alternate methodol- ogies approved by the Florida Building Commission for one- and two-family dwellings. Local enforcement agencies may rely upon such certification by contrac- tors that the plans and specifications submitted conform to the requirements of the code for wind resistance.

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Upon good cause shown, local government code enforcement agencies may accept or reject plans sealed by persons licensed under Chapters 471, 481 or 489, Florida Statutes.

107.3.5 Minimum plan review criteria for buildings. The examination of the documents by the building official shall include the following minimum criteria and docu- ments: a floor plan; site plan; foundation plan; floor/roof framing plan or truss layout; all fenestration penetrations; flashing; and rough opening dimensions; and all exterior elevations:

Commercial Buildings:

Building:

1. Site requirements:

Parking Fire access Vehicle loading Driving/turning radius Fire hydrant/water supply/post indicator valve (PIV) Set back/separation (assumed property lines) Location of specific tanks, water lines and sewer lines Flood hazard areas, flood zones, and design flood elevations

2. Occupancy group and special occupancy requirements shall be determined.

3. Minimum type of construction shall be deter- mined (see Table 503).

4. Fire-resistant construction requirements shall include the following components:

Fire-resistant separations Fire-resistant protection for type of construction Protection of openings and penetrations of rated walls Fire blocking and draftstopping and calculated fire resistance

5. Fire suppression systems shall include:

Early warning smoke evacuation systems Schematic fire sprinklers Standpipes Pre-engineered systems Riser diagram.

6. Life safety systems shall be determined and shall include the following requirements:

Occupant load and egress capacities Early warning Smoke control Stair pressurization Systems schematic

7. Occupancy load/egress requirements shall include:

Occupancy load Gross Net Means of egress

Exit access Exit Exit discharge Stairs construction/geometry and protection Doors Emergency lighting and exit signs Specific occupancy requirements Construction requirements Horizontal exits/exit passageways

8. Structural requirements shall include:

Soil conditions/analysis Termite protection Design loads Wind requirements Building envelope Impact resistant coverings or systems Structural calculations (if required) Foundation Flood requirements in accordance with Section 1612, including lowest floor elevations, enclosures, flood damage- resistant materials Wall systems Floor systems Roof systems Threshold inspection plan Stair systems

9. Materials shall be reviewed and shall at a mini- mum include the following:

Wood Steel Aluminum Concrete Plastic Glass Masonry Gypsum board and plaster Insulating (mechanical) Roofing Insulation

10. Accessibility requirements shall include the fol- lowing:

Site requirements Accessible route Vertical accessibility Toilet and bathing facilities Drinking fountains Equipment Special occupancy requirements Fair housing requirements

11. Interior requirements shall include the follow- ing:

Interior finishes (flame spread/smoke development) Light and ventilation Sanitation

12. Special systems:

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Elevators Escalators Lifts

13. Swimming pools:

Barrier requirements Spas Wading pools

14. Location and installation details. The specific location and installation details of each fire door, fire damper, ceiling damper and smoke damper shall be shown and properly identified on the building plans by the designer.

Electrical:

1. Electrical:

Wiring Services Feeders and branch circuits Overcurrent protection Grounding Wiring methods and materials GFCIs

2. Equipment

3. Special occupancies

4. Emergency systems

5. Communication systems

6. Low voltage

7. Load calculations

8. Design flood elevation

Plumbing:

1. Minimum plumbing facilities

2. Fixture requirements

3. Water supply piping

4. Sanitary drainage

5. Water heaters

6. Vents

7. Roof drainage

8. Back flow prevention

9. Irrigation

10. Location of water supply line

11. Grease traps

12. Environmental requirements

13. Plumbing riser

14. Design flood elevation

Mechanical:

1. Energy calculations

2. Exhaust systems:

Clothes dryer exhaust Kitchen equipment exhaust Specialty exhaust systems

3. Equipment

4. Equipment location

5. Make-up air

6. Roof-mounted equipment

7. Duct systems

8. Ventilation

9. Combustion air

10. Chimneys, fireplaces and vents

11. Appliances

12. Boilers

13. Refrigeration

14. Bathroom ventilation

15. Laboratory

16. Design flood elevation

Gas:

1. Gas piping

2. Venting

3. Combustion air

4. Chimneys and vents

5. Appliances

6. Type of gas

7. Fireplaces

8. LP tank location

9. Riser diagram/shutoffs

10. Design flood elevation

Demolition:

1. Asbestos removal

Residential (one- and two-family):

1. Site requirements:

Set back/separation (assumed property lines) Location of septic tanks

2. Fire-resistant construction (if required)

3. Fire

4. Smoke detector locations

5. Egress:

Egress window size and location stairs construction requirements

6. Structural requirements shall include:

Wall section from foundation through roof, including assembly and materials connector tables wind requirements structural calculations (if required) Flood hazard areas, flood zones, design

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flood elevations, lowest floor elevations, enclosures, equipment, and flood damage- resistant materials

7. Accessibility requirements:

Show/identify Accessible bath

8. Impact resistant coverings or systems

Exemptions:

Plans examination by the building official shall not be required for the following work:

1. Replacing existing equipment such as mechani- cal units, water heaters, etc.

2. Reroofs

3. Minor electrical, plumbing and mechanical repairs

4. Annual maintenance permits

5. Prototype plans:

Except for local site adaptions, siding, foundations and/or modifications. Except for structures that require waiver.

6. Manufactured buildings plan except for founda- tions and modifications of buildings on site.

[A] 107.4 Amended construction documents. Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in compliance with the approved construction docu- ments shall be resubmitted for approval as an amended set of construction documents.

[A] 107.5 Retention of construction documents. One set of approved construction documents shall be retained by the building official for a period of not less than 180 days from date of completion of the permitted work, or as required by state or local laws.

107.6 Affidavits. The building official may accept a sworn affidavit from a registered architect or engineer stating that the plans submitted conform to the technical codes. For build- ings and structures, the affidavit shall state that the plans con- form to the laws as to egress, type of construction and general arrangement and, if accompanied by drawings, show the structural design and that the plans and design conform to the requirements of the technical codes as to strength, stresses, strains, loads and stability. The building official may without any examination or inspection accept such affidavit, provided the architect or engineer who made such affidavit agrees to submit to the building official copies of inspection reports as inspections are performed and upon completion of the struc- ture, electrical, gas, mechanical or plumbing systems a certi- fication that the structure, electrical, gas, mechanical or plumbing system has been erected in accordance with the requirements of the technical codes. Where the building offi- cial relies upon such affidavit, the architect or engineer shall assume full responsibility for compliance with all provisions of the technical codes and other pertinent laws or ordinances. The building official shall ensure that any person conducting plans review is qualified as a plans examiner under Part XII

of Chapter 468, Florida Statutes, and that any person con- ducting inspections is qualified as a building inspector under Part XII of Chapter 468, Florida Statutes.

107.6.1 Building permits issued on the basis of an affi- davit. Pursuant to the requirements of federal regulation for participation in the National Flood Insurance Program (44 C.F.R. Parts 59 and 60), the authority granted to the building official to issue permits, to rely on inspections, and to accept plans and construction documents on the basis of affidavits and plans submitted pursuant to Sec- tions 105.14 and 107.6, shall not extend to the flood load and flood-resistance construction requirements of the Florida Building Code.

SECTION 108 TEMPORARY STRUCTURES AND USES

[A] 108.1 General. The building official is authorized to issue a permit for temporary structures and temporary uses. Such permits shall be limited as to time of service, but shall not be permitted for more than 180 days. The building official is authorized to grant extensions for demonstrated cause.

[A] 108.2 Conformance. Temporary structures and uses shall comply with the requirements in Section 3103.

[A] 108.3 Temporary power. The building official is autho- rized to give permission to temporarily supply and use power in part of an electric installation before such installation has been fully completed and the final certificate of completion has been issued. The part covered by the temporary certificate shall comply with the requirements specified for temporary lighting, heat or power in NFPA 70.

[A] 108.4 Termination of approval. The building official is authorized to terminate such permit for a temporary structure or use and to order the temporary structure or use to be dis- continued.

SECTION 109 FEES

[A] 109.1 Payment of fees. A permit shall not be valid until the fees prescribed by law have been paid, nor shall an amendment to a permit be released until the additional fee, if any, has been paid.

[A] 109.2 Schedule of permit fees. On buildings, structures, electrical, gas, mechanical, and plumbing systems or alter- ations requiring a permit, a fee for each permit shall be paid as required, in accordance with the schedule as established by the applicable governing authority.

[A] 109.3 Building permit valuations. The applicant for a permit shall provide an estimated permit value at time of application. Permit valuations shall include total value of work, including materials and labor, for which the permit is being issued, such as electrical, gas, mechanical, plumbing equipment and permanent systems. If, in the opinion of the building official, the valuation is underestimated on the appli- cation, the permit shall be denied, unless the applicant can show detailed estimates to meet the approval of the building

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official. Final building permit valuation shall be set by the building official.

[A] 109.4 Work commencing before permit issuance. Any person who commences any work on a building, structure, electrical, gas, mechanical or plumbing system before obtain- ing the necessary permits shall be subject to a fee established by the building official that shall be in addition to the required permit fees.

[A] 109.5 Related fees. Reserved.

[A] 109.6 Refunds. Reserved.

SECTION 110 INSPECTIONS

[A] 110.1 General. Construction or work for which a permit is required shall be subject to inspection by the building offi- cial and such construction or work shall remain accessible and exposed for inspection purposes until approved. Approval as a result of an inspection shall not be construed to be an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction. Inspections presuming to give authority to violate or cancel the provisions of this code or of other ordinances of the jurisdiction shall not be valid. It shall be the duty of the owner or the owner’s autho- rized agent to cause the work to remain accessible and exposed for inspection purposes. Neither the building official nor the jurisdiction shall be liable for expense entailed in the removal or replacement of any material required to allow inspection.

[A] 110.2 Preliminary inspection. Before issuing a permit, the building official is authorized to examine or cause to be examined buildings, structures and sites for which an applica- tion has been filed.

[A] 110.3 Required inspections. The building official upon notification from the permit holder or his or her agent shall make the following inspections, and shall either release that portion of the construction or shall notify the permit holder or his or her agent of any violations which must be corrected in order to comply with the technical codes. The building offi- cial shall determine the timing and sequencing of when inspections occur and what elements are inspected at each inspection.

Building

1. Foundation inspection. To be made after trenches are excavated and forms erected and shall at a mini- mum include the following building components:

• Stem-wall

• Monolithic slab-on-grade

• Piling/pile caps

• Footers/grade beams

1.1. In flood hazard areas, upon placement of the lowest floor, including basement, and prior to further vertical construction, the elevation certification shall be submitted to the author- ity having jurisdiction.

2. Framing inspection. To be made after the roof, all framing, fireblocking and bracing is in place, all concealing wiring, all pipes, chimneys, ducts and vents are complete and shall at a minimum include the following building components:

• Window/door framing

• Vertical cells/columns

• Lintel/tie beams

• Framing/trusses/bracing/connectors

• Draft stopping/fire blocking

• Curtain wall framing

• Energy insulation

• Accessibility

• Verify rough opening dimensions are within tolerances.

3. Sheathing inspection. To be made either as part of a dry-in inspection or done separately at the request of the contractor after all roof and wall sheathing and fasteners are complete and shall at a minimum include the following building components:

• Roof sheathing

• Wall sheathing

• Sheathing fasteners

• Roof/wall dry-in

4. Roofing inspection. Shall at a minimum include the following building components:

• Dry-in

• Insulation

• Roof coverings

• Flashing

5. Final inspection. To be made after the building is completed and ready for occupancy.

5.1. In flood hazard areas, as part of the final inspec- tion, a final certification of the lowest floor ele- vation shall be submitted to the authority having jurisdiction.

6. Swimming pool inspection. First inspection to be made after excavation and installation of reinforcing steel, bonding and main drain and prior to placing of concrete.

Final inspection to be made when the swimming pool is complete and all required enclosure require- ments are in place.

In order to pass final inspection and receive a cer- tificate of completion, a residential swimming pool must meet the requirements relating to pool safety features as described in Section 454.2.17 of this code.

7. Demolition inspections. First inspection to be made after all utility connections have been disconnected and secured in such manner that no unsafe or unsan-

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itary conditions shall exist during or after demolition operations.

Final inspection to be made after all demolition work is completed.

8. Manufactured building inspections. The building department shall inspect construction of founda- tions; connecting buildings to foundations; installa- tion of parts identified on plans as site installed items, joining the modules, including utility cross- overs; utility connections from the building to utility lines on site; and any other work done on site which requires compliance with the Florida Building Code. Additional inspections may be required for public educational facilities (see Section 453.27.20 of this code).

9. Where impact-resistant coverings or impact-resis- tant systems are installed, the building official shall schedule adequate inspections of impact-resistant coverings or impact-resistant systems to determine the following:

The system indicated on the plans was installed.

The system is installed in accordance with the manufacturer’s installation instructions and the product approval.

Electrical

1. Underground inspection. To be made after trenches or ditches are excavated, conduit or cable installed, and before any backfill is put in place.

2. Rough-in inspection. To be made after the roof, framing, fireblocking and bracing is in place and prior to the installation of wall or ceiling mem- branes.

3. Final inspection. To be made after the building is complete, all required electrical fixtures are in place and properly connected or protected, and the struc- ture is ready for occupancy.

4. Existing Swimming Pools. To be made after all repairs or alterations are complete, all required elec- trical equipment, GFCI protection, and equipotential bonding are in place on said alterations or repairs.

Plumbing

1. Underground inspection. To be made after trenches or ditches are excavated, piping installed, and before any backfill is put in place.

2. Rough-in inspection. To be made after the roof, framing, fireblocking and bracing is in place and all soil, waste and vent piping is complete, and prior to this installation of wall or ceiling membranes.

3. Final inspection. To be made after the building is complete, all plumbing fixtures are in place and properly connected, and the structure is ready for occupancy.

Note: See Section 312 of the Florida Building Code, Plumbing for required tests.

Mechanical

1. Underground inspection. To be made after trenches or ditches are excavated, underground duct and fuel piping installed, and before any backfill is put in place.

2. Rough-in inspection. To be made after the roof, framing, fire blocking and bracing are in place and all ducting, and other concealed components are complete, and prior to the installation of wall or ceil- ing membranes.

3. Final inspection. To be made after the building is complete, the mechanical system is in place and properly connected, and the structure is ready for occupancy.

Gas

1. Rough piping inspection. To be made after all new piping authorized by the permit has been installed, and before any such piping has been covered or con- cealed or any fixtures or gas appliances have been connected.

2. Final piping inspection. To be made after all piping authorized by the permit has been installed and after all portions which are to be concealed by plastering or otherwise have been so concealed, and before any fixtures or gas appliances have been connected. This inspection shall include a pressure test.

3. Final inspection. To be made on all new gas work authorized by the permit and such portions of exist- ing systems as may be affected by new work or any changes, to ensure compliance with all the require- ments of this code and to assure that the installation and construction of the gas system is in accordance with reviewed plans.

[A] 110.3.1 Footing and foundation inspection. Reserved.

[A] 110.3.2 Concrete slab and under-floor inspection. Reserved.

[A] 110.3.3 Lowest floor elevation. Reserved.

[A] 110.3.4 Frame inspection. Reserved.

[A] 110.3.5 Lath, gypsum board and gypsum panel product inspection. Lath, gypsum board and gypsum panel product inspections shall be made after lathing, gyp- sum board and gypsum panel products, interior and exte- rior, are in place, but before any plastering is applied or gypsum board and gypsum panel product joints and fas- teners are taped and finished.

Exception: Gypsum board and gypsum panel products that are not part of a fire-resistance-rated assembly or a shear assembly.

[A] 110.3.6 Fire- and smoke-resistant penetrations. Protection of joints and penetrations in fire-resistance- rated assemblies, smoke barriers and smoke partitions shall not be concealed from view until inspected and approved.

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[A] 110.3.7 Energy efficiency inspections. Inspections shall be made to determine compliance with Chapter 13 and shall include, but not be limited to, inspections for: envelope insulation R- and U-values, fenestration U-value, duct system R-value, and HVAC and water-heating equip- ment efficiency.

[A] 110.3.8 Other inspections. In addition to the inspec- tions specified in Sections 110.3 through 110.3.7, the building official is authorized to make or require other inspections of any construction work to ascertain compli- ance with the provisions of this code and other laws that are enforced by the department of building safety.

[A] 110.3.9 Special inspections. Reserved.

[A] 110.3.10 Final inspection. Reserved.

[A] 110.3.10.1 Flood hazard documentation. Reserved.

110.3.11 Termites. Building components and building surroundings required to be protected from termite dam- age in accordance with Section 1503.7, Section 2304.12.9 or Section 2304.12.4, specifically required to be inspected for termites in accordance with Section 2114, or required to have chemical soil treatment in accordance with Section 1816 shall not be covered or concealed until the release from the building official has been received.

110.3.12 Impact-resistant coverings or systems. Where impact-resistant coverings or systems are installed to meet requirements of this code, the building official shall sched- ule adequate inspections of impact-resistant coverings or systems to determine the following:

1. The system indicated on the plans was installed.

2. The system is installed in accordance with the man- ufacturer’s installation instructions and the product approval.

[A] 110.4 Inspection agencies. Reserved.

[A] 110.5 Inspection requests. It shall be the duty of the holder of the building permit or their duly authorized agent to notify the building official when work is ready for inspection. It shall be the duty of the permit holder to provide access to and means for inspections of such work that are required by this code.

[A] 110.6 Approval required. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the building official. The building official, upon notification, shall make the requested inspections and shall either indicate the portion of the construction that is satisfactory as completed, or notify the permit holder or his or her agent wherein the same fails to comply with this code. Any portions that do not comply shall be corrected and such portion shall not be covered or con- cealed until authorized by the building official.

110.7 Shoring. For threshold buildings, shoring and associ- ated formwork or falsework shall be designed and inspected by a Florida licensed professional engineer prior to any required mandatory inspections by the threshold building inspector.

110.8 Threshold building.

110.8.1 The enforcing agency shall require a special inspector to perform structural inspections on a threshold building pursuant to a structural inspection plan prepared by the engineer or architect of record. The structural inspection plan must be submitted to the enforcing agency prior to the issuance of a building permit for the construc- tion of a threshold building. The purpose of the structural inspection plans is to provide specific inspection proce- dures and schedules so that the building can be adequately inspected for compliance with the permitted documents. The special inspector may not serve as a surrogate in car- rying out the responsibilities of the building official, the architect, or the engineer of record. The contractor’s con- tractual or statutory obligations are not relieved by any action of the special inspector.

110.8.2 The special inspector shall determine that a pro- fessional engineer who specializes in shoring design has inspected the shoring and reshoring for conformance with the shoring and reshoring plans submitted to the enforcing agency. A fee simple title owner of a building, which does not meet the minimum size, height, occupancy, occupancy classification, or number-of-stories criteria which would result in classification as a threshold building under s. 553.71(7), Florida Statutes may designate such building as a threshold building, subject to more than the minimum number of inspections required by the Florida Building Code.

110.8.3 The fee owner of a threshold building shall select and pay all costs of employing a special inspector, but the special inspector shall be responsible to the enforcement agency. The inspector shall be a person certified, licensed or registered under Chapter 471, Florida Statutes, as an engineer or under Chapter 481, Florida Statutes, as an architect.

110.8.4 Each enforcement agency shall require that, on every threshold building:

110.8.4.1 The special inspector, upon completion of the building and prior to the issuance of a certificate of occupancy, file a signed and sealed statement with the enforcement agency in substantially the following form: “To the best of my knowledge and belief, the above described construction of all structural load- bearing components complies with the permitted docu- ments, and the shoring and reshoring conforms to the shoring and reshoring plans submitted to the enforce- ment agency.”

110.8.4.2 Any proposal to install an alternate structural product or system to which building codes apply be submitted to the enforcement agency for review for compliance with the codes and made part of the enforcement agency’s recorded set of permit docu- ments.

110.8.4.3 All shoring and reshoring procedures, plans and details be submitted to the enforcement agency for recordkeeping. Each shoring and reshoring installation shall be supervised, inspected and certified to be in compliance with the shoring documents by the contrac- tor.

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110.8.4.4 All plans for the building which are required to be signed and sealed by the architect or engineer of record contain a statement that, to the best of the archi- tect’s or engineer’s knowledge, the plans and specifica- tions comply with the applicable minimum building codes and the applicable fire-safety standards as deter- mined by the local authority in accordance with this section and Chapter 633, Florida Statutes.

110.8.5 No enforcing agency may issue a building permit for construction of any threshold building except to a licensed general contractor, as defined in Section 489.105(3)(a), Florida Statutes, or to a licensed building contractor, as defined in Section 489.105(3)(b), Florida Statutes, within the scope of her or his license. The named contractor to whom the building permit is issued shall have the responsibility for supervision, direction, manage- ment and control of the construction activities on the proj- ect for which the building permit was issued.

110.8.6 The building department may allow a special inspector to conduct the minimum structural inspection of threshold buildings required by this code, Section 553.73, Florida Statutes, without duplicative inspection by the building department. The building official is responsible for ensuring that any person conducting inspections is qualified as a building inspector under Part XII of Chapter 468, Florida Statutes, or certified as a special inspector under Chapter 471 or 481, Florida Statutes. Inspections of threshold buildings required by Section 553.79(5), Florida Statutes, are in addition to the minimum inspections required by this code.

SECTION 111 CERTIFICATE OF OCCUPANCY

[A] 111.1 Use and occupancy. A building or structure shall not be used or occupied, and a change in the existing use or occupancy classification of a building or structure or portion thereof shall not be made, until the building official has issued a certificate of occupancy therefor as provided herein. Issuance of a certificate of occupancy shall not be construed as an approval of a violation of the provisions of this code or of other ordinances of the jurisdiction.

Exception: Certificates of occupancy are not required for work exempt from permits in accordance with Section 105.2.

[A] 111.2 Certificate issued. After the building official inspects the building or structure and does not find violations of the provisions of this code or other laws that are enforced by the department of building safety, the building official shall issue a certificate of occupancy that contains the follow- ing:

1. The building permit number.

2. The address of the structure.

3. The name and address of the owner or the owner’s authorized agent.

4. A description of that portion of the structure for which the certificate is issued.

5. A statement that the described portion of the structure has been inspected for compliance with the require- ments of this code for the occupancy and division of occupancy and the use for which the proposed occu- pancy is classified.

6. For buildings and structures in flood hazard areas, a statement that documentation of the as-built lowest floor elevation has been provided and is retained in the records of the authority having jurisdiction

7. The name of the building official.

8. The edition of the code under which the permit was issued.

9. The use and occupancy, in accordance with the provi- sions of Chapter 3.

10. The type of construction as defined in Chapter 6.

11. The design occupant load.

12. If an automatic sprinkler system is provided, whether the sprinkler system is required.

13. Any special stipulations and conditions of the build- ing permit.

[A] 111.3 Temporary occupancy. The building official is authorized to issue a temporary certificate of occupancy before the completion of the entire work covered by the per- mit, provided that such portion or portions shall be occupied safely. The building official shall set a time period during which the temporary certificate of occupancy is valid.

[A] 111.4 Revocation. The building official is authorized to, in writing, suspend or revoke a certificate of occupancy or completion issued under the provisions of this code wherever the certificate is issued in error, or on the basis of incorrect information supplied, or where it is determined that the build- ing or structure or portion thereof is in violation of any ordi- nance or regulation or any of the provisions of this code.

111.5 Certificate of completion. A certificate of completion is proof that a structure or system is complete and for certain types of permits is released for use and may be connected to a utility system. This certificate does not grant authority to occupy a building, such as shell building, prior to the issu- ance of a certificate of occupancy.

SECTION 112 SERVICE UTILITIES

[A] 112.1 Connection of service utilities. A person shall not make connections from a utility, source of energy, fuel or power to any building or system that is regulated by this code for which a permit is required, until released by the building official.

[A] 112.2 Temporary connection. The building official shall have the authority to authorize the temporary connection of the building or system to the utility, source of energy, fuel or power.

[A] 112.3 Authority to disconnect service utilities. The building official shall have the authority to authorize discon- nection of utility service to the building, structure or system

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regulated by this code and the referenced codes and standards set forth in Section 101.4 in case of emergency where neces- sary to eliminate an immediate hazard to life or property or where such utility connection has been made without the approval required by Section 112.1 or 112.2. The building official shall notify the serving utility, and wherever possible the owner and occupant of the building, structure or service system of the decision to disconnect prior to taking such action. If not notified prior to disconnecting, the owner or occupant of the building, structure or service system shall be notified in writing, as soon as practical thereafter.

SECTION 113 BOARD OF APPEALS

RESERVED

SECTION 114 VIOLATIONS RESERVED

SECTION 115 STOP WORK ORDER

[A] 115.1 Authority. Where the building official finds any work regulated by this code being performed in a manner either contrary to the provisions of this code or dangerous or unsafe, the building official is authorized to issue a stop work order.

[A] 115.2 Issuance. The stop work order shall be in writing and shall be given to the owner of the property involved, the owner’s authorized agent or the person performing the work. Upon issuance of a stop work order, the cited work shall immediately cease. The stop work order shall state the reason for the order and the conditions under which the cited work will be permitted to resume.

[A] 115.3 Unlawful continuance. Any person who shall con- tinue any work after having been served with a stop work order, except such work as that person is directed to perform to remove a violation or unsafe condition, shall be subject to penalties as prescribed by law.

SECTION 116 UNSAFE STRUCTURES AND EQUIPMENT

RESERVED

SECTION 117 VARIANCES IN FLOOD HAZARD AREAS

117.1 Flood hazard areas. Pursuant to Section 553.73(5), Florida Statutes, the variance procedures adopted in the local floodplain management ordinance shall apply to requests submitted to the building official for variances to the provi- sions of Section 1612.4 of the Florida Building Code, Build- ing or, as applicable, the provisions of Section R322 of the Florida Building Code, Residential. This section shall not apply to Section 3109 of the Florida Building Code, Build- ing.

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20 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 2

DEFINITIONS

SECTION 201 GENERAL

201.1 Scope. Unless otherwise expressly stated, the follow- ing words and terms shall, for the purposes of this code, have the meanings shown in this chapter.

201.2 Interchangeability. Words used in the present tense include the future; words stated in the masculine gender include the feminine and neuter; the singular number includes the plural and the plural, the singular.

201.3 Terms defined in other codes. Where terms are not defined in this code and are defined in the Florida Building Code, Energy Conservation; Florida Building Code, Fuel Gas; Florida Fire Prevention Code; Florida Building Code, Mechanical or Florida Building Code, Plumbing, such terms shall have the meanings ascribed to them as in those codes.

201.4 Terms not defined. Where terms are not defined through the methods authorized by this section, such terms shall have ordinarily accepted meanings such as the context implies.

SECTION 202 DEFINITIONS

24-HOUR BASIS. The actual time that a person is an occu- pant within a facility for the purpose of receiving care. It shall not include a facility that is open for 24 hours and is capable of providing care to someone visiting the facility during any segment of the 24 hours.

[BS] AAC MASONRY. Masonry made of autoclaved aer- ated concrete (AAC) units, manufactured without internal reinforcement and bonded together using thin- or thick-bed mortar.

ACCESSIBLE. See the Florida Building Code, Accessibil- ity.

ACCESSIBLE MEANS OF EGRESS. A continuous and unobstructed way of egress travel from any accessible point in a building or facility to a public way.

ACCESSIBLE ROUTE. See the Florida Building Code, Accessibility.

ACCESSIBLE UNIT. See the Florida Building Code, Accessibility.

ACCREDITATION BODY. An approved, third-party orga- nization that is independent of the grading and inspection agencies, and the lumber mills, and that initially accredits and subsequently monitors, on a continuing basis, the compe- tency and performance of a grading or inspection agency related to carrying out specific tasks.

[A] ADDITION. An extension or increase in floor area, number of stories or height of a building or structure.

[BS] ADHERED MASONRY VENEER. Veneer secured and supported through the adhesion of an approved bonding material applied to an approved backing.

[BS] ADOBE CONSTRUCTION. Construction in which the exterior load-bearing and nonload-bearing walls and par- titions are of unfired clay masonry units, and floors, roofs and interior framing are wholly or partly of wood or other approved materials.

Adobe, stabilized. Unfired clay masonry units to which admixtures, such as emulsified asphalt, are added during the manufacturing process to limit the units’ water absorp- tion so as to increase their durability.

Adobe, unstabilized. Unfired clay masonry units that do not meet the definition of “Adobe, stabilized.”

[F] AEROSOL. A product that is dispensed from an aerosol container by a propellant. Aerosol products shall be classified by means of the calculation of their chemical heats of com- bustion and shall be designated Level 1, Level 2 or Level 3.

Level 1 aerosol products. Those with a total chemical heat of combustion that is less than or equal to 8,600 Brit- ish thermal units per pound (Btu/lb) (20 kJ/g).

Level 2 aerosol products. Those with a total chemical heat of combustion that is greater than 8,600 Btu/lb (20 kJ/ g), but less than or equal to 13,000 Btu/lb (30 kJ/g).

Level 3 aerosol products. Those with a total chemical heat of combustion that is greater than 13,000 Btu/lb (30 kJ/g).

[F] AEROSOL CONTAINER. A metal can or a glass or plastic bottle designed to dispense an aerosol.

[BS] AGGREGATE. In roofing, crushed stone, crushed slag or water-worn gravel used for surfacing for roof coverings.

AGRICULTURAL BUILDING. Reserved.

AIR-IMPERMEABLE INSULATION. An insulation hav- ing an air permeance equal to or less than 0.02 l/s × m2 at 75 pa pressure differential tested in accordance with ASTM E2178 or ASTM E283.

AIR-INFLATED STRUCTURE. A structure that uses air- pressurized membrane beams, arches or other elements to enclose space. Occupants of such a structure do not occupy the pressurized area used to support the structure.

AIR-SUPPORTED STRUCTURE. A structure wherein the shape of the structure is attained by air pressure and occu- pants of the structure are within the elevated pressure area. Air-supported structures are of two basic types:

Double skin. Similar to a single skin, but with an attached liner that is separated from the outer skin and provides an airspace which serves for insulation, acoustic, aesthetic or similar purposes.

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Single skin. Where there is only the single outer skin and the air pressure is directly against that skin.

AISLE. An unenclosed exit access component that defines and provides a path of egress travel.

AISLE ACCESSWAY. That portion of an exit access that leads to an aisle.

[F] ALARM NOTIFICATION APPLIANCE. A fire alarm system component such as a bell, horn, speaker, light or text display that provides audible, tactile or visible outputs, or any combination thereof.

[F] ALARM SIGNAL. A signal indicating an emergency requiring immediate action, such as a signal indicative of fire.

[F] ALARM VERIFICATION FEATURE. A feature of automatic fire detection and alarm systems to reduce unwanted alarms wherein smoke detectors report alarm con- ditions for a minimum period of time, or confirm alarm con- ditions within a given time period, after being automatically reset, in order to be accepted as a valid alarm-initiation sig- nal.

ALLOWABLE STRESS DESIGN. A method of propor- tioning structural members, such that elastically computed stresses produced in the members by nominal loads do not exceed specified allowable stresses (also called “working stress design”).

[A] ALTERATION. Any construction or renovation to an existing structure other than repair or addition.

ALTERNATING TREAD DEVICE. A device that has a series of steps between 50 and 70 degrees (0.87 and 1.22 rad) from horizontal, usually attached to a center support rail in an alternating manner so that the user does not have both feet on the same level at the same time.

AMBULATORY CARE FACILITY. Buildings or portions thereof used to provide medical, surgical, psychiatric, nursing or similar care on a less than 24-hour basis to persons who are rendered incapable of self-preservation by the services pro- vided.

ANCHOR BUILDING. An exterior perimeter building of a group other than H having direct access to a covered or open mall building but having required means of egress indepen- dent of the mall.

[BS] ANCHORED MASONRY VENEER. Veneer secured with approved mechanical fasteners to an approved backing.

ANNULAR SPACE. The opening around the penetrating item.

[F] ANNUNCIATOR. A unit containing one or more indica- tor lamps, alphanumeric displays or other equivalent means in which each indication provides status information about a circuit, condition or location.

APPLICABLE GOVERNING BODY. A city, county, state, state agency or other political government subdivision or entity authorized to administer and enforce the provisions of this code, as adopted or amended. Also applies to adminis- trative authority.

[A] APPROVED. Acceptable to the building official.

[A] APPROVED AGENCY. An established and recognized agency that is regularly engaged in conducting tests or fur- nishing inspection services, where such agency has been approved by the building official.

[BS] APPROVED FABRICATOR. An established and qualified person, firm or corporation approved by the build- ing official pursuant to Chapter 17 of this code.

[A] APPROVED SOURCE. An independent person, firm or corporation, approved by the building official, who is compe- tent and experienced in the application of engineering princi- ples to materials, methods or systems analyses.

ARCHITECT. A Florida-registered architect.

[BS] AREA (for masonry).

Gross cross-sectional. The area delineated by the out-to- out specified dimensions of masonry in the plane under consideration.

Net cross-sectional. The area of masonry units, grout and mortar crossed by the plane under consideration based on out-to-out specified dimensions.

AREA, BUILDING. The area included within surrounding exterior walls (or exterior walls and fire walls) exclusive of vent shafts and courts. Areas of the building not provided with surrounding walls shall be included in the building area if such areas are included within the horizontal projection of the roof or floor above.

AREA OF REFUGE. An area where persons unable to use stairways can remain temporarily to await instructions or assistance during emergency evacuation.

AREA OF SPORT ACTIVITY. That portion of an indoor or outdoor space where the play or practice of a sport occurs.

AREAWAY. A subsurface space adjacent to a building open at the top or protected at the top by a grating or guard.

ASSEMBLY SEATING, MULTILEVEL. See “Multilevel assembly seating.”

ATRIUM. An opening connecting two or more stories other than enclosed stairways, elevators, hoistways, escalators, plumbing, electrical, air-conditioning or other equipment, which is closed at the top and not defined as a mall. Stories, as used in this definition, do not include balconies within assembly groups or mezzanines that comply with Section 505.

ATTIC. The space between the ceiling beams of the top story and the roof rafters.

[F] AUDIBLE ALARM NOTIFICATION APPLIANCE. A notification appliance that alerts by the sense of hearing.

AUTOCLAVED AERATED CONCRETE (AAC). Low density cementitious product of calcium silicate hydrates, whose material specifications are defined in ASTM C1386.

[F] AUTOMATIC. As applied to fire protection devices, a device or system providing an emergency function without the necessity for human intervention and activated as a result of a predetermined temperature rise, rate of temperature rise or combustion products.

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[F] AUTOMATIC FIRE-EXTINGUISHING SYSTEM. An approved system of devices and equipment which auto- matically detects a fire and discharges an approved fire-extin- guishing agent onto or in the area of a fire.

[F] AUTOMATIC SMOKE DETECTION SYSTEM. A fire alarm system that has initiation devices that utilize smoke detectors for protection of an area such as a room or space with detectors to provide early warning of fire.

[F] AUTOMATIC SPRINKLER SYSTEM. An automatic sprinkler system, for fire protection purposes, is an integrated system of underground and overhead piping designed in accordance with fire protection engineering standards. The system includes a suitable water supply. The portion of the system above the ground is a network of specially sized or hydraulically designed piping installed in a structure or area, generally overhead, and to which automatic sprinklers are connected in a systematic pattern. The system is usually acti- vated by heat from a fire and discharges water over the fire area.

[F] AUTOMATIC WATER MIST SYSTEM. A system consisting of a water supply, a pressure source, and a distri- bution piping system with attached nozzles, which, at or above a minimum operating pressure, defined by its listing, discharges water in fine droplets meeting the requirements of NFPA 750 for the purpose of the control, suppression or extinguishment of a fire. Such systems include wet-pipe, dry- pipe and preaction types. The systems are designed as engi- neered, preengineered, local-application or total-flooding systems.

[F] AVERAGE AMBIENT SOUND LEVEL. The root mean square, A-weighted sound pressure level measured over a 24-hour period, or the time any person is present, whichever time period is less.

AWNING. An architectural projection that provides weather protection, identity or decoration and is partially or wholly supported by the building to which it is attached. An awning is comprised of a lightweight frame structure over which a covering is attached. An awning may be fixed or moveable, cantilevered, or otherwise entirely supported from a building.

BACKING. The wall or surface to which the veneer is secured.

BALANCED DOOR. A door equipped with double-pivoted hardware so designed as to cause a semicounterbalanced swing action when opening.

[F] BALED COTTON. A natural seed fiber wrapped in and secured with industry accepted materials, usually consisting of burlap, woven polypropylene, polyethylene or cotton or sheet polyethylene, and secured with steel, synthetic or wire bands or wire; also includes linters (lint removed from the cottonseed) and motes (residual materials from the ginning process).

[F] BALED COTTON, DENSELY PACKED. Cotton made into banded bales with a packing density of not less than 22 pounds per cubic foot (360 kg/m3), and dimensions complying with the following: a length of 55 inches (1397

mm), a width of 21 inches (533.4 mm) and a height of 27.6 to 35.4 inches (701 to 899 mm).

[BS] BALLAST. In roofing, ballast comes in the form of large stones or paver systems or light-weight interlocking paver systems and is used to provide uplift resistance for roofing systems that are not adhered or mechanically attached to the roof deck.

[F] BARRICADE. A structure that consists of a combination of walls, floor and roof, which is designed to withstand the rapid release of energy in an explosion and which is fully confined, partially vented or fully vented; or other effective method of shielding from explosive materials by a natural or artificial barrier.

Artificial barricade. An artificial mound or revetment a minimum thickness of 3 feet (914 mm).

Natural barricade. Natural features of the ground, such as hills, or timber of sufficient density that the surrounding exposures that require protection cannot be seen from the magazine or building containing explosives when the trees are bare of leaves.

[BS] BASE FLOOD. The flood having a 1-percent chance of being equaled or exceeded in any given year.

[BS] BASE FLOOD ELEVATION. The elevation of the base flood, including wave height, relative to the National Geodetic Vertical Datum (NGVD), North American Vertical Datum (NAVD) or other datum specified on the Flood Insur- ance Rate Map (FIRM).

[BS] BASEMENT (for flood loads). The portion of a build- ing having its floor subgrade (below ground level) on all sides. This definition of “Basement” is limited in application to the provisions of Section 1612.

BASEMENT. A story that is not a story above grade plane (see “Story above grade plane”). This definition of “Base- ment” does not apply to the provisions of Section 1612 for flood loads.

BEARING WALL STRUCTURE. A building or other structure in which vertical loads from floors and roofs are pri- marily supported by walls.

[BS] BED JOINT. The horizontal layer of mortar on which a masonry unit is laid.

BLEACHERS. Tiered seating supported on a dedicated structural system and two or more rows high and is not a building element (see “Grandstand”).

BOARDING HOUSE. A building arranged or used for lodg- ing for compensation, with or without meals, and not occu- pied as a single-family unit.

[F] BOILING POINT. The temperature at which the vapor pressure of a liquid equals the atmospheric pressure of 14.7 pounds per square inch (psia) (101 kPa) or 760 mm of mer- cury. Where an accurate boiling point is unavailable for the material in question, or for mixtures which do not have a con- stant boiling point, for the purposes of this classification, the 20-percent evaporated point of a distillation performed in

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accordance with ASTM D86 shall be used as the boiling point of the liquid.

[BS] BRACED WALL LINE. A straight line through the building plan that represents the location of the lateral resis- tance provided by the wall bracing.

[BS] BRACED WALL PANEL. A full-height section of wall constructed to resist in-plane shear loads through inter- action of framing members, sheathing material and anchors. The panel’s length meets the requirements of its particular bracing method and contributes toward the total amount of bracing required along its braced wall line.

BREAKOUT. For revolving doors, a process whereby wings or door panels can be pushed open manually for means of egress travel.

[BS] BRICK.

Calcium silicate (sand lime brick). A pressed and subse- quently autoclaved unit that consists of sand and lime, with or without the inclusion of other materials.

Clay or shale. A solid or hollow masonry unit of clay or shale, usually formed into a rectangular prism, then burned or fired in a kiln; brick is a ceramic product.

Concrete. A concrete masonry unit made from Portland cement, water, and suitable aggregates, with or without the inclusion of other materials.

[A] BUILDING. Any structure used or intended for support- ing or sheltering any use or occupancy.

BUILDING AREA. See “Area, building.”

BUILDING ELEMENT. A fundamental component of building construction, listed in Table 601, which may or may not be of fire-resistance-rated construction and is constructed of materials based on the building type of construction.

BUILDING HEIGHT. See “Height, building.”

BUILDING-INTEGRATED PHOTOVOLTAIC (BIPV) PRODUCT. A building product that incorporates photovol- taic modules and functions as a component of the building envelope.

BUILDING LINE. The line established by law, beyond which a building shall not extend, except as specifically pro- vided by law.

[A] BUILDING OFFICIAL. The officer or other designated authority charged with the administration and enforcement of this code, or a duly authorized representative.

[BS] BUILT-UP ROOF COVERING. Two or more layers of felt cemented together and surfaced with a cap sheet, min- eral aggregate, smooth coating or similar surfacing material.

BURIAL CHAMBER MAUSOLEUM. A family mauso- leum consisting of six or fewer casket placement crypts plus a chamber to be used for loading of caskets from the interior of the mausoleum which is not below the level of the ground and which is substantially exposed above ground.

CABLE-RESTRAINED, AIR-SUPPORTED STRUC- TURE. A structure in which the uplift is resisted by cables or webbings which are anchored to either foundations or dead

men. Reinforcing cable or webbing is attached by various methods to the membrane or is an integral part of the mem- brane. This is not a cable-supported structure.

CANOPY. A permanent structure or architectural projection of rigid construction over which a covering is attached that provides weather protection, identity or decoration. A can- opy is permitted to be structurally independent or supported by attachment to a building on one or more sides.

[F] CARBON DIOXIDE EXTINGUISHING SYSTEMS. A system supplying carbon dioxide (CO2) from a pressurized vessel through fixed pipes and nozzles. The system includes a manual- or automatic-actuating mechanism.

CARBON MONOXIDE ALARM. A device for the purpose of detecting carbon monoxide, that produces a distinct audi- ble alarm, and is listed or labeled with the appropriate stan- dard, either ANSI/UL 2034, Standard for Single and Multiple Station CO Alarms, or UL 2075, Gas and Vapor Detector Sensor, in accordance with its application.

CARE SUITE. In Group I-2 occupancies, a group of treat- ment rooms, care recipient sleeping rooms and the support rooms or spaces and circulation space within the suite where staff are in attendance for supervision of all care recipients within the suite, and the suite is in compliance with the requirements of Section 407.4.4.

[BS] CAST STONE. A building stone manufactured from Portland cement concrete precast and used as a trim, veneer or facing on or in buildings or structures.

[F] CEILING LIMIT. The maximum concentration of an air-borne contaminant to which one may be exposed. The ceiling limits utilized are those published in DOL 29 CFR Part 1910.1000. The ceiling Recommended Exposure Limit (REL-C) concentrations published by the U.S. National Insti- tute for Occupational Safety and Health (NIOSH), Threshold Limit Value—Ceiling (TLV-C) concentrations published by the American Conference of Governmental Industrial Hygienists (ACGIH), Ceiling Workplace Environmental Exposure Level (WEEL-Ceiling) Guides published by the American Industrial Hygiene Association (AIHA), and other approved, consistent measures are allowed as surrogates for hazardous substances not listed in DOL 29 CFR Part 1910.1000.

CEILING RADIATION DAMPER. A listed device installed in a ceiling membrane of a fire-resistance-rated floor/ceiling or roof/ceiling assembly to limit automatically the radiative heat transfer through an air inlet/outlet opening. Ceiling radiation dampers include air terminal units, ceiling dampers and ceiling air diffusers.

CELL (Group I-3 occupancy). A room within a housing unit in a detention or correctional facility used to confine inmates or prisoners.

[BS] CELL (masonry). A void space having a gross cross- sectional area greater than 11/2 square inches (967 mm

2).

CELL TIER. Levels of cells vertically stacked above one another within a housing unit.

[BS] CEMENT PLASTER. A mixture of Portland or blended cement, Portland cement or blended cement and

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hydrated lime, masonry cement or plastic cement and aggre- gate and other approved materials as specified in this code.

CERAMIC FIBER BLANKET. A high-temperature min- eral wool insulation material made of alumina-silica ceramic or calcium magnesium silicate soluble fibers and weighing 4 to 10 pounds per cubic foot (pcf) (64 to 160 kg/m3).

CERTIFICATE OF COMPLIANCE. A certificate stating that materials and products meet specified standards or that work was done in compliance with approved construction documents.

[A] CHANGE OF OCCUPANCY. A change in the purpose or level of activity within a building that involves a change in application of the requirements of this code.

CHAPEL MAUSOLEUM. A mausoleum for the public that has heat or air conditioning, with or without a committal area or office.

[M] CHIMNEY. A primarily vertical structure containing one or more flues, for the purpose of carrying gaseous prod- ucts of combustion and air from a fuel-burning appliance to the outdoor atmosphere.

Factory-built chimney. A listed and labeled chimney composed of factory-made components, assembled in the field in accordance with manufacturer’s instructions and the conditions of the listing.

Masonry chimney. A field-constructed chimney com- posed of solid masonry units, bricks, stones, or concrete.

Metal chimney. A field-constructed chimney of metal.

[M] CHIMNEY TYPES.

High-heat appliance type. An approved chimney for removing the products of combustion from fuel-burning, high-heat appliances producing combustion gases in excess of 2000°F (1093°C) measured at the appliance flue outlet (see Section 2113.11.3).

Low-heat appliance type. An approved chimney for removing the products of combustion from fuel-burning, low-heat appliances producing combustion gases not in excess of 1000°F (538°C) under normal operating condi- tions, but capable of producing combustion gases of 1400°F (760°C) during intermittent forces firing for peri- ods up to 1 hour. Temperatures shall be measured at the appliance flue outlet.

Masonry type. A field-constructed chimney of solid masonry units or stones.

Medium-heat appliance type. An approved chimney for removing the products of combustion from fuel-burning, medium-heat appliances producing combustion gases not exceeding 2000°F (1093°C) measured at the appliance flue outlet (see Section 2113.11.2).

CIRCULATION PATH. See the Florida Building Code, Accessibility.

[F] CLEAN AGENT. Electrically nonconducting, volatile or gaseous fire extinguishant that does not leave a residue upon vaporation.

[E] CLIMATE ZONE. A geographical region that has been assigned climatic criteria as specified in Chapters 3CE and 3RE of the Florida Building Code, Energy Conservation.

CLINIC, OUTPATIENT. Buildings or portions thereof used to provide medical care on less than a 24-hour basis to persons who are not rendered incapable of self-preservation by the services provided.

[F] CLOSED SYSTEM. The use of a solid or liquid hazard- ous material involving a closed vessel or system that remains closed during normal operations where vapors emitted by the product are not liberated outside of the vessel or system and the product is not exposed to the atmosphere during normal operations; and all uses of compressed gases. Examples of closed systems for solids and liquids include product con- veyed through a piping system into a closed vessel, system or piece of equipment.

[BS] COASTAL A ZONE. Area within a special flood haz- ard area, landward of a V zone or landward of an open coast without mapped coastal high hazard areas. In a coastal A zone, the principal source of flooding must be astronomical tides, storm surges, seiches or tsunamis, not riverine flooding. During the base flood conditions, the potential for breaking wave height shall be greater than or equal to 11/2 feet (457 mm). The inland limit of the coastal A zone is (a) the Limit of Moderate Wave Action if delineated on a FIRM, or (b) desig- nated by the authority having jurisdiction.

[BS] COASTAL HIGH HAZARD AREA. Area within the special flood hazard area extending from offshore to the inland limit of a primary dune along an open coast and any other area that is subject to high-velocity wave action from storms or seismic sources, and shown on a Flood Insurance Rate Map (FIRM) or other flood hazard map as velocity Zone V, VO, VE or V1-30.

[BS] COLLAR JOINT. Vertical longitudinal space between wythes of masonry or between masonry wythe and backup construction that is permitted to be filled with mortar or grout.

[BS] COLLECTOR. A horizontal diaphragm element paral- lel and in line with the applied force that collects and trans- fers diaphragm shear forces to the vertical elements of the lateral force-resisting system or distributes forces within the diaphragm, or both.

COLUMBARIUM. A permanent structure consisting of niches.

COMBINATION FIRE/SMOKE DAMPER. A listed device installed in ducts and air transfer openings designed to close automatically upon the detection of heat and resist the passage of flame and smoke. The device is installed to oper- ate automatically, controlled by a smoke detection system, and where required, is capable of being positioned from a fire command center

[F] COMBUSTIBLE DUST. Finely divided solid material that is 420 microns or less in diameter and which, when dis- persed in air in the proper proportions, could be ignited by a flame, spark or other source of ignition. Combustible dust will pass through a U.S. No. 40 standard sieve.

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[F] COMBUSTIBLE FIBERS. Readily ignitable and free- burning materials in a fibrous or shredded form, such as cocoa fiber, cloth, cotton, excelsior, hay, hemp, henequen, istle, jute, kapok, oakum, rags, sisal, Spanish moss, straw, tow, wastepaper, certain synthetic fibers or other like materi- als. This definition does not include densely packed baled cotton.

[F] COMBUSTIBLE LIQUID. A liquid having a closed cup flash point at or above 100°F (38°C). Combustible liq- uids shall be subdivided as follows:

Class II. Liquids having a closed cup flash point at or above 100°F (38°C) and below 140°F (60°C).

Class IIIA. Liquids having a closed cup flash point at or above 140°F (60°C) and below 200°F (93°C).

Class IIIB. Liquids having a closed cup flash point at or above 200°F (93°C).

The category of combustible liquids does not include com- pressed gases or cryogenic fluids.

COMMERCIAL MOTOR VEHICLE. A motor vehicle used to transport passengers or property where the motor vehicle:

1. Has a gross vehicle weight rating of 10,000 pounds (4540 kg) or more; or

2. Is designed to transport 16 or more passengers, includ- ing the driver.

COMMISSION. The Florida Building Commission, created per Section 553.74, Florida Statutes.

COMMON PATH OF EGRESS TRAVEL. That portion of the exit access travel distance measured from the most remote point within a story to that point where the occupants have separate and distinct access to two exits or exit access door- ways.

COMMON USE. Interior or exterior circulation paths, rooms, spaces or elements that are not for public use and are made available for the shared use of two or more people.

COMPANION CRYPT. A permanent chamber in a mauso- leum for the containment of human remains of more than one individual.

[F] COMPRESSED GAS. A material, or mixture of materi- als, that:

1. Is a gas at 68°F (20°C) or less at 14.7 pounds per square inch atmosphere (psia) (101 kPa) of pressure; and

2. Has a boiling point of 68°F (20°C) or less at 14.7 psia (101 kPa) which is either liquefied, nonliquefied or in solution, except those gases which have no other health- or physical-hazard properties are not considered to be compressed until the pressure in the packaging exceeds 41 psia (282 kPa) at 68°F (20°C).

The states of a compressed gas are categorized as follows:

1. Nonliquefied compressed gases are gases, other than those in solution, which are in a packaging under the charged pressure and are entirely gaseous at a tempera- ture of 68°F (20°C).

2. Liquefied compressed gases are gases that, in a packag- ing under the charged pressure, are partially liquid at a temperature of 68°F (20°C).

3. Compressed gases in solution are nonliquefied gases that are dissolved in a solvent.

4. Compressed gas mixtures consist of a mixture of two or more compressed gases contained in a packaging, the hazard properties of which are represented by the prop- erties of the mixture as a whole.

[BS] CONCRETE.

Carbonate aggregate. Concrete made with aggregates consisting mainly of calcium or magnesium carbonate, such as limestone or dolomite, and containing 40 percent or less quartz, chert or flint.

Cellular. A lightweight insulating concrete made by mix- ing a preformed foam with Portland cement slurry and having a dry unit weight of approximately 30 pcf (480 kg/ m3).

Lightweight aggregate. Concrete made with aggregates of expanded clay, shale, slag or slate or sintered fly ash or any natural lightweight aggregate meeting ASTM C330 and possessing equivalent fire-resistance properties and weighing 85 to 115 pcf (1360 to 1840 kg/m3).

Perlite. A lightweight insulating concrete having a dry unit weight of approximately 30 pcf (480 kg/m3) made with perlite concrete aggregate. Perlite aggregate is pro- duced from a volcanic rock which, when heated, expands to form a glass-like material of cellular structure.

Sand-lightweight. Concrete made with a combination of expanded clay, shale, slag, slate, sintered fly ash, or any natural lightweight aggregate meeting ASTM C330 and possessing equivalent fire-resistance properties and natu- ral sand. Its unit weight is generally between 105 and 120 pcf (1680 and 1920 kg/m3).

Siliceous aggregate. Concrete made with normal-weight aggregates consisting mainly of silica or compounds other than calcium or magnesium carbonate, which contains more than 40-percent quartz, chert or flint.

Vermiculite. A light weight insulating concrete made with vermiculite concrete aggregate which is laminated micaceous material produced by expanding the ore at high temperatures. When added to a Portland cement slurry the resulting concrete has a dry unit weight of approximately 30 pcf (480 kg/m3).

CONGREGATE LIVING FACILITIES. A building or part thereof that contains sleeping units where residents share bathroom or kitchen facilities, or both.

[F] CONSTANTLY ATTENDED LOCATION. A desig- nated location at a facility staffed by trained personnel on a continuous basis where alarm or supervisory signals are mon- itored and facilities are provided for notification of the fire department or other emergency services.

[A] CONSTRUCTION DOCUMENTS. Written, graphic and pictorial documents prepared or assembled for describing the design, location and physical characteristics of the ele- ments of a project necessary for obtaining a building permit.

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CONSTRUCTION TYPES. See Section 602.

Type I. See Section 602.2.

Type II. See Section 602.2.

Type III. See Section 602.3.

Type IV. See Section 602.4.

Type V. See Section 602.5.

[F] CONTINUOUS GAS DETECTION SYSTEM. A gas detection system where the analytical instrument is main- tained in continuous operation and sampling is performed without interruption. Analysis is allowed to be performed on a cyclical basis at intervals not to exceed 30 minutes.

[F] CONTROL AREA. Spaces within a building where quantities of hazardous materials not exceeding the maxi- mum allowable quantities per control area are stored, dis- pensed, used or handled. See the definition of “Outdoor control area” in the Florida Fire Prevention Code.

CONTROLLED LOW-STRENGTH MATERIAL. A self- compacted, cementitious material used primarily as a backfill in place of compacted fill.

CONVENTIONAL LIGHT-FRAME CONSTRUC- TION. A type of construction whose primary structural ele- ments are formed by a system of repetitive wood-framing members. See Section 2308 for conventional light-frame con- struction provisions.

CORNICE. A projecting horizontal molded element located at or near the top of an architectural feature.

CORRIDOR. An enclosed exit access component that defines and provides a path of egress travel.

CORRIDOR, OPEN-ENDED. See “Open-ended corridor.”

CORRIDOR DAMPER. A listed device intended for use where air ducts penetrate or terminate at horizontal openings in the ceilings of fire-resistance-rated corridors, where the corridor ceiling is permitted to be constructed as required for the corridor walls.

[BS] CORROSION RESISTANCE. The ability of a mate- rial to withstand deterioration of its surface or its properties when exposed to its environment.

[F] CORROSIVE. A chemical that causes visible destruc- tion of, or irreversible alterations in, living tissue by chemical action at the point of contact. A chemical shall be considered corrosive if, when tested on the intact skin of albino rabbits by the method described in DOTn 49 CFR, Part 173.137, such chemical destroys or changes irreversibly the structure of the tissue at the point of contact following an exposure period of 4 hours. This term does not refer to action on inani- mate surfaces.

COURT. An open, uncovered space, unobstructed to the sky, bounded on three or more sides by exterior building walls or other enclosing devices.

COVERED MALL BUILDING. A single building enclos- ing a number of tenants and occupants, such as retail stores, drinking and dining establishments, entertainment and amusement facilities, passenger transportation terminals, offices and other similar uses wherein two or more tenants

have a main entrance into one or more malls. Anchor build- ings shall not be considered as a part of the covered mall building. The term “covered mall building” shall include open mall buildings as defined below.

Mall. A roofed or covered common pedestrian area within a covered mall building that serves as access for two or more tenants and not to exceed three levels that are open to each other. The term “mall” shall include open malls as defined below.

Open mall. An unroofed common pedestrian way serving a number of tenants not exceeding three levels. Circulation at levels above grade shall be permitted to include open exterior balconies leading to exits discharging at grade.

Open mall building. Several structures housing a number of tenants, such as retail stores, drinking and dining estab- lishments, entertainment and amusement facilities, offices, and other similar uses, wherein two or more tenants have a main entrance into one or more open malls. Anchor build- ings are not considered as a part of the open mall building.

[BS] CRIPPLE WALL. A framed stud wall extending from the top of the foundation to the underside of floor framing for the lowest occupied floor level.

[F] CRITICAL CIRCUIT. A circuit that requires continu- ous operation to ensure safety of the structure and occupants.

[BS] CROSS-LAMINATED TIMBER. A prefabricated engineered wood product consisting of not less than three layers of solid-sawn lumber or structural composite lumber where the adjacent layers are cross oriented and bonded with structural adhesive to form a solid wood element.

[F] CRYOGENIC FLUID. A liquid having a boiling point lower than -150°F (-101°C) at 14.7 pounds per square inch atmosphere (psia) (an absolute pressure of 101 kPa).

CRYPT. A permanent chamber in a mausoleum for the con- tainment of human remains.

CUSTODIAL CARE. Assistance with day-to-day living tasks; such as assistance with cooking, taking medication, bathing, using toilet facilities and other tasks of daily living. Custodial care includes persons receiving care who have the ability to respond to emergency situations and evacuate at a slower rate and/or who have mental and psychiatric compli- cations.

[BS] DALLE GLASS. A decorative composite glazing material made of individual pieces of glass that are embedded in a cast matrix of concrete or epoxy.

DAMPER. See “Ceiling radiation damper,” “Combination fire/smoke damper,” “Corridor damper,” “Fire damper” and “Smoke damper.”

[BS] DANGEROUS. Any building, structure or portion thereof that meets any of the conditions described below shall be deemed dangerous:

1. The building or structure has collapsed, has partially collapsed, has moved off its foundation or lacks the necessary support of the ground.

2. There exists a significant risk of collapse, detachment or dislodgment of any portion, member, appurtenance

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or ornamentation of the building or structure under ser- vice loads.

[F] DAY BOX. A portable magazine designed to hold explo- sive materials constructed in accordance with the require- ments for a Type 3 magazine as defined and classified in the Florida Fire Prevention Code.

[BS] DEAD LOAD. The weight of materials of construction incorporated into the building, including but not limited to walls, floors, roofs, ceilings, stairways, built-in partitions, finishes, cladding and other similarly incorporated architec- tural and structural items, and the weight of fixed service equipment, such as cranes, plumbing stacks and risers, elec- trical feeders, heating, ventilating and air-conditioning sys- tems and automatic sprinkler systems.

[BS] DECORATIVE GLASS. A carved, leaded or Dalle glass or glazing material whose purpose is decorative or artis- tic, not functional; whose coloring, texture or other design qualities or components cannot be removed without destroy- ing the glazing material and whose surface, or assembly into which it is incorporated, is divided into segments.

[F] DECORATIVE MATERIALS. All materials applied over the building interior finish for decorative, acoustical or other effect including, but not limited to, curtains, draperies, fabrics and streamers; and all other materials utilized for dec- orative effect including, but not limited to, bulletin boards, artwork, posters, photographs, batting, cloth, cotton, hay, stalks, straw, vines, leaves, trees, moss and similar items, foam plastics and materials containing foam plastics. Decora- tive materials do not include wall coverings, ceiling cover- ings, floor coverings, ordinary window shades, interior finish and materials 0.025 inch (0.64 mm) or less in thickness applied directly to and adhering tightly to a substrate.

[BS] DEEP FOUNDATION. A deep foundation is a founda- tion element that does not satisfy the definition of a shallow foundation.

DEFEND-IN-PLACE. A method of emergency response that engages building components and trained staff to provide occupant safety during an emergency. Emergency response involves remaining in place, relocating within the building, or both, without evacuating the building.

[A] DEFERRED SUBMITTAL. Those portions of the design that are not submitted at the time of the application and that are to be submitted to the building official within a specified period.

[F] DEFLAGRATION. An exothermic reaction, such as the extremely rapid oxidation of a flammable dust or vapor in air, in which the reaction progresses through the unburned mate- rial at a rate less than the velocity of sound. A deflagration can have an explosive effect.

[F] DELUGE SYSTEM. A sprinkler system employing open sprinklers attached to a piping system connected to a water supply through a valve that is opened by the operation of a detection system installed in the same areas as the sprin- klers. When this valve opens, water flows into the piping sys- tem and discharges from all sprinklers attached thereto.

[BS] DESIGN DISPLACEMENT. See Section 1905.1.1.

[BS] DESIGN EARTHQUAKE GROUND MOTION. The earthquake ground motion that buildings and structures are specifically proportioned to resist in Section 1613.

[BS] DESIGN FLOOD. The flood associated with the greater of the following two areas:

1. Area with a flood plain subject to a 1-percent or greater chance of flooding in any year.

2. Area designated as a flood hazard area on a commu- nity’s flood hazard map, or otherwise legally desig- nated.

[BS] DESIGN FLOOD ELEVATION. The elevation of the “design flood,” including wave height, relative to the datum specified on the community’s legally designated flood hazard map. In areas designated as Zone AO, the design flood eleva- tion shall be the elevation of the highest existing grade of the building’s perimeter plus the depth number (in feet) specified on the flood hazard map. In areas designated as Zone AO where a depth number is not specified on the map, the depth number shall be taken as being equal to 2 feet (610 mm).

[A] DESIGN PROFESSIONAL, REGISTERED. See “Registered design professional.”

[A] DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE, REGISTERED. See “Registered design profes- sional in responsible charge.”

[BS] DESIGN STRENGTH. The product of the nominal strength and a resistance factor (or strength reduction factor).

[BS] DESIGNATED SEISMIC SYSTEM. Those nonstruc- tural components that require design in accordance with Chapter 13 of ASCE 7 and for which the component impor- tance factor, Ip, is greater than 1 in accordance with Section 13.1.3 of ASCE 7.

[F] DETACHED BUILDING. A separate single-story building, without a basement or crawl space, used for the storage or use of hazardous materials and located an approved distance from all structures.

[BS] DETAILED PLAIN CONCRETE STRUCTURAL WALL. See Section 1905.1.1

DETECTABLE WARNING. See the Florida Building Code, Accessibility.

[F] DETECTOR, HEAT. A fire detector that senses heat— either abnormally high temperature or rate of rise, or both.

[F] DETONATION. An exothermic reaction characterized by the presence of a shock wave in the material which estab- lishes and maintains the reaction. The reaction zone pro- gresses through the material at a rate greater than the velocity of sound. The principal heating mechanism is one of shock compression. Detonations have an explosive effect.

DETOXIFICATION FACILITIES. Facilities that provide treatment for substance abuse, serving care recipients who are incapable of self-preservation or who are harmful to them- selves or others.

[BS] DIAPHRAGM. A horizontal or sloped system acting to transmit lateral forces to vertical elements of the lateral force- resisting system. When the term “diaphragm” is used, it shall include horizontal bracing systems.

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Diaphragm, blocked. In light-frame construction, a dia- phragm in which all sheathing edges not occurring on a framing member are supported on and fastened to block- ing.

Diaphragm boundary. In light-frame construction, a location where shear is transferred into or out of the dia- phragm sheathing. Transfer is either to a boundary ele- ment or to another force-resisting element.

Diaphragm chord. A diaphragm boundary element per- pendicular to the applied load that is assumed to take axial stresses due to the diaphragm moment.

Diaphragm, unblocked. A diaphragm that has edge nail- ing at supporting members only. Blocking between sup- porting structural members at panel edges is not included. Diaphragm panels are field nailed to supporting members.

DIMENSIONS (for Chapter 21).

Nominal. The specified dimension plus an allowance for the joints with which the units are to be laid. Nominal dimensions are usually stated in whole numbers. Thick- ness is given first, followed by height and then length.

Specified. Dimensions specified for the manufacture or construction of a unit, joint or element.

DIRECT ACCESS. A path of travel from a space to an immediately adjacent space through an opening in the com- mon wall between the two spaces.

[F] DISPENSING. The pouring or transferring of any mate- rial from a container, tank or similar vessel, whereby vapors, dusts, fumes, mists or gases are liberated to the atmosphere.

DOOR, BALANCED. See “Balanced door.”

DOOR, LOW-ENERGY POWER-OPERATED. See “Low-energy power-operated door.”

DOOR, POWER-ASSISTED. See “Power-assisted door.”

DOOR, POWER-OPERATED. See “Power-operated door.”

DOORWAY, EXIT ACCESS. See “Exit access doorway.”

DORMITORY. A space in a building where group sleeping accommodations are provided in one room, or in a series of closely associated rooms, for persons not members of the same family group, under joint occupancy and single man- agement, as in college dormitories or fraternity houses.

DRAFTSTOP. A material, device or construction installed to restrict the movement of air within open spaces of con- cealed areas of building components such as crawl spaces, floor/ceiling assemblies, roof/ceiling assemblies and attics.

[BS] DRAG STRUT. See “Collector.”

[BS] DRILLED SHAFT. A cast-in-place deep foundation element constructed by drilling a hole (with or without per- manent casing) into soil or rock and filling it with fluid con- crete.

Socketed drilled shaft. A drilled shaft with a permanent pipe or tube casing that extends down to bedrock and an uncased socket drilled into the bedrock.

[F] DRY-CHEMICAL EXTINGUISHING AGENT. A powder composed of small particles, usually of sodium bicar- bonate, potassium bicarbonate, urea-potassium-based bicar- bonate, potassium chloride or monoammonium phosphate, with added particulate material supplemented by special treatment to provide resistance to packing, resistance to mois- ture absorption (caking) and the proper flow capabilities.

[BS] DRY FLOODPROOFING. A combination of design modifications that results in a building or structure, including the attendant utilities and equipment and sanitary facilities, being water tight with walls substantially impermeable to the passage of water and with structural components having the capacity to resist loads as identified in ASCE 7.

DWELLING. A building that contains one or two dwelling units used, intended or designed to be used, rented, leased, let or hired out to be occupied for living purposes.

DWELLING UNIT. A single unit providing complete, inde- pendent living facilities for one or more persons, including permanent provisions for living, sleeping, eating, cooking and sanitation.

DWELLING UNIT OR SLEEPING UNIT, MULTI- STORY. See “Multistory unit.”

DWELLING UNIT OR SLEEPING UNIT, TYPE A. Reserved.

DWELLING UNIT OR SLEEPING UNIT, TYPE B. Reserved.

EGRESS COURT. A court or yard which provides access to a public way for one or more exits.

ELECTRICAL CIRCUIT PROTECTIVE SYSTEM. A specific construction of devices, materials, or coatings installed as a fire-resistive barrier system applied to electrical system components, such as cable trays, conduits and other raceways, open run cables and conductors, cables, and con- ductors.

[F] ELEVATOR GROUP. A grouping of elevators in a building located adjacent or directly across from one another that responds to common hall call buttons.

[F] EMERGENCY ALARM SYSTEM. A system to pro- vide indication and warning of emergency situations involv- ing hazardous materials.

[F] EMERGENCY CONTROL STATION. An approved location on the premises where signals from emergency equipment are received and which is staffed by trained per- sonnel.

EMERGENCY ESCAPE AND RESCUE OPENING. An operable window, door or other similar device that provides for a means of escape and access for rescue in the event of an emergency.

[F] EMERGENCY VOICE/ALARM COMMUNICA- TIONS. Dedicated manual or automatic facilities for origi- nating and distributing voice instructions, as well as alert and evacuation signals pertaining to a fire emergency, to the occupants of a building.

[F] EMERGENCY POWER SYSTEM. A source of auto- matic electric power of a required capacity and duration to

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operate required life safety, fire alarm, detection and ventila- tion systems in the event of a failure of the primary power. Emergency power systems are required for electrical loads where interruption of the primary power could result in loss of human life or serious injuries.

EMPLOYEE WORK AREA. See the Florida Building Code, Accessibility.

ENFORCEMENT AGENCY.

Local enforcement agency. An agency of local govern- ment, a local school board, a community college board of trustees, or a university board of trustees in the State Uni- versity System with jurisdiction to make inspections of buildings and to enforce the codes which establish stan- dards for design, construction, erection, alteration, repair, modification, or demolition of public or private buildings, structures, or facilities.

State enforcement agency. The agency of state govern- ment with authority to make inspections of buildings and to enforce the codes, as required by Chapter 553, Florida Statutes, which establish standards for design, construc- tion, erection, alteration, repair, modification, or demoli- tion of public or private buildings, structures, or facilities.

ENGINEER. A Florida-registered engineer.

[BS] ENGINEERED WOOD RIM BOARD. A full-depth structural composite lumber, wood structural panel, structural glued laminated timber or prefabricated wood I-joist member designed to transfer horizontal (shear) and vertical (compres- sion) loads, provide attachment for diaphragm sheathing, sid- ing and exterior deck ledgers, and provide lateral support at the ends of floor or roof joists or rafters.

ENTRANCE, PUBLIC. See “Public entrance.”

ENTRANCE, RESTRICTED. See “Restricted entrance.”

ENTRANCE, SERVICE. See “Service entrance.”

EQUIPMENT PLATFORM. An unoccupied, elevated plat- form used exclusively for mechanical systems or industrial process equipment, including the associated elevated walk- ways, stairways, alternating tread devices and ladders neces- sary to access the platform (see Section 505.3).

ESSENTIAL FACILITIES. Buildings and other structures that are intended to remain operational in the event of extreme environmental loading from flood, wind, snow or earthquakes.

[F] EXHAUSTED ENCLOSURE. An appliance or piece of equipment that consists of a top, a back and two sides provid- ing a means of local exhaust for capturing gases, fumes, vapors and mists. Such enclosures include laboratory hoods, exhaust fume hoods and similar appliances and equipment used to locally retain and exhaust the gases, fumes, vapors and mists that could be released. Rooms or areas provided with general ventilation, in themselves, are not exhausted enclosures.

[BS] EXISTING STRUCTURE. A structure erected prior to the date of adoption of the appropriate code, or one for which a legal building permit has been issued. For application of provisions in flood hazard areas, an existing structure is any building or structure for which the start of construction com-

menced before the effective date of the community’s first flood plain management code, ordinance or standard.

EXIT. That portion of a means of egress system between the exit access and the exit discharge or public way. Exit compo- nents include exterior exit doors at the level of exit discharge, interior exit stairways and ramps, exit passageways, exterior exit stairways and ramps and horizontal exits.

EXIT ACCESS. That portion of a means of egress system that leads from any occupied portion of a building or struc- ture to an exit.

EXIT ACCESS DOORWAY. A door or access point along the path of egress travel from an occupied room, area or space where the path of egress enters an intervening room, corri- dor, exit access stairway or ramp.

EXIT ACCESS RAMP. A ramp within the exit access por- tion of the means of egress system.

EXIT ACCESS STAIRWAY. A stairway with the exit access portion of the means of egress system.

EXIT DISCHARGE. That portion of a means of egress sys- tem between the termination of an exit and a public way.

EXIT DISCHARGE, LEVEL OF. The story at the point at which an exit terminates and an exit discharge begins.

EXIT, HORIZONTAL. See “Horizontal exit.”

EXIT PASSAGEWAY. An exit component that is separated from other interior spaces of a building or structure by fire- resistance-rated construction and opening protectives, and provides for a protected path of egress travel in a horizontal direction to an exit or to the exit discharge.

EXPANDED VINYL WALL COVERING. Wall covering consisting of a woven textile backing, an expanded vinyl base coat layer and a nonexpanded vinyl skin coat. The expanded base coat layer is a homogeneous vinyl layer that contains a blowing agent. During processing, the blowing agent decom- poses, causing this layer to expand by forming closed cells. The total thickness of the wall covering is approximately 0.055 inch to 0.070 inch (1.4 mm to 1.78 mm).

[F] EXPLOSION. An effect produced by the sudden violent expansion of gases, which may be accompanied by a shock wave or disruption, or both, of enclosing materials or struc- tures. An explosion could result from any of the following:

1. Chemical changes such as rapid oxidation, deflagration or detonation, decomposition of molecules and run- away polymerization (usually detonations).

2. Physical changes such as pressure tank ruptures.

3. Atomic changes (nuclear fission or fusion).

[F] EXPLOSIVE. A chemical compound, mixture or device, the primary or common purpose of which is to function by explosion. The term includes, but is not limited to, dynamite, black powder, pellet powder, initiating explosives, detona- tors, safety fuses, squibs, detonating cord, igniter cord, ignit- ers and display fireworks, 1.3G.

The term “explosive” includes any material determined to be within the scope of USC Title 18: Chapter 40 and also includes any material classified as an explosive other than

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consumer fireworks, 1.4G by the hazardous materials regula- tions of DOTn 49 CFR Parts 100-185.

High explosive. Explosive material, such as dynamite, which can be caused to detonate by means of a No. 8 test blasting cap when unconfined.

Low explosive. Explosive material that will burn or defla- grate when ignited. It is characterized by a rate of reaction that is less than the speed of sound. Examples of low explosives include, but are not limited to, black powder; safety fuse; igniters; igniter cord; fuse lighters; fireworks, 1.3G and propellants, 1.3C.

Mass-detonating explosives. Division 1.1, 1.2 and 1.5 explosives alone or in combination, or loaded into various types of ammunition or containers, most of which can be expected to explode virtually instantaneously when a small portion is subjected to fire, severe concussion, impact, the impulse of an initiating agent or the effect of a considerable discharge of energy from without. Materials that react in this manner represent a mass explosion haz- ard. Such an explosive will normally cause severe struc- tural damage to adjacent objects. Explosive propagation could occur immediately to other items of ammunition and explosives stored sufficiently close to and not adequately protected from the initially exploding pile with a time interval short enough so that two or more quantities must be considered as one for quantity-distance purposes.

UN/DOTn Class 1 explosives. The former classification system used by DOTn included the terms “high” and “low” explosives as defined herein. The following terms further define explosives under the current system applied by DOTn for all explosive materials defined as hazard Class 1 materials. Compatibility group letters are used in concert with the division to specify further limitations on each division noted (i.e., the letter G identifies the material as a pyrotechnic substance or article containing a pyro- technic substance and similar materials).

Division 1.1. Explosives that have a mass explosion hazard. A mass explosion is one which affects almost the entire load instantaneously.

Division 1.2. Explosives that have a projection hazard but not a mass explosion hazard.

Division 1.3. Explosives that have a fire hazard and either a minor blast hazard or a minor projection hazard or both, but not a mass explosion hazard.

Division 1.4. Explosives that pose a minor explosion hazard. The explosive effects are largely confined to the package and no projection of fragments of apprecia- ble size or range is to be expected. An external fire must not cause virtually instantaneous explosion of almost the entire contents of the package.

Division 1.5. Very insensitive explosives. This division is comprised of substances that have a mass explosion hazard, but that are so insensitive there is very little probability of initiation or of transition from burning to detonation under normal conditions of transport.

Division 1.6. Extremely insensitive articles which do not have a mass explosion hazard. This division is com-

prised of articles that contain only extremely insensi- tive detonating substances and which demonstrate a negligible probability of accidental initiation or propa- gation.

EXTERIOR EXIT RAMP. An exit component that serves to meet one or more means of egress design requirements, such as required number of exits or exit access travel dis- tance, and is open to yards, courts or public ways.

EXTERIOR EXIT STAIRWAY. An exit component that serves to meet one or more means of egress design require- ments, such as required number of exits or exit access travel distance, and is open to yards, courts or public ways.

EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS). EIFS are nonstructural, nonload-bearing, exterior wall cladding systems that consist of an insulation board attached either adhesively or mechanically, or both, to the substrate; an integrally reinforced base coat and a textured protective finish coat.

EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) WITH DRAINAGE. An EIFS that incorporates a means of drainage applied over a water-resistive barrier.

EXTERIOR SURFACES. Weather-exposed surfaces.

EXTERIOR WALL. A wall, bearing or nonbearing, that is used as an enclosing wall for a building, other than a fire wall, and that has a slope of 60 degrees (1.05 rad) or greater with the horizontal plane.

EXTERIOR WALL COVERING. A material or assembly of materials applied on the exterior side of exterior walls for the purpose of providing a weather-resisting barrier, insula- tion or for aesthetics, including but not limited to, veneers, siding, exterior insulation and finish systems, architectural trim and embellishments such as cornices, soffits, facias, gut- ters and leaders.

EXTERIOR WALL ENVELOPE. A system or assembly of exterior wall components, including exterior wall finish materials, that provides protection of the building structural members, including framing and sheathing materials, and conditioned interior space, from the detrimental effects of the exterior environment.

F RATING. The time period that the through-penetration firestop system limits the spread of fire through the penetra- tion when tested in accordance with ASTM E814 or UL 1479.

FABRIC PARTITION. A partition consisting of a finished surface made of fabric, without a continuous rigid backing, that is directly attached to a framing system in which the ver- tical framing members are spaced greater than 4 feet (1219 mm) on center.

[BS] FABRICATED ITEM. Structural, load-bearing or lat- eral load-resisting members of assemblies consisting of mate- rials assembled prior to installation in a building or structure, or subjected to operations such as heat treatment, thermal cut- ting, cold working or reforming after manufacture and prior to installation in a building or structure. Materials produced in accordance with standards referenced by this code, such as rolled structural steel shapes, steel reinforcing bars, masonry

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units and wood structural panels, or in accordance with a ref- erenced standard that provides requirements for quality con- trol done under the supervision of a third-party quality control agency, are not “fabricated items.”

[F] FABRICATION AREA. An area within a semiconduc- tor fabrication facility and related research and development areas in which there are processes using hazardous produc- tion materials. Such areas are allowed to include ancillary rooms or areas such as dressing rooms and offices that are directly related to the fabrication area processes.

[A] FACILITY. All or any portion of buildings, structures, site improvements, elements and pedestrian or vehicular routes located on a site.

[BS] FACTORED LOAD. The product of a nominal load and a load factor.

FAMILY MAUSOLEUM. A mausoleum for the private use of a family or group of family members.

FENESTRATION. Skylights, roof windows, vertical win- dows (fixed or moveable), opaque doors, glazed doors, glazed block and combination opaque/glazed doors. Fenestra- tion includes products with glass and nonglass glazing mate- rials.

[BS] FIBER-CEMENT (BACKER BOARD, SIDING, SOFFIT, TRIM AND UNDERLAYMENT) PROD- UCTS. Manufactured thin section composites of hydraulic cementitious matrices and discrete nonasbestos fibers.

FIBER-REINFORCED POLYMER. A polymeric compos- ite material consisting of reinforcement fibers, such as glass, impregnated with a fiber-binding polymer which is then molded and hardened. Fiber-reinforced polymers are permit- ted to contain cores laminated between fiber-reinforced poly- mer facings.

[BS] FIBERBOARD. A fibrous, homogeneous panel made from lignocellulosic fibers (usually wood or cane) and having a density of less than 31 pounds per cubic foot (pcf) (497 kg/ m3) but more than 10 pcf (160 kg/m3).

[BS] FIELD NAILING. See “Nailing, field.”

FIRE ALARM BOX, MANUAL. See “Manual fire alarm box.”

[F] FIRE ALARM CONTROL UNIT. A system compo- nent that receives inputs from automatic and manual fire alarm devices and may be capable of supplying power to detection devices and transponders or off-premises transmit- ters. The control unit may be capable of providing a transfer of power to the notification appliances and transfer of condi- tion to relays or devices.

[F] FIRE ALARM SIGNAL. A signal initiated by a fire alarm-initiating device such as a manual fire alarm box, automatic fire detector, waterflow switch or other device whose activation is indicative of the presence of a fire or fire signature.

[F] FIRE ALARM SYSTEM. A system or portion of a com- bination system consisting of components and circuits arranged to monitor and annunciate the status of fire alarm or supervisory signal-initiating devices and to initiate the appro- priate response to those signals.

FIRE AREA. The aggregate floor area enclosed and bounded by fire walls, fire barriers, exterior walls or hori- zontal assemblies of a building. Areas of the building not pro- vided with surrounding walls shall be included in the fire area if such areas are included within the horizontal projection of the roof or floor next above.

FIRE BARRIER. A fire-resistance-rated wall assembly of materials designed to restrict the spread of fire in which con- tinuity is maintained.

[F] FIRE COMMAND CENTER. The principal attended or unattended location where the status of detection, alarm com- munications and control systems is displayed, and from which the systems can be manually controlled.

FIRE DAMPER. A listed device installed in ducts and air transfer openings designed to close automatically upon detec- tion of heat and resist the passage of flame. Fire dampers are classified for use in either static systems that will automati- cally shut down in the event of a fire, or in dynamic systems that continue to operate during a fire. A dynamic fire damper is tested and rated for closure under elevated temperature air- flow.

[F] FIRE DETECTOR, AUTOMATIC. A device designed to detect the presence of a fire signature and to initiate action.

FIRE DOOR. The door component of a fire door assembly.

FIRE DOOR ASSEMBLY. Any combination of a fire door, frame, hardware and other accessories that together provide a specific degree of fire protection to the opening.

FIRE DOOR ASSEMBLY, FLOOR. See “Floor fire door assembly.”

FIRE EXIT HARDWARE. Panic hardware that is listed for use on fire door assemblies.

[F] FIRE LANE. A road or other passageway developed to allow the passage of fire apparatus. A fire lane is not neces- sarily intended for vehicular traffic other than fire apparatus.

FIRE PARTITION. A vertical assembly of materials designed to restrict the spread of fire in which openings are protected.

FIRE PROTECTION RATING. The period of time that an opening protective will maintain the ability to confine a fire as determined by tests specified in Section 716. Ratings are stated in hours or minutes.

[F] FIRE PROTECTION SYSTEM. Approved devices, equipment and systems or combinations of systems used to detect a fire, activate an alarm, extinguish or control a fire, control or manage smoke and products of a fire or any combi- nation thereof.

FIRE-RATED GLAZING. Glazing with either a fire pro- tection rating or a fire-resistance rating.

FIRE RESISTANCE. That property of materials or their assemblies that prevents or retards the passage of excessive heat, hot gases or flames under conditions of use.

FIRE-RESISTANCE RATING. The period of time a build- ing element, component or assembly maintains the ability to confine a fire, continues to perform a given structural func-

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tion, or both, as determined by the tests, or the methods based on tests, prescribed in Section 703.

FIRE-RESISTANT JOINT SYSTEM. An assemblage of specific materials or products that are designed, tested and fire-resistance rated in accordance with either ASTM E1966 or UL 2079 to resist for a prescribed period of time the pas- sage of fire through joints made in or between fire-resistance- rated assemblies.

[F] FIRE SAFETY FUNCTIONS. Building and fire control functions that are intended to increase the level of life safety for occupants or to control the spread of harmful effects of fire.

FIRE SEPARATION DISTANCE. The distance measured from the building face to one of the following:

1. The closest interior lot line.

2. To the centerline of a street, an alley or public way.

3. To an imaginary line between two buildings on the lot.

The distance shall be measured at right angles from the face of the wall.

FIRE WALL. A fire-resistance-rated wall having protected openings, which restricts the spread of fire and extends con- tinuously from the foundation to or through the roof, with sufficient structural stability under fire conditions to allow collapse of construction on either side without collapse of the wall.

FIRE WINDOW ASSEMBLY. A window constructed and glazed to give protection against the passage of fire.

FIREBLOCKING. Building materials, or materials approved for use as fireblocking, installed to resist the free passage of flame to other areas of the building through con- cealed spaces.

[M] FIREPLACE. A hearth and fire chamber or similar pre- pared place in which a fire may be made and which is built in conjunction with a chimney.

FIREPLACE THROAT. The opening between the top of the firebox and the smoke chamber.

FIRESTOP, MEMBRANE-PENETRATION. See “Mem- brane-penetration firestop.”

FIRESTOP, PENETRATION. See “Penetration firestop.”

FIRESTOP SYSTEM, THROUGH-PENETRATION. See “Through-penetration firestop system.”

[F] FIREWORKS. Any composition or device for the pur- pose of producing a visible or audible effect for entertainment purposes by combustion, deflagration or detonation that meets the definition of 1.4G fireworks or 1.3G fireworks.

Fireworks, 1.3G. Large fireworks devices, which are explosive materials, intended for use in fireworks displays and designed to produce audible or visible effects by com- bustion, deflagration or detonation. Such 1.3G fireworks include, but are not limited to, firecrackers containing more than 130 milligrams (2 grains) of explosive composi- tion, aerial shells containing more than 40 grams of pyro- technic composition, and other display pieces which exceed the limits for classification as 1.4G fireworks. Such

1.3G fireworks are also described as fireworks, UN0335 by the DOTn.

Fireworks, 1.4G. Small fireworks devices containing restricted amounts of pyrotechnic composition designed primarily to produce visible or audible effects by combus- tion. Such 1.4G fireworks which comply with the con- struction, chemical composition and labeling regulations of the DOTn for fireworks, UN0336, and the U.S. Con- sumer Product Safety Commission (CPSC) as set forth in CPSC 16 CFR: Parts 1500 and 1507, are not explosive materials for the purpose of this code.

FIXED BASE OPERATOR (FBO). A commercial busi- ness granted the right by the airport sponsor to operate on an airport and provide aeronautical services, such as fueling, hangaring, tie-down and parking, aircraft rental, aircraft maintenance and flight instruction.

FIXED SEATING. Furniture or fixture designed and installed for the use of sitting and secured in place including bench-type seats and seats with or without backs or arm rests.

FLAME SPREAD. The propagation of flame over a surface.

FLAME SPREAD INDEX. A comparative measure, expressed as a dimensionless number, derived from visual measurements of the spread of flame versus time for a mate- rial tested in accordance with ASTM E84 or UL 723.

[F] FLAMMABLE GAS. A material that is a gas at 68°F (20°C) or less at 14.7 pounds per square inch atmosphere (psia) (101 kPa) of pressure [a material that has a boiling point of 68°F (20°C) or less at 14.7 psia (101 kPa)] which:

1. Is ignitable at 14.7 psia (101 kPa) when in a mixture of 13 percent or less by volume with air; or

2. Has a flammable range at 14.7 psia (101 kPa) with air of at least 12 percent, regardless of the lower limit.

The limits specified shall be determined at 14.7 psi (101 kPa) of pressure and a temperature of 68°F (20°C) in accor- dance with ASTM E681.

[F] FLAMMABLE LIQUEFIED GAS. A liquefied com- pressed gas which, under a charged pressure, is partially liq- uid at a temperature of 68°F (20°C) and which is flammable.

[F] FLAMMABLE LIQUID. A liquid having a closed cup flash point below 100°F (38°C). Flammable liquids are fur- ther categorized into a group known as Class I liquids. The Class I category is subdivided as follows:

Class IA. Liquids having a flash point below 73°F (23°C) and a boiling point below 100°F (38°C).

Class IB. Liquids having a flash point below 73°F (23°C) and a boiling point at or above 100°F (38°C).

Class IC. Liquids having a flash point at or above 73°F (23°C) and below 100°F (38°C). The category of flamma- ble liquids does not include compressed gases or cryo- genic fluids.

[F] FLAMMABLE MATERIAL. A material capable of being readily ignited from common sources of heat or at a temperature of 600°F (316°C) or less.

[F] FLAMMABLE SOLID. A solid, other than a blasting agent or explosive, that is capable of causing fire through fric-

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tion, absorption or moisture, spontaneous chemical change, or retained heat from manufacturing or processing, or which has an ignition temperature below 212°F (100°C) or which burns so vigorously and persistently when ignited as to create a serious hazard. A chemical shall be considered a flammable solid as determined in accordance with the test method of CPSC 16 CFR; Part 1500.44, if it ignites and burns with a self-sustained flame at a rate greater than 0.1 inch (2.5 mm) per second along its major axis.

[F] FLAMMABLE VAPORS OR FUMES. The concentra- tion of flammable constituents in air that exceeds 25 percent of their lower flammable limit (LFL).

[F] FLASH POINT. The minimum temperature in degrees Fahrenheit at which a liquid will give off sufficient vapors to form an ignitable mixture with air near the surface or in the container, but will not sustain combustion. The flash point of a liquid shall be determined by appropriate test procedure and apparatus as specified in ASTM D56, ASTM D93 or ASTM D3278.

FLIGHT. A continuous run of rectangular treads, winders or combination thereof from one landing to another.

FLOATING RESIDENTIAL UNIT. A structure primarily designed or constructed as a living unit, built on a floating base, which is not designed primarily as a vessel, is not self- propelled although it may be towed about from place to place, and is primarily intended to be anchored or otherwise moored in a fixed location.

[BS] FLOOD or FLOODING. A general and temporary condition of partial or complete inundation of normally dry land from:

1. The overflow of inland or tidal waters.

2. The unusual and rapid accumulation or runoff of sur- face waters from any source.

[BS] FLOOD DAMAGE-RESISTANT MATERIALS. Any construction material capable of withstanding direct and prolonged contact with floodwaters without sustaining any damage that requires more than cosmetic repair.

FLOOD, DESIGN. See “Design flood.”

FLOOD ELEVATION, DESIGN. See “Design flood eleva- tion.”

[BS] FLOOD HAZARD AREA. The greater of the follow- ing two areas:

1. The area within a flood plain subject to a 1-percent or greater chance of flooding in any year.

2. The area designated as a flood hazard area on a com- munity’s flood hazard map, or otherwise legally desig- nated.

FLOOD HAZARD AREAS, SPECIAL. See “Special flood hazard area.”

[BS] FLOOD INSURANCE RATE MAP (FIRM). An offi- cial map of a community on which the Federal Emergency Management Agency (FEMA) has delineated both the spe- cial flood hazard areas and the risk premium zones applica- ble to the community.

[BS] FLOOD INSURANCE STUDY. The official report provided by the Federal Emergency Management Agency containing the Flood Insurance Rate Map (FIRM), the Flood Boundary and Floodway Map (FBFM), the water surface ele- vation of the base flood and supporting technical data.

[BS] FLOODWAY. The channel of the river, creek or other watercourse and the adjacent land areas that must be reserved in order to discharge the base flood without cumulatively increasing the water surface elevation more than a designated height.

FLOOR AREA, GROSS. The floor area within the inside perimeter of the exterior walls of the building under consider- ation, exclusive of vent shafts and courts, without deduction for corridors, stairways, ramps, closets, the thickness of inte- rior walls, columns or other features. The floor area of a building, or portion thereof, not provided with surrounding exterior walls shall be the usable area under the horizontal projection of the roof or floor above. The gross floor area shall not include shafts with no openings or interior courts.

FLOOR AREA, NET. The actual occupied area not includ- ing unoccupied accessory areas such as corridors, stairways, ramps, toilet rooms, mechanical rooms and closets.

FLOOR FIRE DOOR ASSEMBLY. A combination of a fire door, a frame, hardware and other accessories installed in a horizontal plane, which together provide a specific degree of fire protection to a through-opening in a fire-resistance- rated floor (see Section 712.1.13.1).

[F] FOAM-EXTINGUISHING SYSTEM. A special sys- tem discharging a foam made from concentrates, either mechanically or chemically, over the area to be protected.

FOAM PLASTIC INSULATION. A plastic that is inten- tionally expanded by the use of a foaming agent to produce a reduced-density plastic containing voids consisting of open or closed cells distributed throughout the plastic for thermal insulating or acoustical purposes and that has a density less than 20 pounds per cubic foot (pcf) (320 kg/m3).

FOLDING AND TELESCOPIC SEATING. Tiered seating having an overall shape and size that is capable of being reduced for purposes of moving or storing and is not a build- ing element.

FOOD COURT. A public seating area located in the mall that serves adjacent food preparation tenant spaces.

FOSTER CARE FACILITIES. Facilities that provide care to more than five children, 21/2 years of age or less.

[BS] FOUNDATION PIER (for Chapter 21). An isolated vertical foundation member whose horizontal dimension measured at right angles to its thickness does not exceed three times its thickness and whose height is equal to or less than four times its thickness.

FRAME STRUCTURE. A building or other structure in which vertical loads from floors and roofs are primarily sup- ported by columns.

GABLE. The triangular portion of a wall beneath the end of a dual-slope, pitched, or mono-slope roof or portion thereof and above the top plates of the story or level of the ceiling below.

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GARAGE DOOR MANUFACTURER. The party respon- sible for the completed assembly of the garage door compo- nents.

GARDEN MAUSOLEUM. A mausoleum for the public built without heat or air conditioning but may contain an open-air committal area.

[F] GAS CABINET. A fully enclosed, ventilated noncom- bustible enclosure used to provide an isolated environment for compressed gas cylinders in storage or use. Doors and access ports for exchanging cylinders and accessing pressure- regulating controls are allowed to be included.

[F] GAS ROOM. A separately ventilated, fully enclosed room in which only compressed gases and associated equip- ment and supplies are stored or used.

[F] GASEOUS HYDROGEN SYSTEM. An assembly of piping, devices and apparatus designed to generate, store, contain, distribute or transport a nontoxic, gaseous hydrogen- containing mixture having not less than 95-percent hydrogen gas by volume and not more than 1-percent oxygen by vol- ume. Gaseous hydrogen systems consist of items such as compressed gas containers, reactors and appurtenances, including pressure regulators, pressure relief devices, mani- folds, pumps, compressors and interconnecting piping and tubing and controls.

GLASS FIBERBOARD. Fibrous glass roof insulation con- sisting of inorganic glass fibers formed into rigid boards using a binder. The board has a top surface faced with asphalt and kraft reinforced with glass fiber.

[BS] GRADE (LUMBER). The classification of lumber in regard to strength and utility in accordance with American Softwood Lumber Standard DOC PS 20 and the grading rules of an approved lumber rules-writing agency.

GRADE PLANE. A reference plane representing the aver- age of finished ground level adjoining the building at exterior walls. Where the finished ground level slopes away from the exterior walls, the reference plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 feet (1829 mm) from the building, between the building and a point 6 feet (1829 mm) from the building.

GRADE PLANE, STORY ABOVE. See “Story above grade plane.”

GRANDSTAND. Tiered seating supported on a dedicated structural system and two or more rows high and is not a building element (see “Bleachers”).

GROSS LEASABLE AREA. The total floor area designed for tenant occupancy and exclusive use. The area of tenant occupancy is measured from the centerlines of joint partitions to the outside of the tenant walls. All tenant areas, including areas used for storage, shall be included in calculating gross leasable area.

GROUP HOME. A facility for social rehabilitation, sub- stance abuse or mental health problems that contains a group housing arrangement that provides custodial care but does not provide medical care.

GUARD. A building component or a system of building components located at or near the open sides of elevated walking surfaces that minimizes the possibility of a fall from the walking surface to a lower level.

GUEST ROOM. A room used or intended to be used by one or more guests for living or sleeping purposes.

GYPSUM BOARD. The generic name for a family of sheet products consisting of a noncombustible core primarily of gypsum with paper surfacing. Gypsum wallboard, gypsum sheathing, gypsum base for gypsum veneer plaster, exterior gypsum soffit board, predecorated gypsum board and water- resistant gypsum backing board complying with the standards listed in Tables 2506.2, 2507.2 and Chapter 35 are types of gypsum board.

[BS] GYPSUM PANEL PRODUCT. The general name for a family of sheet products consisting essentially of gypsum.

[BS] GYPSUM PLASTER. A mixture of calcined gypsum or calcined gypsum and lime and aggregate and other approved materials as specified in this code.

[BS] GYPSUM VENEER PLASTER. Gypsum plaster applied to an approved base in one or more coats normally not exceeding 1/4 inch (6.4 mm) in total thickness.

HABITABLE SPACE. A space in a building for living, sleeping, eating or cooking. Bathrooms, toilet rooms, closets, halls, screen enclosures, sunroom Categories I, II, III and IV as defined in Section 2002.6, storage or utility spaces and similar areas are not considered habitable spaces.

[F] HALOGENATED EXTINGUISHING SYSTEM. A fire-extinguishing system using one or more atoms of an ele- ment from the halogen chemical series: fluorine, chlorine, bromine and iodine.

[F] HANDLING. The deliberate transport by any means to a point of storage or use.

HANDRAIL. A horizontal or sloping rail intended for grasp- ing by the hand for guidance or support.

HARDBOARD. A fibrous-felted, homogeneous panel made from lignocellulosic fibers consolidated under heat and pres- sure in a hot press to a density not less than 31 pcf (497 kg/ m3).

HARDWARE. See “Fire exit hardware” and “Panic hard- ware.”

[F] HAZARDOUS MATERIALS. Those chemicals or sub- stances that are physical hazards or health hazards as classi- fied in Section 307 and the Florida Fire Prevention Code, whether the materials are in usable or waste condition.

[F] HAZARDOUS PRODUCTION MATERIAL (HPM). A solid, liquid or gas associated with semiconductor manu- facturing that has a degree-of-hazard rating in health, flam- mability or instability of Class 3 or 4 as ranked by NFPA 704 and which is used directly in research, laboratory or produc- tion processes which have as their end product materials that are not hazardous.

[BS] HEAD JOINT. Vertical mortar joint placed between masonry units within the wythe at the time the masonry units are laid.

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[F] HEALTH HAZARD. A classification of a chemical for which there is statistically significant evidence that acute or chronic health effects are capable of occurring in exposed persons. The term “health hazard” includes chemicals that are toxic or highly toxic, and corrosive.

HEAT DETECTOR. See “Detector, heat.”

HEIGHT, BUILDING. The vertical distance from grade plane to the average height of the highest roof surface.

HEIGHT, THRESHOLD BUILDING. The height of the building is at the mean distance between the eaves and the ridge of the roofing structure. If the distance from grade to the line which is the mean distance between the eaves and the ridge of the roofing structure is more than 50 feet (16 240 mm), the building is to be considered a “threshold building” within the contemplation of the Threshold Building Act.

HELICAL PILE. Manufactured steel deep foundation ele- ment consisting of a central shaft and one or more helical bearing plates. A helical pile is installed by rotating it into the ground. Each helical bearing plate is formed into a screw thread with a uniform defined pitch.

HELIPAD. A structural surface that is used for the landing, taking off, taxiing and parking of helicopters.

HELIPORT. An area of land or water or a structural surface that is used, or intended for use, for the landing and taking off of helicopters, and any appurtenant areas that are used, or intended for use, for heliport buildings or other heliport facil- ities.

HELISTOP. The same as “heliport,” except that no fueling, defueling, maintenance, repairs or storage of helicopters is permitted.

HIGH-PRESSURE DECORATIVE EXTERIOR- GRADE COMPACT LAMINATE (HPL). Panels consist- ing of layers of cellulose fibrous material impregnated with thermosetting resins and bonded together by a high-pressure process to form a homogeneous nonporous core suitable for exterior use.

HIGH-PRESSURE DECORATIVE EXTERIOR- GRADE COMPACT LAMINATE (HPL) SYSTEM. An exterior wall covering fabricated using HPL in a specific assembly including joints, seams, attachments, substrate, framing and other details as appropriate to a particular design.

HIGH-RISE BUILDING. A building with an occupied floor located more than 75 feet (22 860 mm) above the lowest level of fire department vehicle access.

HIGH VELOCITY HURRICANE ZONE. This zone con- sists of Broward and Dade counties.

[F] HIGHLY TOXIC. A material which produces a lethal dose or lethal concentration that falls within any of the fol- lowing categories:

1. A chemical that has a median lethal dose (LD50) of 50 milligrams or less per kilogram of body weight when administered orally to albino rats weighing between 200 and 300 grams each.

2. A chemical that has a median lethal dose (LD50) of 200 milligrams or less per kilogram of body weight when

administered by continuous contact for 24 hours (or less if death occurs within 24 hours) with the bare skin of albino rabbits weighing between 2 and 3 kilograms each.

3. A chemical that has a median lethal concentration (LC50) in air of 200 parts per million by volume or less of gas or vapor, or 2 milligrams per liter or less of mist, fume or dust, when administered by continuous inhala- tion for 1 hour (or less if death occurs within 1 hour) to albino rats weighing between 200 and 300 grams each.

Mixtures of these materials with ordinary materials, such as water, might not warrant classification as highly toxic. While this system is basically simple in application, any haz- ard evaluation that is required for the precise categorization of this type of material shall be performed by experienced, technically competent persons.

[A] HISTORIC BUILDINGS. Buildings that are listed in or eligible for listing in the National Register of Historic Places, or designated as historic under an appropriate state or local law (see Chapter 12 of the Florida Building Code, Existing Building).

HORIZONTAL ASSEMBLY. A fire-resistance-rated floor or roof assembly of materials designed to restrict the spread of fire in which continuity is maintained.

HORIZONTAL EXIT. An exit component consisting of fire-resistance-rated construction and opening protectives intended to compartmentalize portions of a building or another building thereby creating refuge areas that afford safety from the fire and smoke from the area of fire origin.

HOSPITALS AND PSYCHIATRIC HOSPITALS. Facili- ties that provide care or treatment for the medical, psychiat- ric, obstetrical, or surgical treatment of care recipients who are incapable of self-preservation.

HOUSING UNIT. A dormitory or a group of cells with a common dayroom in Group I-3.

[F] HPM ROOM. A room used in conjunction with or serv- ing a Group H-5 occupancy, where HPM is stored or used and which is classified as a Group H-2, H-3 or H-4 occu- pancy.

[BS] HURRICANE-PRONE REGIONS. Areas vulnerable to hurricanes defined as:

1. The U. S. Atlantic Ocean and Gulf of Mexico coasts where the ultimate design wind speed, Vult, for Risk Cat- egory II buildings is greater than 115 mph (51.4 m/s);

2. Hawaii, Puerto Rico, Guam, Virgin Islands and Ameri- can Samoa.

[F] HYDROGEN FUEL GAS ROOM. A room or space that is intended exclusively to house a gaseous hydrogen sys- tem.

[BS] ICE-SENSITIVE STRUCTURE. A structure for which the effect of an atmospheric ice load governs the design of a structure or portion thereof. This includes, but is not limited to, lattice structures, guyed masts, overhead lines, light suspension and cable-stayed bridges, aerial cable sys- tems (e.g., for ski lifts or logging operations), amusement rides, open catwalks and platforms, flagpoles and signs.

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[F] IMMEDIATELY DANGEROUS TO LIFE AND HEALTH (IDLH). The concentration of air-borne contami- nants which poses a threat of death, immediate or delayed permanent adverse health effects, or effects that could pre- vent escape from such an environment. This contaminant concentration level is established by the National Institute of Occupational Safety and Health (NIOSH) based on both tox- icity and flammability. It generally is expressed in parts per million by volume (ppmv/v) or milligrams per cubic meter (mg/m3). If adequate data do not exist for precise establish- ment of IDLH concentrations, an independent certified indus- trial hygienist, industrial toxicologist, appropriate regulatory agency or other source approved by the building official shall make such determination.

[BS] IMPACT LOAD. The load resulting from moving machinery, elevators, craneways, vehicles and other similar forces and kinetic loads, pressure and possible surcharge from fixed or moving loads.

INCAPABLE OF SELF-PRESERVATION. Persons who, because of age, physical limitations, mental limitations, chemical dependency or medical treatment, cannot respond as an individual to an emergency situation.

[F] INCOMPATIBLE MATERIALS. Materials that, when mixed, have the potential to react in a manner that generates heat, fumes, gases or byproducts which are hazardous to life or property.

[F] INERT GAS. A gas that is capable of reacting with other materials only under abnormal conditions such as high tem- peratures, pressures and similar extrinsic physical forces. Within the context of the code, inert gases do not exhibit either physical or health hazard properties as defined (other than acting as a simple asphyxiant) or hazard properties other than those of a compressed gas. Some of the more common inert gases include argon, helium, krypton, neon, nitrogen and xenon.

[F] INITIATING DEVICE. A system component that origi- nates transmission of a change-of-state condition, such as in a smoke detector, manual fire alarm box or supervisory switch.

INTENDED TO BE OCCUPIED AS A RESIDENCE. This refers to a dwelling unit or sleeping unit that can or will be used all or part of the time as the occupant’s place of abode.

INTERIOR EXIT RAMP. An exit component that serves to meet one or more means of egress design requirements, such as required number of exits or exit access travel distance, and provides for a protected path of egress travel to the exit dis- charge or public way.

INTERIOR EXIT STAIRWAY. An exit component that serves to meet one or more means of egress design require- ments, such as required number of exits or exit access travel distance, and provides for a protected path of egress travel to the exit discharge or public way.

INTERIOR FINISH. Interior finish includes interior wall and ceiling finish and interior floor finish.

INTERIOR FLOOR FINISH. The exposed floor surfaces of buildings including coverings applied over a finished floor or stair, including risers.

INTERIOR FLOOR-WALL BASE. Interior floor finish trim used to provide a functional or decorative border at the intersection of walls and floors.

INTERIOR SURFACES. Surfaces other than weather exposed surfaces.

INTERIOR WALL AND CEILING FINISH. The exposed interior surfaces of buildings, including but not limited to: fixed or movable walls and partitions; toilet room privacy partitions; columns; ceilings; and interior wainscoting, panel- ing or other finish applied structurally or for decoration, acoustical correction, surface insulation, structural fire resis- tance or similar purposes, but not including trim.

[BS] INTERLAYMENT. A layer of felt or nonbituminous saturated felt not less than 18 inches (457 mm) wide, shingled between each course of a wood-shake roof covering.

INTUMESCENT FIRE-RESISTANT COATINGS. Thin film liquid mixture applied to substrates by brush, roller, spray or trowel which expands into a protective foamed layer to provide fire-resistant protection of the substrates when exposed to flame or intense heat.

[BS] JOINT. The opening in or between adjacent assemblies that is created due to building tolerances, or is designed to allow independent movement of the building in any plane caused by thermal, seismic, wind or any other loading.

[A] JURISDICTION. The governmental unit that has adopted this code under due legislative authority.

L RATING. The air leakage rating of a through penetration firestop system or a fire-resistant joint system when tested in accordance with UL 1479 or UL 2079, respectively.

[A] LABEL. An identification applied on a product by the manufacturer that contains the name of the manufacturer, the function and performance characteristics of the product or material and the name and identification of an approved agency, and that indicates that the representative sample of the product or material has been tested and evaluated by an approved agency (see Section 1703.5, “Manufacturer’s des- ignation” and “Mark”).

[A] LABELED. Equipment, materials or products to which has been affixed a label, seal, symbol or other identifying mark of a nationally recognized testing laboratory, approved agency or other organization concerned with product evalua- tion that maintains periodic inspection of the production of the above-labeled items and whose labeling indicates either that the equipment, material or product meets identified stan- dards or has been tested and found suitable for a specified purpose.

LANDSCAPE ARCHITECT. A Florida-registered land- scape architect.

LEVEL OF EXIT DISCHARGE. See “Exit discharge, level of.”

LIGHT-DIFFUSING SYSTEM. Construction consisting in whole or in part of lenses, panels, grids or baffles made with light-transmitting plastics positioned below independently mounted electrical light sources, skylights or light-transmit- ting plastic roof panels. Lenses, panels, grids and baffles that

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are part of an electrical fixture shall not be considered as a light-diffusing system.

LIGHT-FRAME CONSTRUCTION. A type of construc- tion whose vertical and horizontal structural elements are pri- marily formed by a system of repetitive wood or cold-formed steel framing members.

LIGHT-TRANSMITTING PLASTIC ROOF PANELS. Structural plastic panels other than skylights that are fastened to structural members, or panels or sheathing and that are used as light-transmitting media in the plane of the roof.

LIGHT-TRANSMITTING PLASTIC WALL PANELS. Plastic materials that are fastened to structural members, or to structural panels or sheathing, and that are used as light-trans- mitting media in exterior walls.

[BS] LIMIT OF MODERATE WAVE ACTION. Line shown on FIRMs to indicate the inland limit of the 11/2-foot (457 mm) breaking wave height during the base flood.

[BS] LIMIT STATE. A condition beyond which a structure or member becomes unfit for service and is judged to be no longer useful for its intended function (serviceability limit state) or to be unsafe (strength limit state).

[F] LIQUID. A material that has a melting point that is equal to or less than 68°F (20°C) and a boiling point that is greater than 68°F (20°C) at 14.7 pounds per square inch absolute (psia) (101 kPa). When not otherwise identified, the term “liquid” includes both flammable and combustible liquids.

[F] LIQUID STORAGE ROOM. A room classified as a Group H-3 occupancy used for the storage of flammable or combustible liquids in a closed condition.

[F] LIQUID USE, DISPENSING AND MIXING ROOM. A room in which Class I, II and IIIA flammable or combusti- ble liquids are used, dispensed or mixed in open containers.

[A] LISTED. Equipment, materials, products or services included in a list published by an organization acceptable to the building official and concerned with evaluation of prod- ucts or services that maintains periodic inspection of produc- tion of listed equipment or materials or periodic evaluation of services and whose listing states either that the equipment, material, product or service meets identified standards or has been tested and found suitable for a specified purpose.

LIVE/WORK UNIT. A dwelling unit or sleeping unit in which a significant portion of the space includes a nonresi- dential use that is operated by the tenant.

[BS] LIVE LOAD. A load produced by the use and occu- pancy of the building or other structure that does not include construction or environmental loads such as wind load, snow load, rain load, earthquake load, flood load or dead load.

[BS] LIVE LOAD, ROOF. A load on a roof produced:

1. During maintenance by workers, equipment and mate- rials;

2. During the life of the structure by movable objects such as planters or other similar small decorative appurte- nances that are not occupancy related; or

3. By the use and occupancy of the roof such as for roof gardens or assembly areas.

[BS] LOAD AND RESISTANCE FACTOR DESIGN (LRFD). A method of proportioning structural members and their connections using load and resistance factors such that no applicable limit state is reached when the structure is sub- jected to appropriate load combinations. The term “LRFD” is used in the design of steel and wood structures.

[BS] LOAD EFFECTS. Forces and deformations produced in structural members by the applied loads.

[BS] LOAD FACTOR. A factor that accounts for deviations of the actual load from the nominal load, for uncertainties in the analysis that transforms the load into a load effect, and for the probability that more than one extreme load will occur simultaneously.

[BS] LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitude, such as dead loads. All other loads are variable loads (see “Nominal loads”).

LOCAL FLOODPLAIN MANAGEMENT ORDI- NANCE. An ordinance or regulation adopted pursuant to the requirements in Title 44 Code of Federal Regulations, Parts 59 and 60 for participation in the National Flood Insurance Program.

LODGING HOUSE. A one-family dwelling where one or more occupants are primarily permanent in nature and rent is paid for guest rooms.

[A] LOT. A portion or parcel of land considered as a unit.

[A] LOT LINE. A line dividing one lot from another, or from a street or any public place.

LOW-ENERGY POWER-OPERATED DOOR. Swinging door which opens automatically upon an action by a pedes- trian such as pressing a push plate or waving a hand in front of a sensor. The door closes automatically, and operates with decreased forces and decreased speeds (see “Power-assisted door” and “Power-operated door”).

[F] LOWER FLAMMABLE LIMIT (LFL). The minimum concentration of vapor in air at which propagation of flame will occur in the presence of an ignition source. The LFL is sometimes referred to as “LEL” or “lower explosive limit.”

[BS] LOWEST FLOOR. The lowest floor of the lowest enclosed area, including basement, but excluding any unfin- ished or flood-resistant enclosure, usable solely for vehicle parking, building access or limited storage provided that such enclosure is not built so as to render the structure in violation of Section 1612.

[BS] MAIN WINDFORCE-RESISTING SYSTEM. An assemblage of structural elements assigned to provide sup- port and stability for the overall structure. The system gener- ally receives wind loading from more than one surface

MALL BUILDING, COVERED and MALL BUILDING, OPEN. See “Covered mall building.”

[F] MANUAL FIRE ALARM BOX. A manually operated device used to initiate an alarm signal.

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[A] MANUFACTURER’S DESIGNATION. An identifica- tion applied on a product by the manufacturer indicating that a product or material complies with a specified standard or set of rules (see “Label” and “Mark”).

[A] MARK. An identification applied on a product by the manufacturer indicating the name of the manufacturer and the function of a product or material (see “Label” and “Manufac- turer’s designation”).

MARQUEE. A canopy that has a top surface which is sloped less than 25 degrees from the horizontal and is located less than 10 feet (3048 mm) from operable openings above or adjacent to the level of the marquee.

[BS] MASONRY. A built-up construction or combination of building units or materials of clay, shale, concrete, glass, gyp- sum, stone or other approved units bonded together with or without mortar or grout or other accepted methods of joining.

Glass unit masonry. Masonry composed of glass units bonded by mortar.

Plain masonry. Masonry in which the tensile resistance of the masonry is taken into consideration and the effects of stresses in reinforcement are neglected.

Reinforced masonry. Masonry construction in which reinforcement acting in conjunction with the masonry is used to resist forces.

Solid masonry. Masonry consisting of solid masonry units laid contiguously with the joints between the units filled with mortar.

Unreinforced (plain) masonry. Masonry in which the tensile resistance of masonry is taken into consideration and the resistance of the reinforcing steel, if present, is neglected.

[BS] MASONRY UNIT. Brick, tile, stone, glass block or concrete block conforming to the requirements specified in Section 2103.

Hollow. A masonry unit whose net cross-sectional area in any plane parallel to the load-bearing surface is less than 75 percent of its gross cross-sectional area measured in the same plane.

Solid. A masonry unit whose net cross-sectional area in every plane parallel to the load-bearing surface is 75 per- cent or more of its gross cross-sectional area measured in the same plane.

MASTIC FIRE-RESISTANT COATINGS. Liquid mix- ture applied to a substrate by brush, roller, spray or trowel that provides fire-resistant protection of a substrate when exposed to flame or intense heat.

MATERIAL CODE VIOLATION. A material code viola- tion is a violation that exists within a completed building, structure or facility which may reasonably result, or has resulted, in physical harm to a person or significant damage to the performance of a building or its systems.

MATERIAL VIOLATION. As defined in Florida Statutes.

MAUSOLEUM. A permanent structure or building which is substantially exposed above the ground and is intended for the interment, entombment, or inurnment of human remains.

MEANS OF EGRESS. A continuous and unobstructed path of vertical and horizontal egress travel from any occupied portion of a building or structure to a public way. A means of egress consists of three separate and distinct parts: the exit access, the exit and the exit discharge.

MEANS OF ESCAPE. As used in Section 1010.1.4.5, a way out of a building or structure that does not conform to the strict definition of means of egress but does provide an alter- nate way out. A means of escape consists of a door, stairway, passage or hall providing a way of unobstructed travel to the outside at street or ground level. It may also consist of a pas- sage through an adjacent nonlockable space, independent of and remotely located from the means of egress, to any approved exit.

MECHANICAL-ACCESS OPEN PARKING GARAGES. Open parking garages employing parking machines, lifts, elevators or other mechanical devices for vehicles moving from and to street level and in which public occupancy is pro- hibited above the street level.

MECHANICAL EQUIPMENT SCREEN. A rooftop struc- ture, not covered by a roof, used to aesthetically conceal plumbing, electrical or mechanical equipment from view.

MEDICAL CARE. Care involving medical or surgical pro- cedures, nursing or for psychiatric purposes.

MEMBRANE-COVERED CABLE STRUCTURE. A nonpressurized structure in which a mast and cable system provides support and tension to the membrane weather bar- rier and the membrane imparts stability to the structure.

MEMBRANE-COVERED FRAME STRUCTURE. A nonpressurized building wherein the structure is composed of a rigid framework to support a tensioned membrane which provides the weather barrier.

MEMBRANE PENETRATION. A breach in one side of a floor-ceiling, roof-ceiling or wall assembly to accommodate an item installed into or passing through the breach.

MEMBRANE-PENETRATION FIRESTOP. A material, device or construction installed to resist for a prescribed time period the passage of flame and heat through openings in a protective membrane in order to accommodate cables, cable trays, conduit, tubing, pipes or similar items.

MEMBRANE-PENETRATION FIRESTOP SYSTEM. An assemblage consisting of a fire-resistance-rated floor-ceil- ing, roof-ceiling or wall assembly, one or more penetrating items installed into or passing through the breach in one side of the assembly and the materials or devices, or both, installed to resist the spread of fire into the assembly for a prescribed period of time.

MERCHANDISE PAD. A merchandise pad is an area for display of merchandise surrounded by aisles, permanent fix- tures or walls. Merchandise pads contain elements such as nonfixed and moveable fixtures, cases, racks, counters and partitions from which customers browse or shop.

METAL COMPOSITE MATERIAL (MCM). A factory- manufactured panel consisting of metal skins bonded to both faces of a solid plastic core.

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METAL COMPOSITE MATERIAL (MCM) SYSTEM. An exterior wall covering fabricated using MCM in a specific assembly including joints, seams, attachments, substrate, framing and other details as appropriate to a particular design.

[BS] METAL ROOF PANEL. An interlocking metal sheet having a minimum installed weather exposure of 3 square feet (0.279 m2) per sheet.

[BS] METAL ROOF SHINGLE. An interlocking metal sheet having an installed weather exposure less than 3 square feet (0.279 m2) per sheet.

[RB] METAL ROOF PANEL, METAL ROOF SHIN- GLE MANUFACTURER. The party responsible that forms raw material into metal roof panels and/or metal roof shingles used in building construction.

MEZZANINE. An intermediate level or levels between the floor and ceiling of any story and in accordance with Section 505.

[BS] MICROPILE. A micropile is a bored, grouted-in-place deep foundation element that develops its load-carrying capacity by means of a bond zone in soil, bedrock or a combi- nation of soil and bedrock.

MINERAL BOARD. A rigid felted thermal insulation board consisting of either felted mineral fiber or cellular beads of expanded aggregate formed into flat rectangular units.

MINERAL FIBER. Insulation composed principally of fibers manufactured from rock, slag or glass, with or without binders.

MINERAL WOOL. Synthetic vitreous fiber insulation made by melting predominately igneous rock or furnace slag, and other inorganic materials, and then physically forming the melt into fibers.

[BS] MODIFIED BITUMEN ROOF COVERING. One or more layers of polymer-modified asphalt sheets. The sheet materials shall be fully adhered or mechanically attached to the substrate or held in place with an approved ballast layer.

[BS] MORTAR. A mixture consisting of cementitious mate- rials, fine aggregates, water, with or without admixtures, that is used to construct unit masonry assemblies.

[BS] MORTAR, SURFACE-BONDING. A mixture to bond concrete masonry units that contains hydraulic cement, glass fiber reinforcement with or without inorganic fillers or organic modifiers and water.

MULTILEVEL ASSEMBLY SEATING. Seating that is arranged in distinct levels where each level is comprised of either multiple rows, or a single row of box seats accessed from a separate level.

[F] MULTIPLE-STATION ALARM DEVICE. Two or more single-station alarm devices that can be interconnected such that actuation of one causes all integral or separate audi- ble alarms to operate. A multiple-station alarm device can consist of one single-station alarm device having connections to other detectors or to a manual fire alarm box.

[F] MULTIPLE-STATION SMOKE ALARM. Two or more single-station alarm devices that are capable of inter-

connection such that actuation of one causes the appropriate alarm signal to operate in all interconnected alarms.

MULTISTORY UNIT. A dwelling unit or sleeping unit with habitable space located on more than one story.

[BS] NAILING, BOUNDARY. A special nailing pattern required by design at the boundaries of diaphragms.

[BS] NAILING, EDGE. A special nailing pattern required by design at the edges of each panel within the assembly of a diaphragm or shear wall.

[BS] NAILING, FIELD. Nailing required between the sheathing panels and framing members at locations other than boundary nailing and edge nailing.

[BS] NATURALLY DURABLE WOOD. The heartwood of the following species except for the occasional piece with corner sapwood, provided 90 percent or more of the width of each side on which it occurs is heartwood.

Decay resistant. Redwood, cedar, black locust and black walnut.

Termite resistant. Redwood, Alaska yellow cedar, East- ern red cedar and Western red cedar.

NICHE. A permanent chamber in a columbarium or mauso- leum to hold the cremated remains of one or more individu- als.

[BS] NOMINAL LOADS. The magnitudes of the loads specified in Chapter 16 (dead, live, soil, wind, snow, rain, flood and earthquake).

[BS] NOMINAL SIZE (LUMBER). The commercial size designation of width and depth, in standard sawn lumber and glued-laminated lumber grades; somewhat larger than the standard net size of dressed lumber, in accordance with DOCPS 20 for sawn lumber and with the ANSI/AWC NDS for glued-laminated lumber.

NONCOMBUSTIBLE MEMBRANE STRUCTURE. A membrane structure in which the membrane and all compo- nent parts of the structure are noncombustible.

[BS] NONSTRUCTURAL CONCRETE. Any element made of plain or reinforced concrete that is not part of a struc- tural system required to transfer either gravity or lateral loads to the ground.

NONVISITATION CRYPT MAUSOLEUM. A mauso- leum for the public where the crypts are not accessible to the public.

[F] NORMAL TEMPERATURE AND PRESSURE (NTP). A temperature of 70°F (21°C) and a pressure of 1 atmosphere [14.7 psia (101 kPa)].

NOSING. The leading edge of treads of stairs and of land- ings at the top of stairway flights.

NOTIFICATION ZONE. See “Zone, notification.”

[F] NUISANCE ALARM. An alarm caused by mechanical failure, malfunction, improper installation or lack of proper maintenance, or an alarm activated by a cause that cannot be determined.

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NURSING HOMES. Facilities that provide care, including both intermediate care facilities and skilled nursing facilities where any of the persons are incapable of self-preservation.

OCCUPANT LOAD. The number of persons for which the means of egress of a building or portion thereof is designed.

OCCUPIABLE SPACE. A room or enclosed space designed for human occupancy in which individuals congre- gate for amusement, educational or similar purposes or in which occupants are engaged at labor, and which is equipped with means of egress and light and ventilation facilities meet- ing the requirements of this code.

OPEN-ENDED CORRIDOR. An interior corridor that is open on each end and connects to an exterior stairway or ramp at each end with no intervening doors or separation from the corridor.

OPEN PARKING GARAGE. A structure or portion of a structure with the openings as described in Section 406.5.2 on two or more sides that is used for the parking or storage of private motor vehicles as described in Section 406.5.3.

[F] OPEN SYSTEM. The use of a solid or liquid hazardous material involving a vessel or system that is continuously open to the atmosphere during normal operations and where vapors are liberated, or the product is exposed to the atmo- sphere during normal operations. Examples of open systems for solids and liquids include dispensing from or into open beakers or containers, dip tank and plating tank operations.

[F] OPERATING BUILDING. A building occupied in con- junction with the manufacture, transportation or use of explo- sive materials. Operating buildings are separated from one another with the use of intraplant or intraline distances.

[BS] ORDINARY PRECAST STRUCTURAL WALL. See Section 1905.1.1.

[BS] ORDINARY REINFORCED CONCRETE STRUC- TURAL WALL. See Section 1905.1.1.

[BS] ORDINARY STRUCTURAL PLAIN CONCRETE WALL. See Section 1905.1.1.

[F] ORGANIC PEROXIDE. An organic compound that contains the bivalent -O-O- structure and which may be con- sidered to be a structural derivative of hydrogen peroxide where one or both of the hydrogen atoms have been replaced by an organic radical. Organic peroxides can pose an explo- sion hazard (detonation or deflagration) or they can be shock sensitive. They can also decompose into various unstable compounds over an extended period of time.

Class I. Those formulations that are capable of deflagra- tion but not detonation.

Class II. Those formulations that burn very rapidly and that pose a moderate reactivity hazard.

Class III. Those formulations that burn rapidly and that pose a moderate reactivity hazard.

Class IV. Those formulations that burn in the same man- ner as ordinary combustibles and that pose a minimal reac- tivity hazard.

Class V. Those formulations that burn with less intensity than ordinary combustibles or do not sustain combustion and that pose no reactivity hazard.

Unclassified detonable. Organic peroxides that are capa- ble of detonation. These peroxides pose an extremely high explosion hazard through rapid explosive decomposition.

[BS] ORTHOGONAL. To be in two horizontal directions, at 90 degrees (1.57 rad) to each other.

[BS] OTHER STRUCTURES (for Chapters 16-23). Struc- tures, other than buildings, for which loads are specified in Chapter 16.

OUTPATIENT CLINIC. See “Clinic, outpatient.”

[A] OWNER. Any person, agent, operator, entity, firm or corporation having any legal or equitable interest in the prop- erty; or recorded in the official records of the state, county or municipality as holding an interest or title to the property; or otherwise having possession or control of the property, including the guardian of the estate of any such person, and the executor or administrator of the estate of such person if ordered to take possession of real property by a court.

[F] OXIDIZER. A material that readily yields oxygen or other oxidizing gas, or that readily reacts to promote or initi- ate combustion of combustible materials and, if heated or contaminated, can result in vigorous self-sustained decompo- sition.

Class 4. An oxidizer that can undergo an explosive reac- tion due to contamination or exposure to thermal or physi- cal shock and that causes a severe increase in the burning rate of combustible materials with which it comes into contact. Additionally, the oxidizer causes a severe increase in the burning rate and can cause spontaneous ignition of combustibles.

Class 3. An oxidizer that causes a severe increase in the burning rate of combustible materials with which it comes in contact.

Class 2. An oxidizer that will cause a moderate increase in the burning rate of combustible materials with which it comes in contact.

Class 1. An oxidizer that does not moderately increase the burning rate of combustible materials.

[F] OXIDIZING GAS. A gas that can support and accelerate combustion of other materials more than air does.

[BS] PANEL (PART OF A STRUCTURE). The section of a floor, wall or roof comprised between the supporting frame of two adjacent rows of columns and girders or column bands of floor or roof construction.

PANIC HARDWARE. A door-latching assembly incorpo- rating a device that releases the latch upon the application of a force in the direction of egress travel. See “Fire exit hard- ware.”

[BS] PARTICLEBOARD. A generic term for a panel pri- marily composed of cellulosic materials (usually wood), gen- erally in the form of discrete pieces or particles, as distinguished from fibers. The cellulosic material is com- bined with synthetic resin or other suitable bonding system

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by a process in which the interparticle bond is created by the bonding system under heat and pressure.

PENETRATION FIRESTOP. A through-penetration firestop or a membrane-penetration firestop.

PENTHOUSE. An enclosed, unoccupied rooftop structure used for sheltering mechanical and electrical equipment, tanks, elevators and related machinery, and vertical shaft openings.

[BS] PERFORMANCE CATEGORY. A designation of wood structural panels as related to the panel performance used in Chapter 23.

[A] PERMIT. An official document or certificate issued by the building official that authorizes performance of a speci- fied activity.

[A] PERSON. An individual, heirs, executors, administrators or assigns, and also includes a firm, partnership or corpora- tion, its or their successors or assigns, or the agent of any of the aforesaid.

PERSONAL CARE SERVICE. The care of persons who do not require medical care. Personal care involves responsibil- ity for the safety of the persons while inside the building

PHOTOLUMINESCENT. Having the property of emitting light that continues for a length of time after excitation by visible or invisible light has been removed.

PHOTOVOLTAIC MODULE. A complete, environmen- tally protected unit consisting of solar cells, optics and other components, exclusive of tracker, designed to generate DC power when exposed to sunlight.

PHOTOVOLTAIC PANEL. A collection of modules mechanically fastened together, wired and designed to pro- vide a field-installable unit.

PHOTOVOLTAIC PANEL SYSTEM. A system that incorporates discrete photovoltaic panels, that converts solar radiation into electricity, including rack support systems.

PHOTOVOLTAIC SHINGLES. A roof covering resem- bling shingles that incorporates photovoltaic modules.

[F] PHYSICAL HAZARD. A chemical for which there is evidence that it is a combustible liquid, cryogenic fluid, explosive, flammable (solid, liquid or gas), organic peroxide (solid or liquid), oxidizer (solid or liquid), oxidizing gas, pyrophoric (solid, liquid or gas), unstable (reactive) material (solid, liquid or gas) or water-reactive material (solid or liq- uid).

[F] PHYSIOLOGICAL WARNING THRESHOLD LEVEL. A concentration of air-borne contaminants, nor- mally expressed in parts per million (ppm) or milligrams per cubic meter (mg/m3), that represents the concentration at which persons can sense the presence of the contaminant due to odor, irritation or other quick-acting physiological response. When used in conjunction with the permissible exposure limit (PEL) the physiological warning threshold levels are those consistent with the classification system used to establish the PEL. See the definition of “Permissible expo- sure limit (PEL)” in the Florida Fire Prevention Code.

PLACE OF RELIGIOUS WORSHIP. See “Religious wor- ship, place of.”

PLANS. All construction drawings and specifications for any structure necessary for the building official to review in order to determine whether a proposed structure, addition or reno- vation will meet the requirements of this code and other applicable codes.

PLASTIC, APPROVED. Any thermoplastic, thermosetting or reinforced thermosetting plastic material that conforms to combustibility classifications specified in the section applica- ble to the application and plastic type.

PLASTIC COMPOSITE. A generic designation that refers to wood/plastic composites and plastic lumber.

PLASTIC GLAZING. Plastic materials that are glazed or set in frame or sash and not held by mechanical fasteners that pass through the glazing material.

PLASTIC LUMBER. A manufactured product made pri- marily of plastic materials (filled or unfilled) which is gener- ally rectangular in cross section.

PLATFORM. A raised area within a building used for wor- ship, the presentation of music, plays or other entertainment; the head table for special guests; the raised area for lecturers and speakers; boxing and wrestling rings; theater-in-the- round stages; and similar purposes wherein, other than hori- zontal sliding curtains, there are no overhead hanging cur- tains, drops, scenery or stage effects other than lighting and sound. A temporary platform is one installed for not more than 30 days.

POLYPROPYLENE SIDING. A shaped material, made principally from polypropylene homopolymer, or copolymer, which in some cases contains fillers or reinforcements, that is used to clad exterior walls of buildings.

[BS] PORCELAIN TILE. Tile that conforms to the requirements of ANSI A137.1.3, Section 3.0 for ceramic tile having an absorption of 0.5 percent or less in accordance with ANSI A137.1, Section 4.1 and Section 6.1 Table 10.

[BS] POSITIVE ROOF DRAINAGE. The drainage condi- tion in which consideration has been made for all loading deflections of the roof deck, and additional slope has been provided to ensure drainage of the roof within 48 hours of precipitation.

POWER-ASSISTED DOOR. Swinging door which opens by reduced pushing or pulling force on the door-operating hardware. The door closes automatically after the pushing or pulling force is released and functions with decreased forces. See “Low-energy power-operated door” and “Power-oper- ated door.”

POWER-OPERATED DOOR. Swinging, sliding, or fold- ing door which opens automatically when approached by a pedestrian or opens automatically upon an action by a pedes- trian. The door closes automatically and includes provisions such as presence sensors to prevent entrapment. See “Low energy power-operated door” and “Power-assisted door.”

[BS] PREFABRICATED WOOD I-JOIST. Structural member manufactured using sawn or structural composite lumber flanges and wood structural panel webs bonded

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together with exterior exposure adhesives, which forms an “I” cross-sectional shape.

[BS] PRESTRESSED MASONRY. Masonry in which internal stresses have been introduced to counteract potential tensile stresses in masonry resulting from applied loads.

PRIMARY STRUCTURAL FRAME. The primary struc- tural frame shall include all of the following structural mem- bers:

1. The columns.

2. Structural members having direct connections to the columns, including girders, beams, trusses and span- drels.

3. Members of the floor construction and roof construc- tion having direct connections to the columns.

4. Bracing members that are essential to the vertical sta- bility of the primary structural frame under gravity loading shall be considered part of the primary struc- tural frame whether or not the bracing member carries gravity loads.

PRIVATE GARAGE. A building or portion of a building in which motor vehicles used by the tenants of the building or buildings on the premises are stored or kept, without provi- sions for repairing or servicing such vehicles for profit.

PROSCENIUM WALL. The wall that separates the stage from the auditorium or assembly seating area.

PSYCHIATRIC HOSPITALS. See “Hospitals.”

PUBLIC ENTRANCE. An entrance that is not a service entrance or a restricted entrance.

PUBLIC-USE AREAS. Interior or exterior rooms or spaces that are made available to the general public.

[A] PUBLIC WAY. A street, alley or other parcel of land open to the outside air leading to a street, that has been deeded, dedicated or otherwise permanently appropriated to the public for public use and which has a clear width and height of not less than 10 feet (3048 mm).

[F] PYROPHORIC. A chemical with an auto-ignition tem- perature in air, at or below a temperature of 130°F (54.4°C).

[F] PYROTECHNIC COMPOSITION. A chemical mix- ture that produces visible light displays or sounds through a self-propagating, heat-releasing chemical reaction which is initiated by ignition.

RADIANT BARRIER. A material having a low-emittance surface of 0.1 or less installed in building assemblies.

RAMP. A walking surface that has a running slope steeper than one unit vertical in 20 units horizontal (5-percent slope).

RAMP-ACCESS OPEN PARKING GARAGES. Open parking garages employing a series of continuously rising floors or a series of interconnecting ramps between floors permitting the movement of vehicles under their own power from and to the street level.

RAMP, EXIT ACCESS. See “Exit access ramp.”

RAMP, EXTERIOR EXIT. See “Exterior exit ramp.”

RAMP, INTERIOR EXIT. See “Interior exit ramp.”

[A] RECORD DRAWINGS. Drawings (“as builts”) that document the location of all devices, appliances, wiring sequences, wiring methods and connections of the compo- nents of a fire alarm system as installed.

REFLECTIVE PLASTIC CORE INSULATION. An insulation material packaged in rolls, that is less than 1/2 inch (12.7 mm) thick, with not less than one exterior low-emit- tance surface (0.1 or less) and a core material containing voids or cells.

[A] REGISTERED DESIGN PROFESSIONAL. An indi- vidual who is registered or licensed to practice their respec- tive design profession as defined by the statutory requirements of the professional registration laws of the state or jurisdiction in which the project is to be constructed. This includes any registered design professional so long as they are practicing within the scope of their license, which includes those licensed under Chapters 471 and 481, Florida Statutes.

[A] REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. A registered design profes- sional engaged by the owner or the owner’s authorized agent to review and coordinate certain aspects of the project, as determined by the building official, for compatibility with the design of the building or structure, including submittal docu- ments prepared by others, deferred submittal documents and phased submittal documents.

REGISTERED TERMITICIDE. Product listed as regis- tered for use as a preventative treatment for termites for new construction by the Florida Department of Agriculture and Consumer Services under authority of Chapter 487, Florida Statutes.

RELIGIOUS WORSHIP, PLACE OF. A building or por- tion thereof intended for the performance of religious ser- vices.

[A] REPAIR. The reconstruction or renewal of any part of an existing building for the purpose of its maintenance or to cor- rect damage.

[BS] REROOFING. The process of recovering or replacing an existing roof covering. See “Roof recover” and “Roof replacement.”

RESIDENTIAL AIRCRAFT HANGAR. An accessory building less than 2,000 square feet (186 m2) and 20 feet (6096 mm) in building height constructed on a one- or two- family property where aircraft are stored. Such use will be considered as a residential accessory use incidental to the dwelling.

[BS] RESISTANCE FACTOR. A factor that accounts for deviations of the actual strength from the nominal strength and the manner and consequences of failure (also called “strength reduction factor”).

RESTRICTED ENTRANCE. An entrance that is made available for common use on a controlled basis, but not public use, and that is not a service entrance.

RETRACTABLE AWNING. A retractable awning is a cover with a frame that retracts against a building or other structure to which it is entirely supported.

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[BS] RISK CATEGORY. A categorization of buildings and other structures for determination of flood, wind, snow, ice and earthquake loads based on the risk associated with unac- ceptable performance.

[BS] RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE ACCELERATIONS. The most severe earth- quake effects considered by this code, determined for the ori- entation that results in the largest maximum response to horizontal ground motions and with adjustment for targeted risk.

[BS] ROOF ASSEMBLY (For application to Chapter 15 only). A system designed to provide weather protection and resistance to design loads. The system consists of a roof cov- ering and roof deck or a single component serving as both the roof covering and the roof deck. A roof assembly includes the roof deck, vapor retarder, substrate or thermal barrier, insula- tion, vapor retarder and roof covering.

[BS] ROOF COVERING. The covering applied to the roof deck for weather resistance, fire classification or appearance.

ROOF COVERING SYSTEM. See “Roof assembly.”

[BS] ROOF DECK. The flat or sloped surface constructed on top of the exterior walls of a building or other supports for the purpose of enclosing the story below, or sheltering an area, to protect it from the elements, not including its support- ing members or vertical supports.

ROOF DRAINAGE, POSITIVE. See “Positive roof drain- age.”

[BS] ROOF RECOVER. The process of installing an addi- tional roof covering over a prepared existing roof covering without removing the existing roof covering.

[BS] ROOF REPAIR. Reconstruction or renewal of any part of an existing roof for the purposes of its maintenance.

[BS] ROOF REPLACEMENT. The process of removing the existing roof covering, repairing any damaged substrate and installing a new roof covering.

ROOF VENTILATION. The natural or mechanical process of supplying conditioned or unconditioned air to, or removing such air from, attics, cathedral ceilings or other enclosed spaces over which a roof assembly is installed.

ROOFTOP STRUCTURE. A structure erected on top of the roof deck or on top of any part of a building.

[BS] RUNNING BOND. The placement of masonry units such that head joints in successive courses are horizontally offset at least one-quarter the unit length.

SALLYPORT. A security vestibule with two or more doors or gates where the intended purpose is to prevent continuous and unobstructed passage by allowing the release of only one door or gate at a time.

SCISSOR STAIRWAY. Two interlocking stairways provid- ing two separate paths of egress located within one exit enclo- sure.

SCREEN ENCLOSURE. A building or part thereof, in whole or in part self-supporting, and having walls of insect

screening with or without removable vinyl or acrylic wind break panels and a roof of insect screening, plastic, aluminum or similar lightweight material, or other materials and assem- blies such as a patio, deck, or the roof of a structure.

[BS] SCUPPER. An opening in a wall or parapet that allows water to drain from a roof.

SECONDARY MEMBERS. The following structural mem- bers shall be considered secondary members and not part of the primary structural frame:

1. Structural members not having direct connections to the columns.

2. Members of the floor construction and roof construc- tion not having direct connections to the columns.

3. Bracing members other than those that are part of the primary structural frame.

[BS] SEISMIC DESIGN CATEGORY. A classification assigned to a structure based on its risk category and the severity of the design earthquake ground motion at the site.

[BS] SEISMIC FORCE-RESISTING SYSTEM. That part of the structural system that has been considered in the design to provide the required resistance to the prescribed seismic forces.

SELF-CLOSING. As applied to a fire door or other opening protective, means equipped with an device that will ensure closing after having been opened.

SELF-LUMINOUS. Illuminated by a self-contained power source, other than batteries, and operated independently of external power sources.

SELF-PRESERVATION, INCAPABLE OF. See “Incapa- ble of self-preservation.”

SELF-SERVICE STORAGE FACILITY. Real property designed and used for the purpose of renting or leasing indi- vidual storage spaces to customers for the purpose of storing and removing personal property on a self-service basis.

SEPARATE ATMOSPHERE. The atmosphere that exists between rooms, spaces, or areas that are separated by an approved smoke barrier.

[F] SERVICE CORRIDOR. A fully enclosed passage used for transporting HPM and purposes other than required means of egress.

SERVICE ENTRANCE. An entrance intended primarily for delivery of goods or services.

SHAFT. An enclosed space extending through one or more stories of a building, connecting vertical openings in succes- sive floors, or floors and roof.

SHAFT ENCLOSURE. The walls or construction forming the boundaries of a shaft.

[BS] SHALLOW FOUNDATION. A shallow foundation is an individual or strip footing, a mat foundation, a slab-on- grade foundation or a similar foundation element.

[BS] SHEAR WALL (for Chapter 23). A wall designed to resist lateral forces parallel to the plane of a wall.

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Shear wall, perforated. A wood structural panel sheathed wall with openings, that has not been specifically designed and detailed for force transfer around openings.

Shear wall segment, perforated. A section of shear wall with full-height sheathing that meets the height-to-width ratio limits of Section 4.3.4 of AWC SDPWS.

[BS] SHINGLE FASHION. A method of installing roof or wall coverings, water-resistive barriers, flashing or other building components such that upper layers of material are placed overlapping lower layers of material to provide for drainage via gravity and moisture control.

[BS] SINGLE-PLY MEMBRANE. A roofing membrane that is field applied using one layer of membrane material (either homogeneous or composite) rather than multiple lay- ers.

[F] SINGLE-STATION SMOKE ALARM. An assembly incorporating the detector, the control equipment and the alarm-sounding device in one unit, operated from a power supply either in the unit or obtained at the point of installa- tion.

SITE. A parcel of land bounded by a lot line or a designated portion of a public right-of-way.

[BS] SITE CLASS. A classification assigned to a site based on the types of soils present and their engineering properties as defined in Section 1613.3.2.

[BS] SITE COEFFICIENTS. The values of Fa and Fv indi- cated in Tables 1613.3.3(1) and 1613.3.3(2), respectively.

SITE-FABRICATED STRETCH SYSTEM. A system, fabricated on site and intended for acoustical, tackable or aes- thetic purposes, that is composed of three elements:

1. A frame (constructed of plastic, wood, metal or other material) used to hold fabric in place;

2. A core material (infill, with the correct properties for the application); and

3. An outside layer, composed of a textile, fabric or vinyl, that is stretched taut and held in place by tension or mechanical fasteners via the frame.

[BS] SKYLIGHT, UNIT. A factory-assembled, glazed fen- estration unit, containing one panel of glazing material that allows for natural lighting through an opening in the roof assembly while preserving the weather-resistant barrier of the roof.

[BS] SKYLIGHTS AND SLOPED GLAZING. Glass or other transparent or translucent glazing material installed at a slope of 15 degrees (0.26 rad) or more from vertical. Glazing material in skylights, including unit skylights, tubular day- lighting devices, solariums, sunrooms, roofs and sloped walls, are included in this definition.

SLEEPING UNIT. A room or space in which people sleep, which can also include permanent provisions for living, eat- ing, and either sanitation or kitchen facilities but not both. Such rooms and spaces that are also part of a dwelling unit are not sleeping units.

[F] SMOKE ALARM. A single- or multiple-station alarm responsive to smoke. See “Multiple-station smoke alarm” and “Single-station smoke alarm.”

SMOKE BARRIER. A continuous membrane, either verti- cal or horizontal, such as a wall, floor or ceiling assembly, that is designed and constructed to restrict the movement of smoke.

SMOKE COMPARTMENT. A space within a building enclosed by smoke barriers on all sides, including the top and bottom.

SMOKE DAMPER. A listed device installed in ducts and air transfer openings designed to resist the passage of smoke. The device is installed to operate automatically, controlled by a smoke detection system, and where required, is capable of being positioned from a fire command center.

[F] SMOKE DETECTOR. A listed device that senses visi- ble or invisible particles of combustion.

SMOKE-DEVELOPED INDEX. A comparative measure, expressed as a dimensionless number, derived from measure- ments of smoke obscuration versus time for a material tested in accordance with ASTM E84.

SMOKE-PROTECTED ASSEMBLY SEATING. Seating served by means of egress that is not subject to smoke accu- mulation within or under a structure.

SMOKEPROOF ENCLOSURE. An exit stairway or ramp designed and constructed so that the movement of the prod- ucts of combustion produced by a fire occurring in any part of the building into the enclosure is limited.

[F] SOLID. A material that has a melting point, decomposes or sublimes at a temperature greater than 68°F (20°C).

SPECIAL AMUSEMENT BUILDING. A special amuse- ment building is any temporary or permanent building or por- tion thereof that is occupied for amusement, entertainment or educational purposes and that contains a device or system that conveys passengers or provides a walkway along, around or over a course in any direction so arranged that the means of egress path is not readily apparent due to visual or audio dis- tractions or is intentionally confounded or is not readily avail- able because of the nature of the attraction or mode of conveyance through the building or structure.

[BS] SPECIAL FLOOD HAZARD AREA. The land area subject to flood hazards and shown on a Flood Insurance Rate Map or other flood hazard map as Zone A, AE, A1-30, A99, AR, AO, AH, V, VO, VE or V1-30.

[BS] SPECIAL INSPECTION. Reserved.

[BS] SPECIAL INSPECTOR. Reserved.

[BS] SPECIAL STRUCTURAL WALL. See Section 1905.1.1.

[BS] SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f´m. Minimum compressive strength, expressed as force per unit of net cross-sectional area, required of the masonry used in construction by the approved construction documents, and upon which the project design is based. Whenever the quantity f´m is under the radical sign, the square

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root of numerical value only is intended and the result has units of pounds per square inch (psi) (MPa).

SPLICE. The result of a factory and/or field method of join- ing or connecting two or more lengths of a fire-resistant joint system into a continuous entity.

SPORT ACTIVITY, AREA OF. See “Area of sport activ- ity.”

SPRAYED FIRE-RESISTANT MATERIALS. Cementi- tious or fibrous materials that are sprayed to provide fire- resistant protection of the substrates.

STAGE. A space within a building utilized for entertainment or presentations, which includes overhead hanging curtains, drops, scenery or stage effects other than lighting and sound.

STAIR. A change in elevation, consisting of one or more ris- ers.

STAIRWAY. One or more flights of stairs, either exterior or interior, with the necessary landings and platforms connect- ing them, to form a continuous and uninterrupted passage from one level to another.

STAIRWAY, EXIT ACCESS. See “Exit access stairway.”

STAIRWAY, EXTERIOR EXIT. See “Exterior exit stair- way.”

STAIRWAY, INTERIOR EXIT. See “Interior exit stair- way.”

STAIRWAY, SCISSOR. See “Scissor stairway.”

STAIRWAY, SPIRAL. A stairway having a closed circular form in its plan view with uniform section-shaped treads attached to and radiating from a minimum-diameter support- ing column.

[F] STANDBY POWER SYSTEM. A source of automatic electric power of a required capacity and duration to operate required building, hazardous materials or ventilation systems in the event of a failure of the primary power. Standby power systems are required for electrical loads where interruption of the primary power could create hazards or hamper rescue or fire-fighting operations.

[F] STANDPIPE SYSTEM, CLASSES OF. Standpipe classes are as follows:

Class I system. A system providing 21/2-inch (64 mm) hose connections to supply water for use by fire depart- ments and those trained in handling heavy fire streams.

Class II system. A system providing 11/2-inch (38 mm) hose stations to supply water for use primarily by the building occupants or by the fire department during initial response.

Class III system. A system providing 11/2-inch (38 mm) hose stations to supply water for use by building occu- pants and 21/2-inch (64 mm) hose connections to supply a larger volume of water for use by fire departments and those trained in handling heavy fire streams.

[F] STANDPIPE, TYPES OF. Standpipe types are as fol- lows:

Automatic dry. A dry standpipe system, normally filled with pressurized air, that is arranged through the use of a

device, such as dry pipe valve, to admit water into the sys- tem piping automatically upon the opening of a hose valve. The water supply for an automatic dry standpipe system shall be capable of supplying the system demand.

Automatic wet. A wet standpipe system that has a water supply that is capable of supplying the system demand automatically.

Manual dry. A dry standpipe system that does not have a permanent water supply attached to the system. Manual dry standpipe systems require water from a fire depart- ment pumper to be pumped into the system through the fire department connection in order to meet the system demand.

Manual wet. A wet standpipe system connected to a water supply for the purpose of maintaining water within the system but does not have a water supply capable of deliv- ering the system demand attached to the system. Manual- wet standpipe systems require water from a fire depart- ment pumper (or the like) to be pumped into the system in order to meet the system demand.

Semiautomatic dry. A dry standpipe system that is arranged through the use of a device, such as a deluge valve, to admit water into the system piping upon activa- tion of a remote control device located at a hose connec- tion. A remote control activation device shall be provided at each hose connection. The water supply for a semiauto- matic dry standpipe system shall be capable of supplying the system demand.

[BS] START OF CONSTRUCTION. The date of issuance for new construction and substantial improvements to exist- ing structures, provided the actual start of construction, repair, reconstruction, rehabilitation, addition, placement or other improvement is within 180 days after the date of issu- ance. The actual start of construction means the first place- ment of permanent construction of a building (including a manufactured home) on a site, such as the pouring of a slab or footings, installation of pilings or construction of columns.

Permanent construction does not include land preparation (such as clearing, excavation, grading or filling), the installa- tion of streets or walkways, excavation for a basement, foot- ings, piers or foundations, the erection of temporary forms or the installation of accessory buildings such as garages or sheds not occupied as dwelling units or not part of the main building. For a substantial improvement, the actual “start of construction” means the first alteration of any wall, ceiling, floor or other structural part of a building, whether or not that alteration affects the external dimensions of the building.

STATE ENFORCEMENT AGENCY. The agency of state government with authority to make inspections of buildings and to enforce the codes, as required by this part, which establish standards for design, construction, erection, alter- ation, repair, modification or demolition of public or private buildings, structures or facilities.

[BS] STEEL CONSTRUCTION, COLD-FORMED. That type of construction made up entirely or in part of steel struc- tural members cold formed to shape from sheet or strip steel

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such as roof deck, floor and wall panels, studs, floor joists, roof joists and other structural elements.

[BS] STEEL ELEMENT, STRUCTURAL. Any steel structural member of a building or structure consisting of rolled shapes, pipe, hollow structural sections, plates, bars, sheets, rods or steel castings other than cold-formed steel or steel joist members.

[BS] STEEL JOIST. Any steel structural member of a building or structure made of hot-rolled or cold-formed solid or open-web sections, or riveted or welded bars, strip or sheet steel members, or slotted and expanded, or otherwise deformed rolled sections.

STEEP SLOPE. A roof slope greater than two units vertical in 12 units horizontal (17-percent slope).

[BS] STONE MASONRY. Masonry composed of field, quarried or cast stone units bonded by mortar.

[F] STORAGE, HAZARDOUS MATERIALS. The keep- ing, retention or leaving of hazardous materials in closed con- tainers, tanks, cylinders, or similar vessels; or vessels supplying operations through closed connections to the ves- sel.

[BS] STORAGE RACKS. Cold-formed or hot-rolled steel structural members which are formed into steel storage racks, including pallet storage racks, movable-shelf racks, rack-sup- ported systems, automated storage and retrieval systems (stacker racks), push-back racks, pallet-flow racks, case-flow racks, pick modules and rack-supported platforms. Other types of racks, such as drive-in or drive-through racks, canti- lever racks, portable racks or racks made of materials other than steel, are not considered storage racks for the purpose of this code.

STORM SHELTER. A building, structure or portions thereof, constructed in accordance with ICC 500 and desig- nated for use during a severe wind storm event, such as a hur- ricane or tornado.

Community storm shelter. A storm shelter not defined as a “Residential storm shelter.”

Residential storm shelter. A storm shelter serving occu- pants of dwelling units and having an occupant load not exceeding 16 persons.

STORY. That portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next above (see “Basement,” “Building height,” “Grade plane” and “Mezzanine”). A story is measured as the vertical distance from top to top of two successive tiers of beams or finished floor surfaces and, for the topmost story, from the top of the floor finish to the top of the ceiling joists or, where there is not a ceiling, to the top of the roof rafters.

STORY ABOVE GRADE PLANE. Any story having its finished floor surface entirely above grade plane, or in which the finished surface of the floor next above is:

1. More than 6 feet (1829 mm) above grade plane; or

2. More than 12 feet (3658 mm) above the finished ground level at any point.

[BS] STRENGTH (For Chapter 21).

Design strength. Nominal strength multiplied by a strength reduction factor.

Nominal strength. Strength of a member or cross section calculated in accordance with these provisions before application of any strength-reduction factors.

Required strength. Strength of a member or cross section required to resist factored loads.

[BS] STRENGTH (for Chapter 16).

Nominal strength. The capacity of a structure or member to resist the effects of loads, as determined by computa- tions using specified material strengths and dimensions and equations derived from accepted principles of struc- tural mechanics or by field tests or laboratory tests of scaled models, allowing for modeling effects and differ- ences between laboratory and field conditions.

Required strength. Strength of a member, cross section or connection required to resist factored loads or related internal moments and forces in such combinations as stip- ulated by these provisions.

Strength design. A method of proportioning structural members such that the computed forces produced in the members by factored loads do not exceed the member design strength [also called “load and resistance factor design” (LRFD)]. The term “strength design” is used in the design of concrete and masonry structural elements.

[BS] STRUCTURAL COMPOSITE LUMBER. Structural member manufactured using wood elements bonded together with exterior adhesives. Examples of structural composite lumber are:

Laminated strand lumber (LSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member, where the least dimension of the wood strand elements is 0.10 inch (2.54 mm) or less and their average lengths not less than 150 times the least dimension of the wood strand elements.

Laminated veneer lumber (LVL). A composite of wood veneer sheet elements with wood fibers primarily oriented along the length of the member, where the veneer element thicknesses are 0.25 inches (6.4 mm) or less.

Oriented strand lumber (OSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member, where the least dimension of the wood strand elements is 0.10 inches (2.54 mm) or less and their average lengths not less than 75 times and less than 150 times the least dimension of the strand elements.

Parallel strand lumber (PSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member where the least dimension of the wood strand elements is 0.25 inches (6.4 mm) or less and their average lengths not less than 300 times the least dimension of the wood strand elements.

[BS] STRUCTURAL GLUED-LAMINATED TIMBER. An engineered, stress-rated product of a timber laminating plant, comprised of assemblies of specially selected and pre- pared wood laminations in which the grain of all laminations

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is approximately parallel longitudinally and the laminations are bonded with adhesives.

[BS] STRUCTURAL OBSERVATION. Reserved.

[A] STRUCTURE. That which is built or constructed.

[BS] SUBSTANTIAL DAMAGE. Damage of any origin sustained by a structure whereby the cost of restoring the structure to its before-damaged condition would equal or exceed 50 percent of the market value of the structure before the damage occurred.

[BS] SUBSTANTIAL IMPROVEMENT. Any repair, reconstruction, rehabilitation, alteration, addition or other improvement of a building or structure, the cost of which equals or exceeds 50 percent of the market value of the struc- ture before the improvement or repair is started. If the struc- ture has sustained substantial damage, any repairs are considered substantial improvement regardless of the actual repair work performed. The term does not, however, include either:

1. Any project for improvement of a building required to correct existing health, sanitary or safety code viola- tions identified by the building official and that is the minimum necessary to assure safe living conditions.

2. Any alteration of a historic structure provided that the alteration will not preclude the structure’s continued designation as a historic structure.

[BS] SUBSTANTIAL STRUCTURAL DAMAGE. A con- dition where one or both of the following apply:

1. The vertical elements of the lateral force-resisting sys- tem have suffered damage such that the lateral load- carrying capacity of any story in any horizontal direc- tion has been reduced by more than 33 percent from its predamage condition.

2. The capacity of any vertical component carrying grav- ity load, or any group of such components, that sup- ports more than 30 percent of the total area of the structure’s floors and roofs has been reduced more than 20 percent from its predamage condition and the remaining capacity of such affected elements, with respect to all dead and live loads, is less than 75 percent of that required by this code for new buildings of simi- lar structure, purpose and location.

[E] SUNROOM.

1. A one-story structure attached to a building with a glaz- ing area in excess of 40 percent of the gross area of the structure’s exterior walls and roof.

2. A one-story structure added to a dwelling with solid roof panels without sloped glazing. The sunroom walls may have any configuration, provided the open areas consisting of operable or fixed glass or windows or side hinged or sliding glass doors of the longer wall and one additional wall is equal to at least 65 percent of the area below 6 foot 8 inches (2032 mm) of each wall, mea- sured from the floor. For the purposes of this code the term sunroom as used herein shall include conservato- ries, sunspaces, solariums, and porch or patio covers or enclosures.

[F] SUPERVISING STATION. A facility that receives sig- nals and at which personnel are in attendance at all times to respond to these signals.

[F] SUPERVISORY SERVICE. The service required to monitor performance of guard tours and the operative condi- tion of fixed suppression systems or other systems for the protection of life and property.

[F] SUPERVISORY SIGNAL. A signal indicating the need of action in connection with the supervision of guard tours, the fire suppression systems or equipment or the maintenance features of related systems.

[F] SUPERVISORY SIGNAL-INITIATING DEVICE. An initiation device, such as a valve supervisory switch, water-level indicator or low-air pressure switch on a dry-pipe sprinkler system, whose change of state signals an off-normal condition and its restoration to normal of a fire protection or life safety system, or a need for action in connection with guard tours, fire suppression systems or equipment or mainte- nance features of related systems.

[BS] SUSCEPTIBLE BAY. A roof or portion thereof with:

1. A slope less than 1/4-inch per foot (0.0208 rad); or

2. On which water is impounded, in whole or in part, and the secondary drainage system is functional but the pri- mary drainage system is blocked.

A roof surface with a slope of 1/4-inch per foot (0.0208 rad) or greater towards points of free drainage is not a suscep- tible bay.

SWIMMING POOL. Any structure intended for swimming, recreational bathing or wading that contains water over 24 inches (610 mm) deep. This includes in-ground, above- ground and on-ground pools; hot tubs; spas and fixed-in- place wading pools.

T RATING. The time period that the penetration firestop system, including the penetrating item, limits the maximum temperature rise to 325°F (163°C) above its initial tempera- ture through the penetration on the nonfire side when tested in accordance with ASTM E814 or UL 1479.

TECHNICAL PRODUCTION AREA. Open elevated areas or spaces intended for entertainment technicians to walk on and occupy for servicing and operating entertain- ment technology systems and equipment. Galleries, includ- ing fly and lighting galleries, gridirons, catwalks, and similar areas are designed for these purposes.

TENSILE MEMBRANE STRUCTURE. A membrane structure having a shape that is determined by tension in the membrane and the geometry of the support structure. Typi- cally, the structure consists of both flexible elements (e.g., membrane and cables), nonflexible elements (e.g., struts, masts, beams and arches) and the anchorage (e.g., supports and foundations). This includes frame-supported tensile membrane structures.

TENT. A structure, enclosure or shelter, with or without sidewalls or drops, constructed of fabric or pliable material supported in any manner except by air or the contents it pro- tects.

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[E] THERMAL ISOLATION. A separation of conditioned spaces, between a sunroom and a dwelling unit, consisting of existing or new walls, doors or windows.

THERMOPLASTIC MATERIAL. A plastic material that is capable of being repeatedly softened by increase of tem- perature and hardened by decrease of temperature.

THERMOSETTING MATERIAL. A plastic material that is capable of being changed into a substantially nonreform- able product when cured.

THRESHOLD BUILDING. In accordance with Florida Statute, any building which is greater than 3 stories or 50 feet (15 240 mm) in height, or which has an assembly occupancy classification that exceeds 5,000 square feet (464.52 m2) in area and an occupant content of greater than 500 persons.

THROUGH PENETRATION. A breach in both sides of a floor, floor-ceiling or wall assembly to accommodate an item passing through the breaches.

THROUGH-PENETRATION FIRESTOP SYSTEM. An assemblage consisting of a fire-resistance-rated floor, floor- ceiling, or wall assembly, one or more penetrating items pass- ing through the breaches in both sides of the assembly and the materials or devices, or both, installed to resist the spread of fire through the assembly for a prescribed period of time.

[BS] TIE-DOWN (HOLD-DOWN). A device used to resist uplift of the chords of shear walls.

[BS] TIE, WALL. Metal connector that connects wythes of masonry walls together.

[BS] TILE, STRUCTURAL CLAY. A hollow masonry unit composed of burned clay, shale, fire clay or mixture thereof, and having parallel cells.

[F] TIRES, BULK STORAGE OF. Storage of tires where the area available for storage exceeds 20,000 cubic feet (566 m3).

[A] TOWNHOUSE. A single-family dwelling unit not exceeding three stories in height constructed in a group of two or more attached units with property lines separating such units in which each unit extends from the foundation to roof and with a yard or public way on not less than two sides.

[F] TOXIC. A chemical falling within any of the following categories:

1. A chemical that has a median lethal dose (LD50) of more than 50 milligrams per kilogram, but not more than 500 milligrams per kilogram of body weight when administered orally to albino rats weighing between 200 and 300 grams each.

2. A chemical that has a median lethal dose (LD50) of more than 200 milligrams per kilogram, but not more than 1,000 milligrams per kilogram of body weight when administered by continuous contact for 24 hours (or less if death occurs within 24 hours) with the bare skin of albino rabbits weighing between 2 and 3 kilo- grams each.

3. A chemical that has a median lethal concentration (LC50) in air of more than 200 parts per million, but not more than 2,000 parts per million by volume of gas or

vapor, or more than 2 milligrams per liter but not more than 20 milligrams per liter of mist, fume or dust, when administered by continuous inhalation for 1 hour (or less if death occurs within 1 hour) to albino rats weigh- ing between 200 and 300 grams each.

TRANSIENT. Occupancy of a dwelling unit or sleeping unit for not more than 30 days.

TRANSIENT AIRCRAFT. Aircraft based at another loca- tion and that is at the transient location for not more than 90 days.

[BS] TREATED WOOD. Wood products that are condi- tioned to enhance fire-retardant or preservative properties.

Fire-retardant-treated wood. Wood products that, when impregnated with chemicals by a pressure process or other means during manufacture, exhibit reduced surface-burn- ing characteristics and resist propagation of fire.

Preservative-treated wood. Wood products that, condi- tioned with chemicals by a pressure process or other means, exhibit reduced susceptibility to damage by fungi, insects or marine borers.

TRIM. Picture molds, chair rails, baseboards, handrails, door and window frames and similar decorative or protective materials used in fixed applications.

[F] TROUBLE SIGNAL. A signal initiated by the fire alarm system or device indicative of a fault in a monitored circuit or component.

[BS] TUBULAR DAYLIGHTING DEVICE (TDD). A non-operable fenestration unit primarily designed to transmit daylight from a roof surface to an interior ceiling via a tubular conduit. The basic unit consists of an exterior glazed weather- ing surface, a light-transmitting tube with a reflective interior surface, and an interior-sealing device such as a translucent ceiling panel. The unit can be factory assembled, or field- assembled from a manufactured kit.

24-HOUR BASIS. See “24-hour basis” located preceding “AAC masonry.”

TYPE A UNIT. Reserved.

TYPE B UNIT. Reserved.

[BS] UNDERLAYMENT. One or more layers of felt, sheathing paper, nonbituminous saturated felt or other approved material over which a steep-slope roof covering is applied.

UNIT SKYLIGHT. See “Skylight, unit.”

[F] UNSTABLE (REACTIVE) MATERIAL. A material, other than an explosive, which in the pure state or as commer- cially produced, will vigorously polymerize, decompose, condense or become self-reactive and undergo other violent chemical changes, including explosion, when exposed to heat, friction or shock, or in the absence of an inhibitor, or in the presence of contaminants, or in contact with incompatible materials. Unstable (reactive) materials are subdivided as fol- lows:

Class 4. Materials that in themselves are readily capable of detonation or explosive decomposition or explosive reaction at normal temperatures and pressures. This class

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includes materials that are sensitive to mechanical or localized thermal shock at normal temperatures and pres- sures.

Class 3. Materials that in themselves are capable of deto- nation or of explosive decomposition or explosive reaction but which require a strong initiating source or which must be heated under confinement before initiation. This class includes materials that are sensitive to thermal or mechan- ical shock at elevated temperatures and pressures.

Class 2. Materials that in themselves are normally unsta- ble and readily undergo violent chemical change but do not detonate. This class includes materials that can undergo chemical change with rapid release of energy at normal temperatures and pressures, and that can undergo violent chemical change at elevated temperatures and pressures.

Class 1. Materials that in themselves are normally stable but which can become unstable at elevated temperatures and pressure.

[F] USE (MATERIAL). Placing a material into action, including solids, liquids and gases.

VAPOR PERMEABLE MEMBRANE. The property of having a moisture vapor permeance rating of 5 perms (2.9 × 10-10 kg/Pa × s × m2) or greater, when tested in accordance with the desiccant method using Procedure A of ASTM E96. A vapor permeable material permits the passage of moisture vapor.

VAPOR RETARDER CLASS. A measure of a material or assembly’s ability to limit the amount of moisture that passes through that material or assembly. Vapor retarder class shall be defined using the desiccant method of ASTM E96 as fol- lows:

Class I: 0.1 perm or less.

Class II: 0.1 < perm ≤ 1.0 perm.

Class III: 1.0 < perm ≤ 10 perm.

VEGETATIVE ROOF. An assembly of interacting compo- nents designed to waterproof and normally insulate a build- ing’s top surface that includes, by design, vegetation and related landscape elements.

VEHICLE BARRIER. A component or a system of compo- nents, near open sides or walls of garage floors or ramps that act as a restraint for vehicles.

VEHICULAR GATE. A gate that is intended for use at a vehicular entrance or exit to a facility, building or portion thereof, and that is not intended for use by pedestrian traffic.

VENEER. A facing attached to a wall for the purpose of pro- viding ornamentation, protection or insulation, but not counted as adding strength to the wall.

[M] VENTILATION. The natural or mechanical process of supplying conditioned or unconditioned air to, or removing such air from, any space.

VINYL SIDING. A shaped material, made principally from rigid polyvinyl chloride (PVC), that is used as an exterior wall covering.

[F] VISIBLE ALARM NOTIFICATION APPLIANCE. A notification appliance that alerts by the sense of sight.

WALKWAY, PEDESTRIAN. A walkway used exclusively as a pedestrian trafficway.

[BS] WALL (for Chapter 21). A vertical element with a horizontal length-to-thickness ratio greater than three, used to enclose space.

Cavity wall. A wall built of masonry units or of concrete, or a combination of these materials, arranged to provide an airspace within the wall, and in which the inner and outer parts of the wall are tied together with metal ties.

Dry-stacked, surface-bonded wall. A wall built of con- crete masonry units where the units are stacked dry, with- out mortar on the bed or head joints, and where both sides of the wall are coated with a surface-bonding mortar.

Parapet wall. The part of any wall entirely above the roof line.

[BS] WALL, LOAD-BEARING. Any wall meeting either of the following classifications:

1. Any metal or wood stud wall that supports more than 100 pounds per linear foot (1459 N/m) of vertical load in addition to its own weight.

2. Any masonry or concrete wall that supports more than 200 pounds per linear foot (2919 N/m) of vertical load in addition to its own weight.

[BS] WALL, NONLOAD-BEARING. Any wall that is not a load-bearing wall.

[F] WATER-REACTIVE MATERIAL. A material that explodes; violently reacts; produces flammable, toxic or other hazardous gases; or evolves enough heat to cause autoigni- tion or ignition of combustibles upon exposure to water or moisture. Water-reactive materials are subdivided as follows:

Class 3. Materials that react explosively with water with- out requiring heat or confinement.

Class 2. Materials that react violently with water or have the ability to boil water. Materials that produce flammable, toxic or other hazardous gases or evolve enough heat to cause autoignition or ignition of combustibles upon expo- sure to water or moisture.

Class 1. Materials that react with water with some release of energy, but not violently.

WATER-RESISTIVE BARRIER. A material behind an exterior wall covering that is intended to resist liquid water that has penetrated behind the exterior covering from further intruding into the exterior wall assembly.

WEATHER-EXPOSED SURFACES. Surfaces of walls, ceilings, floors, roofs, soffits and similar surfaces exposed to the weather except the following:

1. Ceilings and roof soffits enclosed by walls, fascia, bulkheads or beams that extend not less than 12 inches (305 mm) below such ceiling or roof soffits.

2. Walls or portions of walls beneath an unenclosed roof area, where located a horizontal distance from an open

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exterior opening equal to not less than twice the height of the opening.

3. Ceiling and roof soffits located a minimum horizontal distance of 10 feet (3048 mm) from the outer edges of the ceiling or roof soffits.

[F] WET-CHEMICAL EXTINGUISHING SYSTEM. A solution of water and potassium-carbonate-based chemical, potassium-acetate-based chemical or a combination thereof, forming an extinguishing agent.

WHEELCHAIR SPACE. See the Florida Building Code, Accessibility.

[BS] WIND-BORNE DEBRIS REGION. Areas within hur- ricane-prone regions located:

1. Within 1 mile (1.61 km) of the coastal mean high water line where the ultimate design wind speed, Vult, is 130 mph (58 m/s) or greater; or

2. In areas where the ultimate design wind speed is 140 mph (63.6 m/s) or greater.

For Risk Category II buildings and structures and Risk Category III buildings and structures, except health care facilities, the wind-borne debris region shall be based on Fig- ure 1609.3.(1). For Risk Category IV buildings and struc- tures and Risk Category III health care facilities, the wind- borne debris region shall be based on Figure 1609.3(2).

WINDFORCE-RESISTING SYSTEM, MAIN. See “Main windforce-resisting system.”

[BS] WIND SPEED, Vult. Ultimate design wind speeds.

[BS] WIND SPEED, Vasd. Nominal design wind speeds.

WINDER. A tread with nonparallel edges.

[BS] WIRE BACKING. Horizontal strands of tautened wire attached to surfaces of vertical supports which, when covered with the building paper, provide a backing for cement plaster

[F] WIRELESS PROTECTION SYSTEM. A system or a part of a system that can transmit and receive signals without the aid of wire.

[BS] WOOD/PLASTIC COMPOSITE. A composite mate- rial made primarily from wood or cellulose-based materials and plastic.

[BS] WOOD SHEAR PANEL. A wood floor, roof or wall component sheathed to act as a shear wall or diaphragm.

[BS] WOOD STRUCTURAL PANEL. A panel manufac- tured from veneers, wood strands or wafers or a combination of veneer and wood strands or wafers bonded together with waterproof synthetic resins or other suitable bonding sys- tems. Examples of wood structural panels are:

Composite panels. A wood structural panel that is com- prised of wood veneer and reconstituted wood-based material and bonded together with waterproof adhesive;

Oriented strand board (OSB). A mat-formed wood structural panel comprised of thin rectangular wood strands arranged in cross-aligned layers with surface lay- ers normally arranged in the long panel direction and bonded with waterproof adhesive; or

Plywood. A wood structural panel comprised of plies of wood veneer arranged in cross-aligned layers. The plies are bonded with waterproof adhesive that cures on appli- cation of heat and pressure.

[F] WORKSTATION. A defined space or an independent principal piece of equipment using HPM within a fabrication area where a specific function, laboratory procedure or research activity occurs. Approved or listed hazardous mate- rials storage cabinets, flammable liquid storage cabinets or gas cabinets serving a workstation are included as part of the workstation. A workstation is allowed to contain ventilation equipment, fire protection devices, detection devices, electri- cal devices and other processing and scientific equipment.

[BS] WYTHE. Each continuous, vertical section of a wall, one masonry unit in thickness.

YARD. An open space, other than a court, unobstructed from the ground to the sky, except where specifically provided by this code, on the lot on which a building is situated.

[F] ZONE. A defined area within the protected premises. A zone can define an area from which a signal can be received, an area to which a signal can be sent or an area in which a form of control can be executed.

[F] ZONE, NOTIFICATION. An area within a building or facility covered by notification appliances which are acti- vated simultaneously.

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52 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 3

USE AND OCCUPANCY CLASSIFICATION

SECTION 301 GENERAL

301.1 Scope. The provisions of this chapter shall control the classification of all buildings and structures as to use and occupancy.

SECTION 302 CLASSIFICATION

302.1 General. Structures or portions of structures shall be classified with respect to occupancy in one or more of the groups listed in this section. A room or space that is intended to be occupied at different times for different purposes shall comply with all of the requirements that are applicable to each of the purposes for which the room or space will be occupied. Structures with multiple occupancies or uses shall comply with Section 508. Where a structure is proposed for a purpose that is not specifically provided for in this code, such structure shall be classified in the group that the occupancy most nearly resembles, according to the fire safety and rela- tive hazard involved.

1. Assembly (see Section 303): Groups A-1, A-2, A-3, A-4 and A-5.

2. Business (see Section 304): Group B.

3. Educational (see Section 305): Group E.

4. Factory and Industrial (see Section 306): Groups F-1 and F-2.

5. High Hazard (see Section 307): Groups H-1, H-2, H-3, H-4 and H-5.

6. Institutional (see Section 308): Groups I-1, I-2, I-3 and I-4.

7. Mercantile (see Section 309): Group M.

8. Residential (see Section 310): Groups R-1, R-2, R-3 and R-4.

9. Storage (see Section 311): Groups S-1 and S-2.

10. Utility and Miscellaneous (see Section 312): Group U.

SECTION 303 ASSEMBLY GROUP A

303.1 Assembly Group A. Assembly Group A occupancy includes, among others, the use of a building or structure, or a portion thereof, for the gathering of persons for purposes such as civic, social or religious functions; recreation, food or drink consumption or awaiting transportation.

303.1.1 Small buildings and tenant spaces. A building or tenant space used for assembly purposes with an occupant load of less than 50 persons shall be classified as a Group B occupancy.

303.1.2 Small assembly spaces. The following rooms and spaces shall not be classified as Assembly occupancies:

1. A room or space used for assembly purposes with an occupant load of less than 50 persons and accessory to another occupancy shall be classified as a Group B occupancy or as part of that occupancy.

2. A room or space used for assembly purposes that is less than 750 square feet (70 m2) in area and acces- sory to another occupancy shall be classified as a Group B occupancy or as part of that occupancy.

303.1.3 Associated with Group E occupancies. A room or space used for assembly purposes that is associated with a Group E occupancy is not considered a separate occu- pancy.

303.1.4 Accessory to places of religious worship. Accessory religious educational rooms and religious audi- toriums with occupant loads of less than 100 per room or space are not considered separate occupancies.

303.2 Assembly Group A-1. Group A-1 occupancy includes assembly uses, usually with fixed seating, intended for the production and viewing of the performing arts or motion pic- tures including, but not limited to:

Motion picture theaters Symphony and concert halls Television and radio studios admitting an audience Theaters

303.3 Assembly Group A-2. Group A-2 occupancy includes assembly uses intended for food and/or drink consumption including, but not limited to:

Banquet halls Casinos (gaming areas) Nightclubs Restaurants, cafeterias and similar dining facilities

(including associated commercial kitchens) Taverns and bars

303.4 Assembly Group A-3. Group A-3 occupancy includes assembly uses intended for worship, recreation or amusement and other assembly uses not classified elsewhere in Group A including, but not limited to:

Amusement arcades Art galleries Bowling alleys Community halls Courtrooms Dance halls (not including food or drink consumption) Exhibition halls Funeral parlors Gymnasiums (without spectator seating) Indoor swimming pools (without spectator seating) Indoor tennis courts (without spectator seating) Lecture halls

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Libraries Museums Places of religious worship Pool and billiard parlors Waiting areas in transportation terminals

303.5 Assembly Group A-4. Group A-4 occupancy includes assembly uses intended for viewing of indoor sporting events and activities with spectator seating including, but not limited to:

Arenas Skating rinks Swimming pools Tennis courts

303.6 Assembly Group A-5. Group A-5 occupancy includes assembly uses intended for participation in or viewing out- door activities including, but not limited to:

Amusement park structures Bleachers Grandstands Stadiums

SECTION 304 BUSINESS GROUP B

304.1 Business Group B. Business Group B occupancy includes, among others, the use of a building or structure, or a portion thereof, for office, professional or service-type trans- actions, including storage of records and accounts. Business occupancies shall include, but not be limited to, the follow- ing:

Airport traffic control towers Ambulatory care facilities Animal hospitals, kennels and pounds Banks Barber and beauty shops Car wash Civic administration Clinic, outpatient Dry cleaning and laundries: pick-up and delivery stations

and self-service Educational occupancies for students above the 12th grade Electronic data processing Food processing establishments and commercial kitchens

not associated with restaurants, cafeterias and similar dining facilities not more than 2,500 square feet (232 m2) in area.

Laboratories: testing and research Motor vehicle showrooms Post offices Print shops Professional services (architects, attorneys, dentists,

physicians, engineers, etc.) Radio and television stations Telephone exchanges Training and skill development not in a school or

academic program (this shall include, but not be limited

to, tutoring centers, martial arts studios, gymnastics and similar uses regardless of the ages served, and where not classified as a Group A occupancy).

304.2 Definitions. The following terms are defined in Chap- ter 2:

AMBULATORY CARE FACILITY.

CLINIC, OUTPATIENT.

304.3 Public and private colleges and universities shall com- ply with Section 468.

304.4 Florida colleges shall comply with Section 453.

SECTION 305 EDUCATIONAL GROUP E

305.1 Educational Group E. Educational Group E occu- pancy includes, among others, the use of a building or struc- ture, or a portion thereof, by six or more persons at any one time for educational purposes through the 12th grade.

305.1.1 Accessory to places of religious worship. Reli- gious educational rooms and religious auditoriums, which are accessory to places of religious worship in accordance with Section 303.1.4 and have occupant loads of less than 100 per room or space, shall be classified as Group A-3 occupancies.

305.2 Group E, day care facilities. This group includes buildings and structures or portions thereof occupied by more than five children older than 21/2 years of age who receive educational, supervision or personal care services for fewer than 24 hours per day.

305.2.1 Within places of religious worship. Rooms and spaces within places of religious worship providing such day care during religious functions shall be classified as part of the primary occupancy.

305.2.2 Five or fewer children. A facility having five or fewer children receiving such day care shall be classified as part of the primary occupancy.

305.2.3 Five or fewer children in a dwelling unit. A facility such as the above within a dwelling unit and hav- ing five or fewer children receiving such day care shall be classified as a Group R-3 occupancy or shall comply with the Florida Building Code, Residential.

305.3 Public and private educational occupancies shall com- ply with Section 468.

305.4 Public education occupancies shall comply with Sec- tion 453.

SECTION 306 FACTORY GROUP F

306.1 Factory Industrial Group F. Factory Industrial Group F occupancy includes, among others, the use of a building or structure, or a portion thereof, for assembling, disassembling, fabricating, finishing, manufacturing, packaging, repair or

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processing operations that are not classified as a Group H hazardous or Group S storage occupancy.

306.2 Moderate-hazard factory industrial, Group F-1. Factory industrial uses that are not classified as Factory Industrial F-2 Low Hazard shall be classified as F-1 Moder- ate Hazard and shall include, but not be limited to, the follow- ing:

Aircraft (manufacturing, not to include repair) Appliances Athletic equipment Automobiles and other motor vehicles Bakeries Beverages: over 16-percent alcohol content Bicycles Boats Brooms or brushes Business machines Cameras and photo equipment Canvas or similar fabric Carpets and rugs (includes cleaning) Clothing Construction and agricultural machinery Disinfectants Dry cleaning and dyeing Electric generation plants Electronics Engines (including rebuilding) Food processing establishments and commercial kitchens

not associated with restaurants, cafeterias and similar dining facilities more than 2,500 square feet (232 m2) in area.

Furniture Hemp products Jute products Laundries Leather products Machinery Metals Millwork (sash and door) Motion pictures and television filming (without

spectators) Musical instruments Optical goods Paper mills or products Photographic film Plastic products Printing or publishing Recreational vehicles Refuse incineration Shoes Soaps and detergents Textiles Tobacco Trailers Upholstering Wood; distillation Woodworking (cabinet)

306.3 Low-hazard factory industrial, Group F-2. Factory industrial uses that involve the fabrication or manufacturing of noncombustible materials that during finishing, packing or processing do not involve a significant fire hazard shall be classified as F-2 occupancies and shall include, but not be limited to, the following:

Beverages: up to and including 16-percent alcohol content Brick and masonry Ceramic products Foundries Glass products Gypsum Ice Metal products (fabrication and assembly)

SECTION 307 HIGH-HAZARD GROUP H

[F] 307.1 High-hazard Group H. High-hazard Group H occupancy includes, among others, the use of a building or structure, or a portion thereof, that involves the manufactur- ing, processing, generation or storage of materials that consti- tute a physical or health hazard in quantities in excess of those allowed in control areas complying with Section 414, based on the maximum allowable quantity limits for control areas set forth in Tables 307.1(1) and 307.1(2). Hazardous occupancies are classified in Groups H-1, H-2, H-3, H-4 and H-5 and shall be in accordance with this section, the require- ments of Section 415 and the Florida Fire Prevention Code. Hazardous materials stored, or used on top of roofs or cano- pies, shall be classified as outdoor storage or use and shall comply with the Florida Fire Prevention Code.

[F] 307.1.1 Uses other than Group H. An occupancy that stores, uses or handles hazardous materials as described in one or more of the following items shall not be classified as Group H, but shall be classified as the occupancy that it most nearly resembles.

1. Buildings and structures occupied for the applica- tion of flammable finishes, provided that such buildings or areas conform to the requirements of Section 416 and the Florida Fire Prevention Code.

2. Wholesale and retail sales and storage of flamma- ble and combustible liquids in mercantile occu- pancies conforming to the Florida Fire Prevention Code.

3. Closed piping system containing flammable or combustible liquids or gases utilized for the opera- tion of machinery or equipment.

4. Cleaning establishments that utilize combustible liquid solvents having a flash point of 140°F (60°C) or higher in closed systems employing equipment listed by an approved testing agency, provided that this occupancy is separated from all other areas of the building by 1-hour fire barriers constructed in accordance with Section 707 or 1- hour horizontal assemblies constructed in accor- dance with Section 711, or both.

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5. Cleaning establishments that utilize a liquid sol- vent having a flash point at or above 200°F (93°C).

6. Liquor stores and distributors without bulk stor- age.

7. Refrigeration systems.

8. The storage or utilization of materials for agricul- tural purposes on the premises.

9. Stationary batteries utilized for facility emergency power, uninterruptable power supply or telecom- munication facilities, provided that the batteries are provided with safety venting caps and ventila- tion is provided in accordance with the Florida Building Code, Mechanical.

10. Corrosive personal or household products in their original packaging used in retail display.

11. Commonly used corrosive building materials.

12. Buildings and structures occupied for aerosol stor- age shall be classified as Group S-1, provided that such buildings conform to the requirements of the Florida Fire Prevention Code.

13. Display and storage of nonflammable solid and nonflammable or noncombustible liquid hazard- ous materials in quantities not exceeding the maxi- mum allowable quantity per control area in Group M or S occupancies complying with Section 414.2.5.

14. The storage of black powder, smokeless propellant and small arms primers in Groups M and R-3 and special industrial explosive devices in Groups B, F, M and S, provided such storage conforms to the quantity limits and requirements prescribed in the Florida Fire Prevention Code.

15. Mercantile occupancies offering for retail sale sparklers, novelties and trick noisemakers as defined at Section 791.01, Florida Statutes, and that are not defined as fireworks by Chapter 791, Florida Statutes. Storage of sparklers and other novelties or trick noisemakers as defined in Chap- ter 791, Florida Statutes, within mercantile occu- pancies shall be in accordance with Section 791.055, Florida Statutes.

[F] 307.1.2 Hazardous materials. Hazardous materials in any quantity shall conform to the requirements of this code, including Section 414, and the Florida Fire Preven- tion Code.

[F] 307.2 Definitions. The following terms are defined in Chapter 2:

AEROSOL.

Level 1 aerosol products.

Level 2 aerosol products.

Level 3 aerosol products.

AEROSOL CONTAINER.

BALED COTTON.

BALED COTTON, DENSELY PACKED.

BARRICADE.

Artificial barricade.

Natural barricade.

BOILING POINT.

CLOSED SYSTEM.

COMBUSTIBLE DUST.

COMBUSTIBLE FIBERS.

COMBUSTIBLE LIQUID.

Class II.

Class IIIA.

Class IIIB.

COMPRESSED GAS.

CONTROL AREA.

CORROSIVE.

CRYOGENIC FLUID.

DAY BOX.

DEFLAGRATION.

DETONATION.

DISPENSING.

EXPLOSION.

EXPLOSIVE.

High explosive.

Low explosive.

Mass-detonating explosives.

UN/DOTn Class 1 explosives.

Division 1.1.

Division 1.2.

Division 1.3.

Division 1.4.

Division 1.5.

Division 1.6.

FIREWORKS.

Fireworks, 1.3G.

Fireworks, 1.4G.

FLAMMABLE GAS.

FLAMMABLE LIQUEFIED GAS.

FLAMMABLE LIQUID.

Class IA.

Class IB.

Class IC.

FLAMMABLE MATERIAL.

FLAMMABLE SOLID.

FLASH POINT.

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HANDLING.

HAZARDOUS MATERIALS.

HEALTH HAZARD.

HIGHLY TOXIC.

INCOMPATIBLE MATERIALS.

INERT GAS.

OPEN SYSTEM.

OPERATING BUILDING.

ORGANIC PEROXIDE.

Class I.

Class II.

Class III.

Class IV.

Class V.

Unclassified detonable.

OXIDIZER.

Class 4.

Class 3.

Class 2.

Class 1.

OXIDIZING GAS.

PHYSICAL HAZARD.

PYROPHORIC.

PYROTECHNIC COMPOSITION.

TOXIC.

UNSTABLE (REACTIVE) MATERIAL.

Class 4.

Class 3.

Class 2.

Class 1.

WATER-REACTIVE MATERIAL.

Class 3.

Class 2.

Class 1.

[F] 307.3 High-hazard Group H-1. Buildings and structures containing materials that pose a detonation hazard shall be

TABLE 307.1(1) MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL HAZARDa, j, m, n, p

(continued)

MATERIAL CLASS

GROUP WHEN THE MAXIMUM ALLOWABLE QUANTITY IS EXCEEDED

STORAGEb USE-CLOSED SYSTEMSb USE-OPEN SYSTEMSb

Solid pounds

(cubic feet)

Liquid gallons

(pounds)

Gas cubic feet at NTP

Solid pounds

(cubic feet)

Liquid gallons

(pounds)

Gas cubic feet at NTP

Solid pounds

(cubic feet)

Liquid gallons

(pounds)

Combustible dust NA H-2 See

Note q NA NA

See Note q

NA NA See

Note q NA

Combustible fiberq Loose Baledo

H-3 (100)

(1,000) NA NA

(100) (1,000)

NA NA (20)

(200) NA

Combustible liquidc, i II

IIIA IIIB

H-2 or H-3 H-2 or H-3

NA NA

120d, e

330d, e

13,200e, f NA NA

120d

330d

13,200f NA NA

30d

80d

3,300f

Consumer fireworks 1.4G H-3 125e, l NA NA NA NA NA NA NA

Cryogenic flammable NA H-2 NA 45d NA NA 45d NA NA 10d

Cryogenic inert NA NA NA NA NL NA NA NL NA NA

Cryogenic oxidizing NA H-3 NA 45d NA NA 45d NA NA 10d

Explosives

Division 1.1 Division 1.2 Division 1.3 Division 1.4

Division 1.4G Division 1.5 Division 1.6

H-1 H-1

H-1 or H-2 H-3 H-3 H-1 H-1

1e, g

5e, g

50e, g

125d, e, l

1e, g

(1)e, g

(5)e, g

(50)e, g

NA (1)e, g

0.25g

50g

NA 0.25g

(0.25)g

(1)g

(50)g

NA (0.25)g

0.25g

NA NA

0.25g

(0.25)g

(1)g

NA NA

(0.25)g

Flammable gas Gaseous

Liquefied H-2 NA

NA (150)d, e

1,000d, e

NA NA

NA (150)d, e

1,000d, e

NA NA NA

Flammable liquidc IA

IB and IC H-2

or H-3 NA

30d, e

120d, e NA NA

30d

120d NA NA

10d

30d

Flammable liquid, combination (IA, IB, IC)

NA H-2

or H-3 NA 120d, e, h NA NA 120d, h NA NA 30d, h

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TABLE 307.1(1)—continued MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIALS POSING A PHYSICAL HAZARDa, j, m, n, p

For SI: 1 cubic foot = 0.028 m3, 1 pound = 0.454 kg, 1 gallon = 3.785 L. NL = Not Limited; NA = Not Applicable; UD = Unclassified Detonable. a. For use of control areas, see Section 414.2. b. The aggregate quantity in use and storage shall not exceed the quantity listed for storage. c. The quantities of alcoholic beverages in retail and wholesale sales occupancies shall not be limited provided the liquids are packaged in individual containers

not exceeding 1.3 gallons. In retail and wholesale sales occupancies, the quantities of medicines, foodstuffs or consumer products, and cosmetics containing not more than 50 percent by volume of water-miscible liquids with the remainder of the solutions not being flammable, shall not be limited, provided that such materials are packaged in individual containers not exceeding 1.3 gallons.

d. Maximum allowable quantities shall be increased 100 percent in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. Where Note e also applies, the increase for both notes shall be applied accumulatively.

e. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, day boxes, gas cabinets, gas rooms or exhausted enclosures or in listed safety cans in accordance with the Florida Fire Prevention Code. Where Note d also applies, the increase for both notes shall be applied accumulatively.

f. Quantities shall not be limited in a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. g. Allowed only in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. h. Containing not more than the maximum allowable quantity per control area of Class IA, IB or IC flammable liquids. i. The maximum allowable quantity shall not apply to fuel oil storage complying with the Florida Fire Prevention Code. j. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column. k. A maximum quantity of 200 pounds of solid or 20 gallons of liquid Class 3 oxidizers is allowed when such materials are necessary for maintenance purposes,

operation or sanitation of equipment when the storage containers and the manner of storage are approved. l. Net weight of the pyrotechnic composition of the fireworks. Where the net weight of the pyrotechnic composition of the fireworks is not known, 25 percent

of the gross weight of the fireworks, including packaging, shall be used. m. For gallons of liquids, divide the amount in pounds by 10 in accordance with the Florida Fire Prevention Code. n. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section 414.2.5, see Tables 414.2.5(1) and

414.2.5(2). o. Densely packed baled cotton that complies with the packing requirements of ISO 8115 shall not be included in this material class. p. The following shall not be included in determining the maximum allowable quantities:

1. Liquid or gaseous fuel in fuel tanks on vehicles. 2. Liquid or gaseous fuel in fuel tanks on motorized equipment operated in accordance with the Florida Fire Prevention Code. 3. Gaseous fuels in piping systems and fixed appliances regulated by the Florida Fire Prevention Code. 4. Liquid fuels in piping systems and fixed appliances regulated by the Florida Fire Prevention Code. 5. Alcohol-based hand rubs classified as Class I or II liquids in dispensers that are installed in accordance with the Florida Fire Prevention Code. The

location of the alcohol-based hand rub (ABHR) dispensers shall be provided in the construction documents. q. Where manufactured, generated or used in such a manner that the concentration and conditions create a fire or explosion hazard based on information

prepared in accordance with Section 414.1.3.

MATERIAL CLASS

GROUP WHEN THE MAXIMUM ALLOWABLE QUANTITY IS EXCEEDED

STORAGEb USE-CLOSED SYSTEMSb USE-OPEN SYSTEMSb

Solid pounds

(cubic feet)

Liquid gallons

(pounds)

Gas cubic feet at NTP

Solid pounds

(cubic feet)

Liquid gallons

(pounds)

Gas cubic feet at NTP

Solid pounds

(cubic feet)

Liquid gallons

(pounds)

Flammable solid NA H-3 125d, e NA NA 125d NA NA 25d NA

Inert gas Gaseous Liquefied

NA NA

NL NL

NA NA

NL NL

NA NA

Organic peroxide

UD I II III IV V

H-1 H-2 H-3 H-3 NA NA

1e, g

5d, e

50d, e

125d, e

NL NL

(1)e, g

(5)d, e

(50)d, e

(125)d, e

NL NL

0.25g

50d

125d

NL NL

(0.25)g

(1)d

(50)d

(125)d

NL NL

0.25g

10d

25d

NL NL

(0.25)g

(1)d

(10)d

(25)d

NL NL

Oxidizer

4 3k

2 1

H-1 H-2 or H-3

H-3 NA

10d, e

250d, e

4,000e, f

(1)e, g

(10)d, e

(250)d, e

(4,000)e, f NA

0.25g

250d

4,000f

(0.25)g

(2)d

(250)d

(4,000)f NA

0.25g

50d

1,000f

(0.25)g

(2)d

(50)d

(1,000)f

Oxidizing gas Gaseous Liquefied

H-3 NA NA

(150)d, e 1,500d, e

NA NA

NA (150)d, e

1,500d, e

NA NA NA

Pyrophoric NA H-2 4e, g (4)e, g 50e, g 1g (1)g 10e, g 0 0

Unstable (reactive)

4 3 2 1

H-1 H-1 or H-2

H-3 NA

1e, g

5d, e

50d, e

(1)e, g

(5)d, e

(50)d, e

10e, g

50d, e

750d, e

0.25g

50d

(0.25)g

(1)d

(50)d

2e, g

10d, e

750d, e

0.25g

10d

(0.25)g

(1)d

(10)d

Water reactive 3 2 1

H-2 H-3 NA

5d, e

50d, e

(5)d, e

(50)d, e

NL NA

50d

(5)d

(50)d

NL NA

10d

(1)d

(10)d

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classified as Group H-1. Such materials shall include, but not be limited to, the following:

Detonable pyrophoric materials

Explosives:

Division 1.1

Division 1.2

Division 1.3

Division 1.4

Division 1.5

Division 1.6

Organic peroxides, unclassified detonable

Oxidizers, Class 4

Unstable (reactive) materials, Class 3 detonable and Class 4

[F] 307.3.1 Occupancies containing explosives not clas- sified as H-1. The following occupancies containing explosive materials shall be classified as follows:

1. Division 1.3 explosive materials that are used and maintained in a form where either confinement or configuration will not elevate the hazard from a mass fire to mass explosion hazard shall be allowed in H-2 occupancies.

2. Articles, including articles packaged for shipment, that are not regulated as a Division 1.4 explosive under Bureau of Alcohol, Tobacco, Firearms and Explosives regulations, or unpackaged articles used in process operations that do not propagate a detona- tion or deflagration between articles shall be allowed in H-3 occupancies.

[F] 307.4 High-hazard Group H-2. Buildings and structures containing materials that pose a deflagration hazard or a haz- ard from accelerated burning shall be classified as Group H- 2. Such materials shall include, but not be limited to, the fol- lowing:

Class I, II or IIIA flammable or combustible liquids that are used or stored in normally open containers or systems, or in closed containers or systems pressurized at more than 15 pounds per square inch gauge (103.4 kPa).

Combustible dusts where manufactured, generated or used in such a manner that the concentration and conditions create a fire or explosion hazard based on information prepared in accordance with Section 414.1.3.

Cryogenic fluids, flammable. Flammable gases. Organic peroxides, Class I. Oxidizers, Class 3, that are used or stored in normally

open containers or systems, or in closed containers or systems pressurized at more than 15 pounds per square inch gauge (103 kPa).

Pyrophoric liquids, solids and gases, nondetonable. Unstable (reactive) materials, Class 3, nondetonable. Water-reactive materials, Class 3.

[F] 307.5 High-hazard Group H-3. Buildings and structures containing materials that readily support combustion or that pose a physical hazard shall be classified as Group H-3. Such materials shall include, but not be limited to, the following:

Class I, II or IIIA flammable or combustible liquids that are used or stored in normally closed containers or systems pressurized at 15 pounds per square inch gauge (103.4 kPa) or less.

Combustible fibers, other than densely packed baled

[F] TABLE 307.1(2) MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA OF HAZARDOUS MATERIAL POSING A HEALTH HAZARDa, c, f, h, i

For SI: 1 cubic foot = 0.028 m3, 1 pound = 0.454 kg, 1 gallon = 3.785 L. a. For use of control areas, see Section 414.2. b. The aggregate quantity in use and storage shall not exceed the quantity listed for storage. c. In retail and wholesale sales occupancies, the quantities of medicines, foodstuffs or consumer products, and cosmetics containing not more than 50 percent by

volume of water-miscible liquids and with the remainder of the solutions not being flammable, shall not be limited, provided that such materials are packaged in individual containers not exceeding 1.3 gallons.

d. Maximum allowable quantities shall be increased 100 percent in buildings equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1. Where Note e also applies, the increase for both notes shall be applied accumulatively.

e. Maximum allowable quantities shall be increased 100 percent where stored in approved storage cabinets, gas cabinets or exhausted enclosures as specified in the Florida Fire Prevention Code. Where Note d also applies, the increase for both notes shall be applied accumulatively.

f. For storage and display quantities in Group M and storage quantities in Group S occupancies complying with Section 414.2.5, see Tables 414.2.5(1) and 414.2.5(2).

g. Allowed only where stored in approved exhausted gas cabinets or exhausted enclosures as specified in the Florida Fire Prevention Code. h. Quantities in parenthesis indicate quantity units in parenthesis at the head of each column. i. For gallons of liquids, divide the amount in pounds by 10 in accordance with the Florida Fire Prevention Code.

MATERIAL STORAGEb USE-CLOSED SYSTEMSb USE-OPEN SYSTEMSb

Solid poundsd, e

Liquid gallons (pounds)d, e

Gas cubic feet at NTP (pounds)d

Solid poundsd

Liquid gallons (pounds)d

Gas cubic feet at NTP (pounds)d

Solid poundsd

Liquid gallons (pounds)d

Corrosives 5,000 500 Gaseous 810e

Liquefied (150) 5,000 500

Gaseous 810e Liquefied (150)

1,000 100

Highly Toxic

10 (10) Gaseous 20g

Liquefied (4)g 10 (10)

Gaseous 20g

Liquefied (4)g 3 (3)

Toxic 500 (500) Gaseous 810e

Liquefied (150)e 500 (500)

Gaseous 810e Liquefied (150)e

125 (125)

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cotton, where manufactured, generated or used in such a manner that the concentration and conditions create a fire or explosion hazard based on information prepared in accordance with Section 414.1.3.

Consumer fireworks, 1.4G (Class C, Common) Cryogenic fluids, oxidizing Flammable solids Organic peroxides, Class II and III Oxidizers, Class 2 Oxidizers, Class 3, that are used or stored in normally

closed containers or systems pressurized at 15 pounds per square inch gauge (103 kPa) or less

Oxidizing gases Unstable (reactive) materials, Class 2 Water-reactive materials, Class 2

[F] 307.6 High-hazard Group H-4. Buildings and structures containing materials that are health hazards shall be classified as Group H-4. Such materials shall include, but not be limited to, the following:

Corrosives Highly toxic materials Toxic materials

[F] 307.7 High-hazard Group H-5. Semiconductor fabrica- tion facilities and comparable research and development areas in which hazardous production materials (HPM) are used and the aggregate quantity of materials is in excess of those listed in Tables 307.1(1) and 307.1(2) shall be classi- fied as Group H-5. Such facilities and areas shall be designed and constructed in accordance with Section 415.11.

[F] 307.8 Multiple hazards. Buildings and structures con- taining a material or materials representing hazards that are classified in one or more of Groups H-1, H-2, H-3 and H-4 shall conform to the code requirements for each of the occu- pancies so classified.

SECTION 308 INSTITUTIONAL GROUP I

308.1 Institutional Group I. Institutional Group I occupancy includes, among others, the use of a building or structure, or a portion thereof, in which care or supervision is provided to persons who are or are not capable of self-preservation with- out physical assistance or in which persons are detained for penal or correctional purposes or in which the liberty of the occupants is restricted. Institutional occupancies shall be classified as Group I-1, I-2, I-3 or I-4.

308.2 Definitions. The following terms are defined in Chap- ter 2:

24-HOUR BASIS.

CUSTODIAL CARE.

DETOXIFICATION FACILITIES.

FOSTER CARE FACILITIES.

HOSPITALS AND PSYCHIATRIC HOSPITALS.

INCAPABLE OF SELF-PRESERVATION.

MEDICAL CARE.

NURSING HOMES.

308.3 Institutional Group I-1. Institutional Group I-1 occu- pancy shall include buildings, structures or portions thereof for more than 16 persons, excluding staff, who reside on a 24- hour basis in a supervised environment and receive custodial care. Buildings of Group I-1 shall be classified as one of the occupancy conditions specified in Section 308.3.1 or 308.3.2. This group shall include, but not be limited to, the following:

Alcohol and drug centers Assisted living facilities Congregate care facilities Group homes Halfway houses Residential board and care facilities Social rehabilitation facilities

308.3.1 Condition 1. This occupancy condition shall include buildings in which all persons receiving custodial care who, without any assistance, are capable of respond- ing to an emergency situation to complete building evacu- ation.

308.3.2 Condition 2. This occupancy condition shall include buildings in which there are any persons receiving custodial care who require limited verbal or physical assis- tance while responding to an emergency situation to com- plete building evacuation.

308.3.3 Six to 16 persons receiving custodial care. A facility housing not fewer than six and not more than 16 persons receiving custodial care shall be classified as Group R-4.

308.3.4 Five or fewer persons receiving custodial care. A facility with five or fewer persons receiving custodial care shall be classified as Group R-3 or shall comply with the Florida Building Code, Residential provided an auto- matic sprinkler system is installed in accordance with Sec- tion 903.3.1.3 or Section P2904 of the Florida Building Code, Residential.

308.4 Institutional Group I-2. Institutional Group I-2 occu- pancy shall include buildings and structures used for medical care on a 24-hour basis for more than five persons who are incapable of self-preservation. This group shall include, but not be limited to, the following:

Foster care facilities Detoxification facilities Hospitals Nursing homes Psychiatric hospitals

308.4.1 Occupancy conditions. Buildings of Group I-2 shall be classified as one of the occupancy conditions specified in Section 308.4.1.1 or 308.4.1.2.

308.4.1.1 Condition 1. This occupancy condition shall include facilities that provide nursing and medical care but do not provide emergency care, surgery, obstetrics or in-patient stabilization units for psychiatric or detox- ification, including but not limited to nursing homes and foster care facilities.

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308.4.1.2 Condition 2. This occupancy condition shall include facilities that provide nursing and medical care and could provide emergency care, surgery, obstetrics or in-patient stabilization units for psychiatric or detox- ification, including but not limited to hospitals.

308.4.2 Five or fewer persons receiving medical care. A facility with five or fewer persons receiving medical care shall be classified as Group R-3 or shall comply with the Florida Building Code, Residential provided an automatic sprinkler system is installed in accordance with Section 903.3.1.3 or Section P2904 of the Florida Building Code, Residential.

308.5 Institutional Group I-3. Institutional Group I-3 occu- pancy shall include buildings and structures that are inhabited by more than five persons who are under restraint or security. A Group I-3 facility is occupied by persons who are generally incapable of self-preservation due to security measures not under the occupants’ control. This group shall include, but not be limited to, the following:

Correctional centers Detention centers Jails Prerelease centers Prisons Reformatories

Buildings of Group I-3 shall be classified as one of the occupancy conditions specified in Sections 308.5.1 through 308.5.5 (see Section 408.1).

308.5.1 Condition 1. This occupancy condition shall include buildings in which free movement is allowed from sleeping areas, and other spaces where access or occu- pancy is permitted, to the exterior via means of egress without restraint. A Condition 1 facility is permitted to be constructed as Group R.

308.5.2 Condition 2. This occupancy condition shall include buildings in which free movement is allowed from sleeping areas and any other occupied smoke compartment to one or more other smoke compartments. Egress to the exterior is impeded by locked exits.

308.5.3 Condition 3. This occupancy condition shall include buildings in which free movement is allowed within individual smoke compartments, such as within a residential unit comprised of individual sleeping units and group activity spaces, where egress is impeded by remote- controlled release of means of egress from such a smoke compartment to another smoke compartment.

308.5.4 Condition 4. This occupancy condition shall include buildings in which free movement is restricted from an occupied space. Remote-controlled release is pro- vided to permit movement from sleeping units, activity spaces and other occupied areas within the smoke com- partment to other smoke compartments.

308.5.5 Condition 5. This occupancy condition shall include buildings in which free movement is restricted

from an occupied space. Staff-controlled manual release is provided to permit movement from sleeping units, activity spaces and other occupied areas within the smoke com- partment to other smoke compartments.

308.6 Institutional Group I-4, day care facilities. Institu- tional Group I-4 occupancy shall include buildings and struc- tures occupied by more than five persons of any age who receive custodial care for fewer than 24 hours per day by per- sons other than parents or guardians, relatives by blood, mar- riage or adoption, and in a place other than the home of the person cared for. This group shall include, but not be limited to, the following:

Adult day care Child day care

308.6.1 Classification as Group E. A child day care facil- ity that provides care for more than five but not more than 100 children 21/2 years or less of age, where the rooms in which the children are cared for are located on a level of exit discharge serving such rooms and each of these child care rooms has an exit door directly to the exterior, shall be classified as Group E.

308.6.2 Within a place of religious worship. Rooms and spaces within places of religious worship providing such care during religious functions shall be classified as part of the primary occupancy.

308.6.3 Five or fewer persons receiving care. A facility having five or fewer persons receiving custodial care shall be classified as part of the primary occupancy.

308.6.4 Five or fewer persons receiving care in a dwell- ing unit. A facility such as the above within a dwelling unit and having five or fewer persons receiving custodial care shall be classified as a Group R-3 occupancy or shall comply with the Florida Building Code, Residential.

SECTION 309 MERCANTILE GROUP M

309.1 Mercantile Group M. Mercantile Group M occupancy includes, among others, the use of a building or structure or a portion thereof for the display and sale of merchandise, and involves stocks of goods, wares or merchandise incidental to such purposes and accessible to the public. Mercantile occu- pancies shall include, but not be limited to, the following:

Department stores Drug stores Markets Motor fuel-dispensing facilities Retail or wholesale stores Sales rooms

309.2 Quantity of hazardous materials. The aggregate quantity of nonflammable solid and nonflammable or non- combustible liquid hazardous materials stored or displayed in a single control area of a Group M occupancy shall not exceed the quantities in Table 414.2.5(1).

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SECTION 310 RESIDENTIAL GROUP R

310.1 Residential Group R. Residential Group R includes, among others, the use of a building or structure, or a portion thereof, for sleeping purposes when not classified as an Insti- tutional Group I or when not regulated by the Florida Build- ing Code, Residential.

310.2 Definitions. The following terms are defined in Chap- ter 2:

BOARDING HOUSE.

CONGREGATE LIVING FACILITIES.

DORMITORY.

GROUP HOME.

GUEST ROOM.

LODGING HOUSE.

PERSONAL CARE SERVICE.

TRANSIENT.

310.3 Residential Group R-1. Residential Group R-1 occu- pancies containing sleeping units where the occupants are primarily transient in nature, including:

Boarding houses (transient) with more than 10 occupants Congregate living facilities (transient) with more than 10

occupants Hotels (transient) Motels (transient)

310.4 Residential Group R-2. Residential Group R-2 occu- pancies containing sleeping units or more than two dwelling units where the occupants are primarily permanent in nature, including:

Apartment houses Boarding houses (nontransient) with more than 16

occupants Congregate living facilities (nontransient) with more

than 16 occupants Convents Dormitories Fraternities and sororities Hotels (nontransient) Live/work units Monasteries Motels (nontransient) Vacation timeshare properties

310.5 Residential Group R-3. Residential Group R-3 occu- pancies where the occupants are primarily permanent in nature and not classified as Group R-1, R-2, R-4 or I, includ- ing:

Buildings that do not contain more than two dwelling units Boarding houses (nontransient) with 16 or fewer occupants Boarding houses (transient) with 10 or fewer occupants Care facilities that provide accommodations for five or

fewer persons receiving care Congregate living facilities (nontransient) with 16 or

fewer occupants Congregate living facilities (transient) with 10 or fewer

occupants Lodging houses with five or fewer guest rooms

310.5.1 Care facilities within a dwelling. Care facilities for five or fewer persons receiving care that are within a single-family dwelling are permitted to comply with the Florida Building Code, Residential provided an automatic sprinkler system is installed in accordance with Section 903.3.1.3 or Section P2904 of the Florida Building Code, Residential.

310.5.2 Lodging houses. Owner-occupied lodging houses with five or fewer guest rooms shall be permitted to be constructed in accordance with the Florida Building Code, Residential.

310.6 Residential Group R-4. Residential Group R-4 occu- pancy shall include buildings, structures or portions thereof for more than five but not more than 16 persons, excluding staff, who reside on a 24-hour basis in a supervised residen- tial environment and receive custodial care. Buildings of Group R-4 shall be classified as one of the occupancy condi- tions specified in Section 310.6.1 or 310.6.2. This group shall include, but not be limited to, the following:

Alcohol and drug centers Assisted living facilities Congregate care facilities Group homes Halfway houses Residential board and custodial care facilities Social rehabilitation facilities

Group R-4 occupancies shall meet the requirements for construction as defined for Group R-3, except as otherwise provided for in this code or shall comply with the Florida Building Code, Residential provided the building is protected by an automatic sprinkler system installed in accordance with Section 903.2.8.

310.6.1 Condition 1. This occupancy condition shall include buildings in which all persons receiving custodial care, without any assistance, are capable of responding to an emergency situation to complete building evacuation.

310.6.2 Condition 2. This occupancy condition shall include buildings in which there are any persons receiving custodial care who require limited verbal or physical assis- tance while responding to an emergency situation to com- plete building evacuation.

SECTION 311 STORAGE GROUP S

311.1 Storage Group S. Storage Group S occupancy includes, among others, the use of a building or structure, or a portion thereof, for storage that is not classified as a hazard- ous occupancy.

311.1.1 Accessory storage spaces. A room or space used for storage purposes that is less than 100 square feet (9.3 m2) in area and accessory to another occupancy shall be classified as part of that occupancy. The aggregate area of such rooms or spaces shall not exceed the allowable area limits of Section 508.2.

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311.2 Moderate-hazard storage, Group S-1. Storage Group S-1 occupancies are buildings occupied for storage uses that are not classified as Group S-2, including, but not limited to, storage of the following:

Aerosols, Levels 2 and 3 Aircraft hangar (storage and repair) Bags: cloth, burlap and paper Bamboos and rattan Baskets Belting: canvas and leather Books and paper in rolls or packs Boots and shoes Buttons, including cloth covered, pearl or bone Cardboard and cardboard boxes Clothing, woolen wearing apparel Cordage Dry boat storage (indoor) Furniture Furs Glues, mucilage, pastes and size Grains Horns and combs, other than celluloid Leather Linoleum Lumber Motor vehicle repair garages complying with the

maximum allowable quantities of hazardous materials listed in Table 307.1(1) (see Section 406.8)

Photo engravings Resilient flooring Silks Soaps Sugar Tires, bulk storage of Tobacco, cigars, cigarettes and snuff Upholstery and mattresses Wax candles

311.3 Low-hazard storage, Group S-2. Storage Group S-2 occupancies include, among others, buildings used for the storage of noncombustible materials such as products on wood pallets or in paper cartons with or without single thick- ness divisions; or in paper wrappings. Such products are per- mitted to have a negligible amount of plastic trim, such as knobs, handles or film wrapping. Group S-2 storage uses shall include, but not be limited to, storage of the following:

Asbestos Beverages up to and including 16-percent alcohol in

metal, glass or ceramic containers Cement in bags Chalk and crayons Dairy products in nonwaxed coated paper containers

Dry cell batteries Electrical coils Electrical motors Empty cans Food products Foods in noncombustible containers Fresh fruits and vegetables in nonplastic trays or

containers Frozen foods Glass Glass bottles, empty or filled with noncombustible liquids Gypsum board Inert pigments Ivory Meats Metal cabinets Metal desks with plastic tops and trim Metal parts Metals Mirrors Oil-filled and other types of distribution transformers Parking garages, open or enclosed Porcelain and pottery Stoves Talc and soapstones Washers and dryers

SECTION 312 UTILITY AND MISCELLANEOUS GROUP U

312.1 General. Buildings and structures of an accessory character and miscellaneous structures not classified in any specific occupancy shall be constructed, equipped and main- tained to conform to the requirements of this code commen- surate with the fire and life hazard incidental to their occupancy. Group U shall include, but not be limited to, the following:

Agricultural buildings Aircraft hangars, accessory to a one- or two-family

residence (see Section 412.5) Barns Carports Fences more than 6 feet (1829 mm) in height Grain silos, accessory to a residential occupancy Greenhouses Livestock shelters Private garages Retaining walls Sheds Stables Tanks Towers

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64 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 4

SPECIAL DETAILED REQUIREMENTS BASED ON USE AND OCCUPANCY

SECTION 401 SCOPE

401.1 Detailed use and occupancy requirements. In addi- tion to the occupancy and construction requirements in this code, the provisions of this chapter apply to the special uses and occupancies described herein.

401.2 Additional design criteria.

401.2.1 Scope. In addition to the provisions of this chap- ter, the following special occupancies, standards, require- ments and codes shall conform to the following sections:

Section 449: Hospitals

Section 450: Nursing homes

Section 451: Ambulatory surgical centers

Section 452: Birthing centers

Section 453: State requirements for educational facilities

Section 454: Swimming pools and bathing places

Section 455: Public lodging establishments

Section 456: Public food service establishments

Section 457: Mental health programs

Section 458: Manufactured buildings

Section 459: Boot camps for children

Section 460: Mausoleums and columbariums

Section 461: Transient public lodging establishments

Section 462: Use of asbestos in new public buildings or buildings newly constructed for lease to government entities–prohibition

Section 463: Adult day care

Section 464: Assisted living facilities

Section 465: Control of radiation hazards

Section 466: Day care occupancies

Section 467: Hospice inpatient facilities and units and hospice residences.

Section 468: Schools, colleges and universities

Section 469: Office surgery suite

Chapter 30: Elevators and conveying systems

Section 3109: Structures seaward of a coastal construction control line

401.2.2 General. Where in any specific case, Sections 449 through 469 specify different materials, methods of con- struction, design criteria or other requirements than found in this code, the requirements of Sections 449 through 469 shall be applicable.

401.2.3 Referenced standards. Further information con- cerning the requirements for licensing, maintenance, equipment or other items not related to design and con- struction may be obtained for all state codes, rules and standards from the State of Florida Bureau of Administra- tive Codes.

SECTION 402 COVERED MALL AND OPEN MALL BUILDINGS

402.1 Applicability. The provisions of this section shall apply to buildings or structures defined herein as covered or open mall buildings not exceeding three floor levels at any point nor more than three stories above grade plane. Except as specifically required by this section, covered and open mall buildings shall meet applicable provisions of this code.

Exceptions:

1. Foyers and lobbies of Groups B, R-1 and R-2 are not required to comply with this section.

2. Buildings need not comply with the provisions of this section where they totally comply with other applicable provisions of this code.

402.1.1 Open space. A covered mall building and attached anchor buildings and parking garages shall be surrounded on all sides by a permanent open space or not less than 60 feet (18 288 mm). An open mall building and anchor buildings and parking garages adjoining the perim- eter line shall be surrounded on all sides by a permanent open space of not less than 60 feet (18 288 mm).

Exception: The permanent open space of 60 feet (18 288 mm) shall be permitted to be reduced to not less than 40 feet (12 192 mm), provided the following requirements are met:

1. The reduced open space shall not be allowed for more than 75 percent of the perimeter of the cov- ered or open mall building and anchor buildings;

2. The exterior wall facing the reduced open space shall have a fire-resistance rating of not less than 3 hours;

3. Openings in the exterior wall facing the reduced open space shall have opening protectives with a fire protection rating of not less than 3 hours; and

4. Group E, H, I or R occupancies are not located within the covered or open mall building or anchor buildings.

402.1.2 Open mall building perimeter line. For the pur- pose of this code, a perimeter line shall be established. The perimeter line shall encircle all buildings and struc- tures that comprise the open mall building and shall

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encompass any open-air interior walkways, open-air courtyards or similar open-air spaces. The perimeter line shall define the extent of the open mall building. Anchor buildings and parking structures shall be outside of the perimeter line and are not considered as part of the open mall building.

402.2 Definitions. The following terms are defined in Chap- ter 2:

ANCHOR BUILDING.

COVERED MALL BUILDING.

Mall.

Open mall.

Open mall building.

FOOD COURT.

GROSS LEASABLE AREA.

402.3 Lease plan. Each owner of a covered mall building or of an open mall building shall provide both the building and fire departments with a lease plan showing the location of each occupancy and its exits after the certificate of occupancy has been issued. No modifications or changes in occupancy or use shall be made from that shown on the lease plan with- out prior approval of the building official.

402.4 Construction. The construction of covered and open mall buildings, anchor buildings and parking garages associ- ated with a mall building shall comply with Sections 402.4.1 through 402.4.3.

402.4.1 Area and types of construction. The building area and type of construction of covered mall or open mall buildings, anchor buildings and parking garages shall comply with this section.

402.4.1.1 Covered and open mall buildings. The building area of any covered mall or open mall build- ing shall not be limited provided the covered mall or open mall building does not exceed three floor levels at any point nor three stories above grade plane, and is of Type I, II, III or IV construction.

402.4.1.2 Anchor buildings. The building area and building height of any anchor building shall be based on the type of construction as required by Section 503 as modified by Sections 504 and 506.

Exception: The building area of any anchor build- ing shall not be limited provided the anchor building is not more than three stories above grade plane, and is of Type I, II, III or IV construction.

402.4.1.3 Parking garage. The building area and building height of any parking garage, open or enclosed, shall be based on the type of construction as required by Sections 406.5 and 406.6, respectively.

402.4.2 Fire-resistance-rated separation. Fire-resis- tance-rated separation is not required between tenant spaces and the mall. Fire-resistance-rated separation is not required between a food court and adjacent tenant spaces or the mall.

402.4.2.1 Tenant separations. Each tenant space shall be separated from other tenant spaces by a fire partition complying with Section 708. A tenant separation wall is not required between any tenant space and the mall.

402.4.2.2 Anchor building separation. An anchor building shall be separated from the covered or open mall building by fire walls complying with Section 706.

Exceptions:

1. Anchor buildings of not more than three sto- ries above grade plane that have an occu- pancy classification the same as that permitted for tenants of the mall building shall be sepa- rated by 2-hour fire-resistance-rated fire barri- ers complying with Section 707.

2. The exterior walls of anchor buildings sepa- rated from an open mall building by an open mall shall comply with Table 602.

402.4.2.2.1 Openings between anchor building and mall. Except for the separation between Group R-1 sleeping units and the mall, openings between anchor buildings of Type IA, IB, IIA or IIB con- struction and the mall need not be protected.

402.4.2.3 Parking garages. An attached garage for the storage of passenger vehicles having a capacity of not more than nine persons and open parking garages shall be considered as a separate building where it is sepa- rated from the covered or open mall building or anchor building by not less than 2-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

Parking garages, open or enclosed, which are sepa- rated from covered mall buildings, open mall buildings or anchor buildings, shall comply with the provisions of Table 602.

Pedestrian walkways and tunnels that connect garages to mall buildings or anchor buildings shall be constructed in accordance with Section 3104.

402.4.3 Open mall construction. Floor assemblies in, and roof assemblies over, the open mall of an open mall build- ing shall be open to the atmosphere for not less than 20 feet (9096 mm), measured perpendicular from the face of the tenant spaces on the lowest level, from edge of balcony to edge of balcony on upper floors and from edge of roof line to edge of roof line. The openings within, or the unroofed area of, an open mall shall extend from the low- est/grade level of the open mall through the entire roof assembly. Balconies on upper levels of the mall shall not project into the required width of the opening.

402.4.3.1 Pedestrian walkways. Pedestrian walkways connecting balconies in an open mall shall be located not less than 20 feet (9096 mm) from any other pedes- trian walkway.

[F] 402.5 Automatic sprinkler system. Covered and open mall buildings and buildings connected shall be equipped

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throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, which shall comply with all of the following:

1. The automatic sprinkler system shall be complete and operative throughout occupied space in the mall build- ing prior to occupancy of any of the tenant spaces. Unoccupied tenant spaces shall be similarly protected unless provided with approved alternative protection.

2. Sprinkler protection for the mall of a covered mall building shall be independent from that provided for tenant spaces or anchor buildings.

3. Sprinkler protection for the tenant spaces of an open mall building shall be independent from that provided for anchor buildings.

4. Sprinkler protection shall be provided beneath exterior circulation balconies located adjacent to an open mall.

5. Where tenant spaces are supplied by the same system, they shall be independently controlled.

Exception: An automatic sprinkler system shall not be required in spaces or areas of open parking garages separated from the covered or open mall building in accordance with Section 402.4.2.3 and constructed in accordance with Section 406.5.

402.6 Interior finishes and features. Interior finishes within the mall and installations within the mall shall comply with Sections 402.6.1 through 402.6.4.

402.6.1 Interior finish. Interior wall and ceiling finishes within the mall of a covered mall building and within the exits of covered or open mall buildings shall have a mini- mum flame spread index and smoke-developed index of Class B in accordance with Chapter 8. Interior floor fin- ishes shall meet the requirements of Section 804.

402.6.2 Kiosks. Kiosks and similar structures (temporary or permanent) located within the mall of a covered mall building or within the perimeter line of an open mall building shall meet the following requirements:

1. Combustible kiosks or other structures shall not be located within a covered or open mall unless con- structed of any of the following materials:

1.1. Fire-retardant-treated wood complying with Section 2303.2.

1.2. Foam plastics having a maximum heat release rate not greater than 100 kW (105 Btu/h) when tested in accordance with the exhibit booth protocol in UL 1975 or when tested in accordance with NFPA 289 using the 20 kW ignition source.

1.3. Aluminum composite material (ACM) meet- ing the requirements of Class A interior fin- ish in accordance with Chapter 8 when tested as an assembly in the maximum thickness intended.

2. Kiosks or similar structures located within the mall shall be provided with approved automatic sprinkler system and detection devices.

3. The horizontal separation between kiosks or group- ings thereof and other structures within the mall shall be not less than 20 feet (6096 mm).

4. Each kiosk or similar structure or groupings thereof shall have an area not greater than 300 square feet (28 m2).

402.6.3 Children’s play structures. Children’s play structures located within the mall of a covered mall build- ing or within the perimeter line of an open mall building shall comply with Section 424. The horizontal separation between children’s play structures, kiosks and similar structures within the mall shall be not less than 20 feet (6096 mm).

402.6.4 Plastic signs. Plastic signs affixed to the store- front of any tenant space facing a mall or open mall shall be limited as specified in Sections 402.6.4.1 through 402.6.4.5.

402.6.4.1 Area. Plastic signs shall be not more than 20 percent of the wall area facing the mall.

402.6.4.2 Height and width. Plastic signs shall be not greater than 36 inches (914 mm) in height, except that where the sign is vertical, the height shall be not greater than 96 inches (2438 mm) and the width shall be not greater than 36 inches (914 mm).

402.6.4.3 Location. Plastic signs shall be located not less than 18 inches (457 mm) from adjacent tenants.

402.6.4.4 Plastics other than foam plastics. Plastics other than foam plastics used in signs shall be light- transmitting plastics complying with Section 2606.4 or shall have a self-ignition temperature of 650°F (343°C) or greater when tested in accordance with ASTM D1929, and a flame spread index not greater than 75 and smoke-developed index not greater than 450 when tested in the manner intended for use in accordance with ASTM E84 or UL 723 or meet the acceptance cri- teria of Section 803.1.2.1 when tested in accordance with NFPA 286.

402.6.4.4.1 Encasement. Edges and backs of plastic signs in the mall shall be fully encased in metal.

402.6.4.5 Foam plastics. Foam plastics used in signs shall have flame-retardant characteristics such that the sign has a maximum heat-release rate of 150 kilowatts when tested in accordance with UL 1975 or when tested in accordance with NFPA 289 using the 20 kW ignition source, and the foam plastics shall have the physical characteristics specified in this section. Foam plastics used in signs installed in accordance with Sec- tion 402.6.4 shall not be required to comply with the flame spread and smoke-developed indices specified in Section 2603.3.

402.6.4.5.1 Density. The density of foam plastics used in signs shall be not less than 20 pounds per cubic foot (pcf) (320 kg/ m3).

402.6.4.5.2 Thickness. The thickness of foam plas- tic signs shall not be greater than 1/2 inch (12.7 mm).

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[F] 402.7 Emergency systems. Covered and open mall buildings, anchor buildings and associated parking garages shall be provided with emergency systems complying with Sections 402.7.1 through 402.7.5.

[F] 402.7.1 Standpipe system. Covered and open mall buildings shall be equipped throughout with a standpipe system as required by Section 905.3.3.

[F] 402.7.2 Smoke control. Where a covered mall build- ing contains an atrium, a smoke control system shall be provided in accordance with Section 404.5.

Exception: A smoke control system is not required in covered mall buildings where an atrium connects only two stories.

[F] 402.7.3 Emergency power. Covered mall buildings greater than 50,000 square feet (4645 m2) in area and open mall buildings greater than 50,000 square feet (4645 m2) within the established perimeter line shall be provided with emergency power that is capable of operating the emergency voice/alarm communication system in accor- dance with Section 2702.

[F] 402.7.4 Emergency voice/alarm communication system. Where the total floor area is greater than 50,000 square feet (4645 m2) within either a covered mall build- ing or within the perimeter line of an open mall building, an emergency voice/alarm communication system shall be provided.

Emergency voice/alarm communication systems serv- ing a mall, required or otherwise, shall be accessible to the fire department. The systems shall be provided in accor- dance with Section 907.5.2.2.

[F] 402.7.5 Fire department access to equipment. Rooms or areas containing controls for air-conditioning systems, automatic fire-extinguishing systems, automatic sprinkler systems or other detection, suppression or control elements shall be identified for use by the fire department.

402.8 Means of egress. Covered mall buildings, open mall buildings and each tenant space within a mall building shall be provided with means of egress as required by this section and this code. Where there is a conflict between the require- ments of this code and the requirements of Sections 402.8.1 through 402.8.8, the requirements of Sections 402.8.1 through 402.8.8 shall apply.

402.8.1 Mall width. For the purpose of providing required egress, malls are permitted to be considered as corridors but need not comply with the requirements of Section 1005.1 of this code where the width of the mall is as spec- ified in this section.

402.8.1.1 Minimum width. The aggregate clear egress width of the mall in either a covered or open mall building shall be not less than 20 feet (6096 mm). The mall width shall be sufficient to accommodate the occupant load served. No portion of the minimum required aggregate egress width shall be less than 10 feet (3048 mm) measured to a height of 8 feet (2438 mm) between any projection of a tenant space border- ing the mall and the nearest kiosk, vending machine,

bench, display opening, food court or other obstruction to means of egress travel.

402.8.2 Determination of occupant load. The occupant load permitted in any individual tenant space in a covered or open mall building shall be determined as required by this code. Means of egress requirements for individual tenant spaces shall be based on the occupant load thus determined.

402.8.2.1 Occupant formula. In determining required means of egress of the mall, the number of occupants for whom means of egress are to be provided shall be based on gross leasable area of the covered or open mall building (excluding anchor buildings) and the occupant load factor as determined by Equation 4-1.

OLF = (0.00007) (GLA) + 25 (Equation 4-1)

where:

OLF = The occupant load factor (square feet per person).

GLA = The gross leasable area (square feet).

Exception: Tenant spaces attached to a covered or open mall building but with a means of egress sys- tem that is totally independent of the open mall of an open mall building or of a covered mall building shall not be considered as gross leasable area for determining the required means of egress for the mall building.

402.8.2.2 OLF range. The occupant load factor (OLF) is not required to be less than 30 and shall not exceed 50.

402.8.2.3 Anchor buildings. The occupant load of anchor buildings opening into the mall shall not be included in computing the total number of occupants for the mall.

402.8.2.4 Food courts. The occupant load of a food court shall be determined in accordance with Section 1004. For the purposes of determining the means of egress requirements for the mall, the food court occu- pant load shall be added to the occupant load of the covered or open mall building as calculated above.

402.8.3 Number of means of egress. Wherever the dis- tance of travel to the mall from any location within a tenant space used by persons other than employees is greater than 75 feet (22 860 mm) or the tenant space has an occupant load of 50 or more, no fewer than two means of egress shall be provided.

402.8.4 Arrangements of means of egress. Assembly occupancies with an occupant load of 500 or more located within a covered mall building shall be so located such that their entrance will be immediately adjacent to a prin- cipal entrance to the mall and shall have not less than one- half of their required means of egress opening directly to the exterior of the covered mall building. Assembly occu- pancies located within the perimeter line of an open mall building shall be permitted to have their main exit open to the open mall.

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402.8.4.1 Anchor building means of egress. Required means of egress for anchor buildings shall be provided independently from the mall means of egress system. The occupant load of anchor buildings opening into the mall shall not be included in determining means of egress requirements for the mall. The path of egress travel of malls shall not exit through anchor buildings. Malls terminating at an anchor building where no other means of egress has been provided shall be considered as a dead-end mall.

402.8.5 Distance to exits. Within each individual tenant space in a covered or open mall building, the distance of travel from any point to an exit or entrance to the mall shall be not greater than 200 feet (60 960 mm).

The distance of travel from any point within a mall of a covered mall building to an exit shall be not greater than 200 feet (60 960 mm). The maximum distance of travel from any point within an open mall to the perimeter line of the open mall building shall be not greater than 200 feet (60 960 mm).

402.8.6 Access to exits. Where more than one exit is required, they shall be so arranged that it is possible to travel in either direction from any point in a mall of a cov- ered mall building to separate exits or from any point in an open mall of an open mall building to two separate loca- tions on the perimeter line, provided neither location is an exterior wall of an anchor building or parking garage. The width of an exit passageway or corridor from a mall shall be not less than 66 inches (1676 mm).

Exception: Access to exits is permitted by way of a dead-end mall that does not exceed a length equal to twice the width of the mall measured at the narrowest location within the dead-end portion of the mall.

402.8.6.1 Exit passageways. Where exit passageways provide a secondary means of egress from a tenant space, doorways to the exit passageway shall be pro- tected by 1-hour fire door assemblies that are self- or automatic-closing by smoke detection in accordance with Section 716.5.9.3.

402.8.7 Service areas fronting on exit passageways. Mechanical rooms, electrical rooms, building service areas and service elevators are permitted to open directly into exit passageways, provided the exit passageway is sepa- rated from such rooms with not less than 1-hour fire barri- ers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Sec- tion 711, or both. The fire protection rating of openings in the fire barriers shall be not less than 1 hour.

402.8.8 Security grilles and doors. Horizontal sliding or vertical security grilles or doors that are a part of a required means of egress shall conform to the following:

1. Doors and grilles shall remain in the full open posi- tion during the period of occupancy by the general public.

2. Doors or grilles shall not be brought to the closed position when there are 10 or more persons occupy-

ing spaces served by a single exit or 50 or more per- sons occupying spaces served by more than one exit.

3. The doors or grilles shall be openable from within without the use of any special knowledge or effort where the space is occupied.

4. Where two or more exits are required, not more than one-half of the exits shall be permitted to include either a horizontal sliding or vertical rolling grille or door.

SECTION 403 HIGH-RISE BUILDINGS

403.1 Applicability. High-rise buildings shall comply with Sections 403.2 through 403.6.

Exception: The provisions of Sections 403.2 through 403.6 shall not apply to the following buildings and struc- tures:

1. Airport traffic control towers in accordance with Section 412.3.

2. Open parking garages in accordance with Section 406.5.

3. The portion of a building containing a Group A-5 occupancy in accordance with Section 303.6.

4. Special industrial occupancies in accordance with Section 503.1.1.

5. Buildings with:

5.1. A Group H-1 occupancy;

5.2. A Group H-2 occupancy in accordance with Section 415.8, 415.9.2, 415.9.3 or 426.1; or,

5.3. A Group H-3 occupancy in accordance with Section 415.8.

403.2 Construction. The construction of high-rise buildings shall comply with the provisions of Sections 403.2.1 through 403.2.4.

403.2.1 Reduction in fire-resistance rating. The fire- resistance-rating reductions listed in Sections 403.2.1.1 and 403.2.1.2 shall be allowed in buildings that have sprinkler control valves equipped with supervisory initiat- ing devices and water-flow initiating devices for each floor.

403.2.1.1 Type of construction. The following reduc- tions in the minimum fire-resistance rating of the building elements in Table 601 shall be permitted as follows:

1. For buildings not greater than 420 feet (128 000 mm) in building height, the fire-resistance rating of the building elements in Type IA construction shall be permitted to be reduced to the minimum fire-resistance ratings for the building elements in Type IB.

Exception: The required fire-resistance rat- ing of columns supporting floors shall not be reduced.

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2. In other than Group F-1, M and S-1 occupancies, the fire-resistance rating of the building elements in Type IB construction shall be permitted to be reduced to the fire-resistance ratings in Type IIA.

3. The building height and building area limitations of a building containing building elements with reduced fire-resistance ratings shall be permitted to be the same as the building without such reductions.

403.2.1.2 Shaft enclosures. For buildings not greater than 420 feet (128 000 mm) in building height, the required fire-resistance rating of the fire barriers enclosing vertical shafts, other than interior exit stair- way and elevator hoistway enclosures, is permitted to be reduced to 1 hour where automatic sprinklers are installed within the shafts at the top and at alternate floor levels.

403.2.2 Seismic considerations. For seismic consider- ations, see Chapter 16.

403.2.3 Structural integrity of interior exit stairways and elevator hoistway enclosures. For high-rise build- ings of Risk Category III or IV in accordance with Section 1604.5, and for all buildings that are more than 420 feet (128 000 mm) in building height, enclosures for interior exit stairways and elevator hoistway enclosures shall com- ply with Sections 403.2.3.1 through 403.2.3.4.

403.2.3.1 Wall assembly. The wall assemblies making up the enclosures for interior exit stairways and eleva- tor hoistway enclosures shall meet or exceed Soft Body Impact Classification Level 2 as measured by the test method described in ASTM C1629/C1629M.

403.2.3.2 Wall assembly materials. The face of the wall assemblies making up the enclosures for interior exit stairways and elevator hoistway enclosures that are not exposed to the interior of the enclosures for interior exit stairways or elevator hoistway enclosure shall be constructed in accordance with one of the following methods:

1. The wall assembly shall incorporate no fewer than two layers of impact-resistant construction board each of which meets or exceeds Hard Body Impact Classification Level 2 as measured by the test method described in ASTM C1629/C1629M.

2. The wall assembly shall incorporate no fewer than one layer of impact-resistant construction material that meets or exceeds Hard Body Impact Classification Level 3 as measured by the test method described in ASTM C1629/C1629M.

3. The wall assembly incorporates multiple layers of any material, tested in tandem, that meets or exceeds Hard Body Impact Classification Level 3 as measured by the test method described in ASTM C1629/C1629M.

403.2.3.3 Concrete and masonry walls. Concrete or masonry walls shall be deemed to satisfy the require- ments of Sections 403.2.3.1 and 403.2.3.2.

403.2.3.4 Other wall assemblies. Any other wall assem- bly that provides impact resistance equivalent to that required by Sections 403.2.3.1 and 403.2.3.2 for Hard Body Impact Classification Level 3, as measured by the test method described in ASTM C1629/C1629M, shall be permitted.

403.2.4 Sprayed fire-resistant materials (SFRM). The bond strength of the SFRM installed throughout the build- ing shall be in accordance with Table 403.2.4.

TABLE 403.2.4 MINIMUM BOND STRENGTH

For SI: 1 foot = 304.8 mm, 1 pound per square foot (psf) = 0.0479 kW/m2. a. Above the lowest level of fire department vehicle access.

[F] 403.3 Automatic sprinkler system. Buildings and struc- tures shall be equipped throughout with an automatic sprin- kler system in accordance with Section 903.3.1.1 and a secondary water supply where required by Section 403.3.3.

Exception: An automatic sprinkler system shall not be required in spaces or areas of:

1. Open parking garages in accordance with Section 406.5.

2. Telecommunications equipment buildings used exclusively for telecommunications equipment, associated electrical power distribution equipment, batteries and standby engines, provided that those spaces or areas are equipped throughout with an automatic fire detection system in accordance with Section 907.2 and are separated from the remainder of the building by not less than 1-hour fire barriers constructed in accordance with Section 707 or not less than 2-hour horizontal assemblies constructed in accordance with Section 711, or both.

[F] 403.3.1 Number of sprinkler risers and system design. Each sprinkler system zone in buildings that are more than 420 feet (128 000 mm) in building height shall be supplied by no fewer than two risers. Each riser shall supply sprinklers on alternate floors. If more than two ris- ers are provided for a zone, sprinklers on adjacent floors shall not be supplied from the same riser.

[F] 403.3.1.1 Riser location. Sprinkler risers shall be placed in interior exit stairways and ramps that are remotely located in accordance with Section 1007.1.

[F] 403.3.2 Water supply to required fire pumps. In buildings that are more than 420 feet (128 000 mm) in building height, required fire pumps shall be supplied by connections to no fewer than two water mains located in different streets. Separate supply piping shall be provided between each connection to the water main and the pumps. Each connection and the supply piping between the con- nection and the pumps shall be sized to supply the flow and pressure required for the pumps to operate.

Exception: Two connections to the same main shall be permitted provided the main is valved such that an

HEIGHT OF BUILDINGa SFRM MINIMUM BOND STRENGTH

Up to 420 feet 430 psf

Greater than 420 feet 1,000 psf

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interruption can be isolated so that the water supply will continue without interruption through no fewer than one of the connections.

[F]403.3.3 Secondary water supply. An automatic sec- ondary on-site water supply having a capacity not less than the hydraulically calculated sprinkler demand, including the hose stream requirement, shall be provided for high- rise buildings assigned to Seismic Design Category C, D, E or F as determined by Section 1613. An additional fire pump shall not be required for the secondary water supply unless needed to provide the minimum design intake pres- sure at the suction side of the fire pump supplying the automatic sprinkler system. The secondary water supply shall have a duration of not less than 30 minutes.

[F] 403.3.4 Fire pump room. Fire pumps shall be located in rooms protected in accordance with Section 913.2.1.

[F] 403.4 Emergency systems. The detection, alarm and emergency systems of high-rise buildings shall comply with Sections 403.4.1 through 403.4.8.

[F] 403.4.1 Smoke detection. Smoke detection shall be provided in accordance with Section 907.2.13.1.

[F] 403.4.2 Fire alarm system. A fire alarm system shall be provided in accordance with Section 907.2.13.

[F] 403.4.3 Standpipe system. A high-rise building shall be equipped with a standpipe system as required by Sec- tion 905.3.

[F] 403.4.4 Emergency voice/alarm communication system. An emergency voice/alarm communication sys- tem shall be provided in accordance with Section 907.5.2.2.

[F] 403.4.5 Emergency responder radio coverage. Emergency responder radio coverage shall be provided in accordance with the Florida Fire Prevention Code.

[F] 403.4.6 Fire command. A fire command center com- plying with Section 911 shall be provided in a location approved by the fire department.

403.4.7 Smoke removal. To facilitate smoke removal in post-fire salvage and overhaul operations, buildings and structures shall be equipped with natural or mechanical ventilation for removal of products of combustion in accordance with one of the following:

1. Easily identifiable, manually operable windows or panels shall be distributed around the perimeter of each floor at not more than 50-foot (15 240 mm) intervals. The area of operable windows or panels shall be not less than 40 square feet (3.7 m2) per 50 linear feet (15 240 mm) of perimeter.

Exceptions:

1. In Group R-1 occupancies, each sleeping unit or suite having an exterior wall shall be permitted to be provided with 2 square feet (0.19 m2) of venting area in lieu of the area specified in Item 1.

2. Windows shall be permitted to be fixed provided that glazing can be cleared by fire fighters.

2. Mechanical air-handling equipment providing one exhaust air change every 15 minutes for the area involved. Return and exhaust air shall be moved directly to the outside without recirculation to other portions of the building.

3. Any other approved design that will produce equiv- alent results.

[F] 403.4.8 Standby and emergency power. A standby power system complying with Section 2702 and Section 3003 shall be provided for the standby power loads speci- fied in Section 403.4.8.3. An emergency power system complying with Section 2702 shall be provided for the emergency power loads specified in Section 403.4.8.4.

[F] 403.4.8.1 Equipment room. If the standby or emergency power system includes a generator set inside a building, the system shall be located in a sepa- rate room enclosed with 2-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. System supervision with manual start and transfer features shall be provided at the fire command center.

Exception: In Group I-2, Condition 2, manual start and transfer features for the critical branch of the emergency power are not required to be provided at the fire command center.

[F] 403.4.8.2 Fuel line piping protection. Fuel lines supplying a generator set inside a building shall be sep- arated from areas of the building other than the room the generator is located in by an approved method or assembly that has a fire-resistance rating of not less than 2 hours. Where the building is protected through- out with an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2, the required fire-resistance rating shall be reduced to 1 hour.

[F] 403.4.8.3 Standby power loads. The following are classified as standby power loads:

1. Power and lighting for the fire command center required by Section 403.4.6.

2. Ventilation and automatic fire detection equip- ment for smokeproof enclosures.

3. Elevators.

4. Where elevators are provided in a high-rise building for accessible means of egress, fire ser- vice access or occupant self-evacuation, the standby power system shall also comply with Sections 1009, 3007 or 3008, as applicable.

[F] 403.4.8.4 Emergency power loads. The following are classified as emergency power loads:

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1. Exit signs and means of egress illumination required by Chapter 10.

2. Elevator car lighting.

3. Emergency voice/alarm communications sys- tems.

4. Automatic fire detection systems.

5. Fire alarm systems.

6. Electrically powered fire pumps.

403.5 Means of egress and evacuation. The means of egress in high-rise buildings shall comply with Sections 403.5.1 through 403.5.6.

403.5.1 Remoteness of interior exit stairways. Required interior exit stairways shall be separated by a distance not less than 30 feet (9144 mm) or not less than one-fourth of the length of the maximum overall diagonal dimension of the building or area to be served, whichever is less. The distance shall be measured in a straight line between the nearest points of the enclosure surrounding the interior exit stairways. In buildings with three or more interior exit stairways, no fewer than two of the interior exit stairways shall comply with this section. Interlocking or scissor stairways shall be counted as one interior exit stairway.

403.5.2 Additional interior exit stairway. For buildings other than Group R-2 that are more than 420 feet (128 000 mm) in building height, one additional interior exit stair- way meeting the requirements of Sections 1011 and 1023 shall be provided in addition to the minimum number of exits required by Section 1006.3. The total width of any combination of remaining interior exit stairways with one interior exit stairway removed shall be not less than the total width required by Section 1005.1. Scissor stairways shall not be considered the additional interior exit stairway required by this section.

Exception: An additional interior exit stairway shall not be required to be installed in buildings having ele- vators used for occupant self-evacuation in accordance with Section 3008.

403.5.3 Stairway door operation. Stairway doors other than the exit discharge doors shall be permitted to be locked from the stairway side. Stairway doors that are locked from the stairway side shall be capable of being unlocked simultaneously without unlatching upon a signal from the fire command center.

403.5.3.1 Stairway communication system. A tele- phone or other two-way communications system con- nected to an approved constantly attended station shall be provided at not less than every fifth floor in each stairway where the doors to the stairway are locked.

403.5.4 Smokeproof enclosures. Every required interior exit stairway serving floors more than 75 feet (22 860 mm) above the lowest level of fire department vehicle access shall be a smokeproof enclosure in accordance with Sections 909.20 and 1023.11.

403.5.5 Luminous egress path markings. Luminous egress path markings shall be provided in accordance with Section 1025.

403.5.6 Emergency escape and rescue. Emergency escape and rescue openings specified in Section 1030 are not required.

403.6 Elevators. Elevator installation and operation in high- rise buildings shall comply with Chapter 30 and Sections 403.6.1 and 403.6.2.

403.6.1 Fire service access elevator. In buildings with an occupied floor more than 120 feet (36 576 mm), measured from the elevation of street-level access to the level of the highest occupiable floor, no fewer than two fire service access elevators shall be provided in accordance with Sec- tion 3007. All remaining elevators, if any, shall be pro- vided with Phase I and II emergency operation. Each fire service access elevator shall have a capacity of not less than 3,500 pounds (1588 kg).

403.6.2 Occupant evacuation elevators. Where installed in accordance with Section 3008, passenger elevators for general public use shall be permitted to be used for occu- pant self-evacuation.

SECTION 404 ATRIUMS

404.1 General. In other than Group H occupancies, and where permitted by Section 712.1.7, the provisions of Sec- tions 404.1 through 404.10 shall apply to buildings or struc- tures containing vertical openings defined as “Atriums.”

404.1.1 Definition. The following term is defined in Chapter 2:

ATRIUM.

404.2 Use. The floor of the atrium shall not be used for other than low fire hazard uses and only approved materials and decorations in accordance with the Florida Fire Prevention Code shall be used in the atrium space.

Exception: The atrium floor area is permitted to be used for any approved use where the individual space is pro- vided with an automatic sprinkler system in accordance with Section 903.3.1.1.

[F] 404.3 Automatic sprinkler protection. An approved automatic sprinkler system shall be installed throughout the entire building.

Exceptions:

1. That area of a building adjacent to or above the atrium need not be sprinklered provided that portion of the building is separated from the atrium portion by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assem- blies constructed in accordance with Section 711, or both.

2. Where the ceiling of the atrium is more than 55 feet (16 764 mm) above the floor, sprinkler protection at the ceiling of the atrium is not required.

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[F] 404.4 Fire alarm system. A fire alarm system shall be provided in accordance with Section 907.2.14.

404.5 Smoke control. A smoke control system shall be installed in accordance with Section 909.

Exception: In other than Group I-2, and Group I-1, Condi- tion 2, smoke control is not required for atriums that con- nect only two stories.

404.6 Enclosure of atriums. Atrium spaces shall be sepa- rated from adjacent spaces by a 1-hour fire barrier con- structed in accordance with Section 707 or a horizontal assembly constructed in accordance with Section 711, or both.

Exceptions:

1. A fire barrier is not required where a glass wall forming a smoke partition is provided. The glass wall shall comply with all of the following:

1.1. Automatic sprinklers are provided along both sides of the separation wall and doors, or on the room side only if there is not a walkway on the atrium side. The sprinklers shall be located between 4 inches and 12 inches (102 mm and 305 mm) away from the glass and at intervals along the glass not greater than 6 feet (1829 mm). The sprinkler system shall be designed so that the entire surface of the glass is wet upon activation of the sprinkler system without obstruction;

1.2. The glass wall shall be installed in a gas- keted frame in a manner that the framing system deflects without breaking (loading) the glass before the sprinkler system oper- ates; and

1.3. Where glass doors are provided in the glass wall, they shall be either self-closing or auto- matic-closing.

2. A fire barrier is not required where a glass-block wall assembly complying with Section 2110 and having a 3/4-hour fire protection rating is provided.

3. A fire barrier is not required between the atrium and the adjoining spaces of any three floors of the atrium provided such spaces are accounted for in the design of the smoke control system.

[F] 404.7 Standby power. Equipment required to provide smoke control shall be provided with standby power in accor- dance with Section 909.11.

404.8 Interior finish. The interior finish of walls and ceil- ings of the atrium shall be not less than Class B with no reduction in class for sprinkler protection.

404.9 Exit access travel distance. Exit access travel distance for areas open to an atrium shall comply with the require- ments of this section.

404.9.1 Egress not through the atrium. Where required access to the exits is not through the atrium, exit access travel distance shall comply with Section 1017.

404.9.2 Exit access travel distance at the level of exit discharge. Where the path of egress travel is through an atrium space, exit access travel distance at the level of exit discharge shall be determined in accordance with Section 1017.

404.9.3 Exit access travel distance at other than the level of exit discharge. Where the path of egress travel is not at the level of exit discharge from the atrium, that por- tion of the total permitted exit access travel distance that occurs within the atrium shall be not greater than 200 feet (60 960 mm).

404.10 Interior exit stairways. A maximum of 50 percent of interior exit stairways are permitted to egress through an atrium on the level of exit discharge in accordance with Sec- tion 1028.

SECTION 405 UNDERGROUND BUILDINGS

405.1 General. The provisions of Sections 405.2 through 405.9 apply to building spaces having a floor level used for human occupancy more than 30 feet (9144 mm) below the finished floor of the lowest level of exit discharge.

Exceptions: The provisions of Section 405 are not appli- cable to the following buildings or portions of buildings:

1. One- and two-family dwellings, sprinklered in accordance with Section 903.3.1.3.

2. Parking garages provided with automatic sprinkler systems in compliance with Section 405.3.

3. Fixed guideway transit systems.

4. Grandstands, bleachers, stadiums, arenas and simi- lar facilities.

5. Where the lowest story is the only story that would qualify the building as an underground building and has an area not greater than 1,500 square feet (139 m2) and has an occupant load less than 10.

6. Pumping stations and other similar mechanical spaces intended only for limited periodic use by ser- vice or maintenance personnel.

405.2 Construction requirements. The underground portion of the building shall be of Type I construction.

[F] 405.3 Automatic sprinkler system. The highest level of exit discharge serving the underground portions of the build- ing and all levels below shall be equipped with an automatic sprinkler system installed in accordance with Section 903.3.1.1. Water-flow switches and control valves shall be supervised in accordance with Section 903.4.

405.4 Compartmentation. Compartmentation shall be in accordance with Sections 405.4.1 through 405.4.3.

405.4.1 Number of compartments. A building having a floor level more than 60 feet (18 288 mm) below the fin- ished floor of the lowest level of exit discharge shall be divided into no fewer than two compartments of approxi- mately equal size. Such compartmentation shall extend

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through the highest level of exit discharge serving the underground portions of the building and all levels below.

Exception: The lowest story need not be compart- mented where the area is not greater than 1,500 square feet (139 m2) and has an occupant load of less than 10.

405.4.2 Smoke barrier penetration. The compartments shall be separated from each other by a smoke barrier in accordance with Section 709. Penetrations between the two compartments shall be limited to plumbing and elec- trical piping and conduit that are firestopped in accordance with Section 714. Doorways shall be protected by fire door assemblies that are automatic-closing by smoke detection in accordance with Section 716.5.9.3 and are installed in accordance with NFPA 105 and Section 716.5.3. Where provided, each compartment shall have an air supply and an exhaust system independent of the other compartments.

405.4.3 Elevators. Where elevators are provided, each compartment shall have direct access to an elevator. Where an elevator serves more than one compartment, an elevator lobby shall be provided and shall be separated from each compartment by a smoke barrier in accordance with Section 709. Doors shall be gasketed, have a drop sill and be automatic-closing by smoke detection in accor- dance with Section 716.5.9.3.

405.5 Smoke control system. A smoke control system shall be provided in accordance with Sections 405.5.1 and 405.5.2.

405.5.1 Control system. A smoke control system is required to control the migration of products of combus- tion in accordance with Section 909 and the provisions of this section. Smoke control shall restrict movement of smoke to the general area of fire origin and maintain means of egress in a usable condition.

405.5.2 Compartment smoke control system. Where compartmentation is required, each compartment shall have an independent smoke control system. The system shall be automatically activated and capable of manual operation in accordance with Sections 907.2.18 and 907.2.19.

[F] 405.6 Fire alarm systems. A fire alarm system shall be provided where required by Sections 907.2.18 and 907.2.19.

405.7 Means of egress. Means of egress shall be in accor- dance with Sections 405.7.1 and 405.7.2.

405.7.1 Number of exits. Each floor level shall be pro- vided with no fewer than two exits. Where compartmenta- tion is required by Section 405.4, each compartment shall have no fewer than one exit and shall also have no fewer than one exit access doorway into the adjoining compart- ment.

405.7.2 Smokeproof enclosure. Every required stairway serving floor levels more than 30 feet (9144 mm) below the finished floor of its level of exit discharge shall comply with the requirements for a smokeproof enclosure as pro- vided in Section 1023.11.

[F] 405.8 Standby and emergency power. A standby power system complying with Section 2702 shall be provided for

the standby power loads specified in Section 405.8.1. An emergency power system complying with Section 2702 shall be provided for the emergency power loads specified in Sec- tion 405.8.2.

[F] 405.8.1 Standby power loads. The following loads are classified as standby power loads:

1. Smoke control system.

2. Ventilation and automatic fire detection equipment for smokeproof enclosures.

3. Fire pumps.

4. Elevators, as required in Section 3003.

[F] 405.8.2 Emergency power loads. The following loads are classified as emergency power loads:

1. Emergency voice/alarm communications systems.

2. Fire alarm systems.

3. Automatic fire detection systems.

4. Elevator car lighting.

5. Means of egress and exit sign illumination as required by Chapter 10.

[F] 405.9 Standpipe system. The underground building shall be equipped throughout with a standpipe system in accor- dance with Section 905.

SECTION 406 MOTOR-VEHICLE-RELATED OCCUPANCIES

406.1 General. Motor-vehicle-related occupancies shall comply with Sections 406.1 through 406.8.

406.2 Definitions. The following terms are defined in Chap- ter 2:

MECHANICAL-ACCESS OPEN PARKING GARAGES.

OPEN PARKING GARAGE.

PRIVATE GARAGE.

RAMP-ACCESS OPEN PARKING GARAGES.

406.3 Private garages and carports. Private garages and carports shall comply with Sections 406.3.1 through 406.3.6.

406.3.1 Classification. Private garages and carports shall be classified as Group U occupancies. Each private garage shall be not greater than 1,000 square feet (93 m2) in area. Multiple private garages are permitted in a building where each private garage is separated from the other private garages by 1-hour fire barriers in accordance with Section 707, or 1-hour horizontal assemblies in accordance with Section 711, or both.

406.3.2 Clear height. In private garages and carports, the clear height in vehicle and pedestrian traffic areas shall be not less than 7 feet (2134 mm). Vehicle and pedestrian areas accommodating van-accessible parking shall comply with the Florida Building Code, Accessibility.

406.3.3 Garage floor surfaces. Garage floor surfaces shall be of approved noncombustible material. The area of floor used for parking of automobiles or other vehicles

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shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway.

406.3.4 Separation. For other than private garages adja- cent to dwelling units, the separation of private garages from other occupancies shall comply with Section 508. Separation of private garages from dwelling units shall comply with Sections 406.3.4.1 through 406.3.4.3.

406.3.4.1 Dwelling unit separation. The private garage shall be separated from the dwelling unit and its attic area by means of gypsum board, not less than 1/2 inch (12.7 mm) in thickness, applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than a 5/8- inch (15.9 mm) Type X gypsum board or equivalent and 1/2-inch (12.7 mm) gypsum board applied to struc- tures supporting the separation from habitable rooms above the garage. Door openings between a private garage and the dwelling unit shall be equipped with either solid wood doors or solid or honeycomb core steel doors not less than 13/8 inches (34.9 mm) in thick- ness, or doors in compliance with Section 716.5.3 with a fire protection rating of not less than 20 minutes. Doors shall be self-closing and self-latching.

406.3.4.2 Openings prohibited. Openings from a pri- vate garage directly into a room used for sleeping pur- poses shall not be permitted.

406.3.4.3 Ducts. Ducts in a private garage and ducts penetrating the walls or ceilings separating the dwelling unit from the garage, including its attic area, shall be constructed of sheet steel of not less than 0.019 inch (0.48 mm) in thickness and shall have no openings into the garage.

406.3.5 Carports. Carports shall be open on at least two sides. Carport floor surfaces shall be of an approved non- combustible material. Carports not open on at least two sides shall be considered a garage and shall comply with the requirements for private garages.

Exception: Asphalt surfaces shall be permitted at ground level in carports.

The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry door- way.

406.3.5.1 Carport separation. A separation is not required between a Group R-3 and U carport, provided the carport is entirely open on two or more sides and there are not enclosed areas above.

406.3.6 Automatic garage door openers. Automatic garage door openers, where provided, shall be listed in accordance with UL 325.

406.4 Public parking garages. Parking garages, other than private garages, shall be classified as public parking garages and shall comply with the provisions of Sections 406.4.2 through 406.4.8 and shall be classified as either an open park- ing garage or an enclosed parking garage. Open parking garages shall also comply with Section 406.5. Enclosed

parking garages shall also comply with Section 406.6. See Section 510 for special provisions for parking garages.

406.4.1 Clear height. The clear height of each floor level in vehicle and pedestrian traffic areas shall be not less than 7 feet (2134 mm). Vehicle and pedestrian areas accommo- dating van-accessible parking shall comply with the Flor- ida Building Code, Accessibility.

406.4.2 Guards. Guards shall be provided in accordance with Section 1015. Guards serving as vehicle barriers shall comply with Sections 406.4.3 and 1015.

406.4.3 Vehicle barriers. Vehicle barriers not less than 2 feet 9 inches (835 mm) in height shall be placed where the vertical distance from the floor of a drive lane or parking space to the ground or surface directly below is greater than 1 foot (305 mm). Vehicle barriers shall comply with the loading requirements of Section 1607.8.3.

Exception: Vehicle barriers are not required in vehicle storage compartments in a mechanical access parking garage.

406.4.4 Ramps. Vehicle ramps shall not be considered as required exits unless pedestrian facilities are provided. Vehicle ramps that are utilized for vertical circulation as well as for parking shall not exceed a slope of 1:15 (6.67 percent).

406.4.5 Floor surface. Parking surfaces shall be of con- crete or similar noncombustible and nonabsorbent materi- als.

The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry door- way.

Exceptions:

1. Asphalt parking surfaces shall be permitted at ground level.

2. Floors of Group S-2 parking garages shall not be required to have a sloped surface.

406.4.6 Mixed occupancy separation. Parking garages shall be separated from other occupancies in accordance with Section 508.1.

406.4.7 Special hazards. Connection of a parking garage with any room in which there is a fuel-fired appliance shall be by means of a vestibule providing a two-doorway separation.

Exception: A single door shall be allowed provided the sources of ignition in the appliance are not less than 18 inches (457 mm) above the floor.

406.4.8 Attached to rooms. Openings from a parking garage directly into a room used for sleeping purposes shall not be permitted.

406.5 Open parking garages. Open parking garages shall comply with Sections 406.5.1 through 406.5.11.

406.5.1 Construction. Open parking garages shall be of Type I, II or IV construction. Open parking garages shall meet the design requirements of Chapter 16. For vehicle barriers, see Section 406.4.3.

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406.5.2 Openings. For natural ventilation purposes, the exterior side of the structure shall have uniformly distrib- uted openings on two or more sides. The area of such openings in exterior walls on a tier shall be not less than 20 percent of the total perimeter wall area of each tier. The aggregate length of the openings considered to be provid- ing natural ventilation shall be not less than 40 percent of the perimeter of the tier. Interior walls shall be not less than 20 percent open with uniformly distributed openings.

Exception: Openings are not required to be distributed over 40 percent of the building perimeter where the required openings are uniformly distributed over two opposing sides of the building.

406.5.2.1 Openings below grade. Where openings below grade provide required natural ventilation, the outside horizontal clear space shall be one and one-half times the depth of the opening. The width of the hori- zontal clear space shall be maintained from grade down to the bottom of the lowest required opening.

406.5.3 Uses. Mixed uses shall be allowed in the same building as an open parking garage subject to the provi- sions of Sections 402.4.2.3, 406.5.11, 508.1, 510.3, 510.4 and 510.7.

406.5.4 Area and height. Area and height of open park- ing garages shall be limited as set forth in Chapter 5 for Group S-2 occupancies and as further provided for in Sec- tion 508.1.

406.5.4.1 Single use. Where the open parking garage is used exclusively for the parking or storage of private motor vehicles, with no other uses in the building, the area and height shall be permitted to comply with Table 406.5.4, along with increases allowed by Section 406.5.5.

Exception: The grade-level tier is permitted to con- tain an office, waiting and toilet rooms having a total combined area of not more than 1,000 square feet (93 m2). Such area need not be separated from the open parking garage.

In open parking garages having a spiral or sloping floor, the horizontal projection of the structure at any cross section shall not exceed the allowable area per parking tier. In the case of an open parking garage hav- ing a continuous spiral floor, each 9 feet 6 inches (2896

mm) of height, or portion thereof, shall be considered a tier.

The clear height of a parking tier shall be not less than 7 feet (2134 mm), except that a lower clear height is permitted in mechanical-access open parking garages where approved by the building official.

406.5.5 Area and height increases. The allowable area and height of open parking garages shall be increased in accordance with the provisions of this section. Garages with sides open on three-fourths of the building’s perime- ter are permitted to be increased by 25 percent in area and one tier in height. Garages with sides open around the entire building’s perimeter are permitted to be increased by 50 percent in area and one tier in height. For a side to be considered open under the above provisions, the total area of openings along the side shall not be less than 50 percent of the interior area of the side at each tier and such openings shall be equally distributed along the length of the tier. For purposes of calculating the interior area of the side, the height shall not exceed 7 feet (2134 mm).

Allowable tier areas in Table 406.5.4 shall be increased for open parking garages constructed to heights less than the table maximum. The gross tier area of the garage shall not exceed that permitted for the higher structure. No fewer than three sides of each such larger tier shall have continuous horizontal openings not less than 30 inches (762 mm) in clear height extending for not less than 80 percent of the length of the sides and no part of such larger tier shall be more than 200 feet (60 960 mm) horizontally from such an opening. In addition, each such opening shall face a street or yard accessible to a street with a width of not less than 30 feet (9144 mm) for the full length of the opening, and standpipes shall be provided in each such tier.

Open parking garages of Type II construction, with all sides open, shall be unlimited in allowable area where the building height does not exceed 75 feet (22 860 mm). For a side to be considered open, the total area of openings along the side shall be not less than 50 percent of the inte- rior area of the side at each tier and such openings shall be equally distributed along the length of the tier. For pur- poses of calculating the interior area of the side, the height shall not exceed 7 feet (2134 mm). All portions of tiers shall be within 200 feet (60 960 mm) horizontally from such openings or other natural ventilation openings as

TABLE 406.5.4 OPEN PARKING GARAGES AREA AND HEIGHT

TYPE OF CONSTRUCTION AREA PER TIER

(square feet)

HEIGHT (in tiers)

Ramp access

Mechanical access

Automatic sprinkler system

No Yes

IA Unlimited Unlimited Unlimited Unlimited

IB Unlimited 12 tiers 12 tiers 18 tiers

IIA 50,000 10 tiers 10 tiers 15 tiers

IIB 50,000 8 tiers 8 tiers 12 tiers

IV 50,000 4 tiers 4 tiers 4 tiers

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defined in Section 406.5.2. These openings shall be per- mitted to be provided in courts with a minimum dimen- sion of 20 feet (6096 mm) for the full width of the openings.

406.5.6 Fire separation distance. Exterior walls and openings in exterior walls shall comply with Tables 601 and 602. The distance to an adjacent lot line shall be deter- mined in accordance with Table 602 and Section 705.

406.5.7 Means of egress. Where persons other than park- ing attendants are permitted, open parking garages shall meet the means of egress requirements of Chapter 10. Where no persons other than parking attendants are per- mitted, there shall be no fewer than two exit stairways. Each exit stairway shall be not less than 36 inches (914 mm) in width. Lifts shall be permitted to be installed for use of employees only, provided they are completely enclosed by noncombustible materials.

[F] 406.5.8 Standpipe system. An open parking garage shall be equipped with a standpipe system as required by Section 905.3.

406.5.9 Enclosure of vertical openings. Enclosure shall not be required for vertical openings except as specified in Section 406.5.7.

406.5.10 Ventilation. Ventilation, other than the percent- age of openings specified in Section 406.5.2, shall not be required.

406.5.11 Prohibitions. The following uses and alterations are not permitted:

1. Vehicle repair work.

2. Parking of buses, trucks and similar vehicles.

3. Partial or complete closing of required openings in exterior walls by tarpaulins or any other means.

4. Dispensing of fuel.

406.6 Enclosed parking garages. Enclosed parking garages shall comply with Sections 406.6.1 through 406.6.3.

406.6.1 Heights and areas. Enclosed vehicle parking garages and portions thereof that do not meet the defini- tion of open parking garages shall be limited to the allow- able heights and areas specified in Sections 504 and 506 as modified by Section 507. Roof parking is permitted.

406.6.2 Ventilation. A mechanical ventilation system shall be provided in accordance with the Florida Building Code, Mechanical.

[F] 406.6.3 Automatic sprinkler system. An enclosed parking garage shall be equipped with an automatic sprin- kler system in accordance with Section 903.2.10.

406.7 Motor fuel-dispensing facilities. Motor fuel-dispens- ing facilities shall comply with the Florida Fire Prevention Code and Sections 406.7.1 and 406.7.2.

406.7.1 Vehicle fueling pad. The vehicle shall be fueled on noncoated concrete or other approved paving material having a resistance not exceeding 1 megohm as deter- mined by the methodology in EN 1081.

406.7.2 Canopies. Canopies under which fuels are dis- pensed shall have a clear, unobstructed height of not less than 13 feet 6 inches (4115 mm) to the lowest projecting element in the vehicle drive-through area. Canopies and their supports over pumps shall be of noncombustible materials, fire-retardant-treated wood complying with Chapter 23, wood of Type IV sizes or of construction pro- viding 1-hour fire resistance. Combustible materials used in or on a canopy shall comply with one of the following:

1. Shielded from the pumps by a noncombustible ele- ment of the canopy, or wood of Type IV sizes;

2. Plastics covered by aluminum facing having a thick- ness of not less than 0.010 inch (0.30 mm) or corro- sion-resistant steel having a base metal thickness of not less than 0.016 inch (0.41 mm). The plastic shall have a flame spread index of 25 or less and a smoke- developed index of 450 or less when tested in the form intended for use in accordance with ASTM E84 or UL 723 and a self-ignition temperature of 650°F (343°C) or greater when tested in accordance with ASTM D1929; or

3. Panels constructed of light-transmitting plastic materials shall be permitted to be installed in cano- pies erected over motor vehicle fuel-dispensing sta- tion fuel dispensers, provided the panels are located not less than 10 feet (3048 mm) from any building on the same lot and face yards or streets not less than 40 feet (12 192 mm) in width on the other sides. The aggregate areas of plastics shall be not greater than 1,000 square feet (93 m2). The maximum area of any individual panel shall be not greater than 100 square feet (9.3 m2).

406.7.2.1 Canopies used to support gaseous hydro- gen systems. Canopies that are used to shelter dispens- ing operations where flammable compressed gases are located on the roof of the canopy shall be in accordance with the following:

1. The canopy shall meet or exceed Type I construc- tion requirements.

2. Operations located under canopies shall be lim- ited to refueling only.

3. The canopy shall be constructed in a manner that prevents the accumulation of hydrogen gas.

406.8 Repair garages. Repair garages shall be constructed in accordance with the Florida Fire Prevention Code and Sections 406.8.1 through 406.8.6. This occupancy shall not include motor fuel-dispensing facilities, as regulated in Sec- tion 406.7.

406.8.1 Mixed uses. Mixed uses shall be allowed in the same building as a repair garage subject to the provisions of Section 508.1.

406.8.2 Ventilation. Repair garages shall be mechanically ventilated in accordance with the Florida Building Code, Mechanical. The ventilation system shall be controlled at the entrance to the garage.

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406.8.3 Floor surface. Repair garage floors shall be of concrete or similar noncombustible and nonabsorbent materials.

Exception: Slip-resistant, nonabsorbent, interior floor finishes having a critical radiant flux not more than 0.45 W/cm2, as determined by NFPA 253, shall be per- mitted.

406.8.4 Heating equipment. Heating equipment shall be installed in accordance with the Florida Building Code, Mechanical.

[F] 406.8.5 Gas detection system. Repair garages used for the repair of vehicles fueled by nonodorized gases such as hydrogen and nonodorized LNG, shall be provided with a flammable gas detection system.

[F] 406.8.5.1 System design. The flammable gas detection system shall be listed or approved and shall be calibrated to the types of fuels or gases used by vehi- cles to be repaired. The gas detection system shall be designed to activate when the level of flammable gas exceeds 25 percent of the lower flammable limit (LFL). Gas detection shall be provided in lubrication or chassis service pits of repair garages used for repairing nono- dorized LNG-fueled vehicles.

[F] 406.8.5.1.1 Gas detection system components. Gas detection system control units shall be listed and labeled in accordance with UL 864 or UL 2017. Gas detectors shall be listed and labeled in accor- dance with UL 2075 for use with the gases and vapors being detected.

[F] 406.8.5.2 Operation. Activation of the gas detec- tion system shall result in all of the following:

1. Initiation of distinct audible and visual alarm sig- nals in the repair garage.

2. Deactivation of all heating systems located in the repair garage.

3. Activation of the mechanical ventilation system, where the system is interlocked with gas detec- tion.

[F] 406.8.5.3 Failure of the gas detection system. Failure of the gas detection system shall result in the deactivation of the heating system, activation of the mechanical ventilation system where the system is interlocked with the gas detection system and cause a trouble signal to sound in an approved location.

[F] 406.8.6 Automatic sprinkler system. A repair garage shall be equipped with an automatic sprinkler system in accordance with Section 903.2.9.1.

SECTION 407 GROUP I-2

407.1 General. Occupancies in Group I-2 shall comply with the provisions of Sections 407.1 through 407.10 and other applicable provisions of this code.

407.2 Corridors continuity and separation. Corridors in occupancies in Group I-2 shall be continuous to the exits and

shall be separated from other areas in accordance with Sec- tion 407.3 except spaces conforming to Sections 407.2.1 through 407.2.6.

407.2.1 Waiting and similar areas. Waiting areas and similar spaces constructed as required for corridors shall be permitted to be open to a corridor, only where all of the following criteria are met:

1. The spaces are not occupied as care recipient’s sleeping rooms, treatment rooms, incidental uses in accordance with Section 509, or hazardous uses.

2. The open space is protected by an automatic fire detection system installed in accordance with Sec- tion 907.

3. The corridors onto which the spaces open, in the same smoke compartment, are protected by an auto- matic fire detection system installed in accordance with Section 907, or the smoke compartment in which the spaces are located is equipped throughout with quick-response sprinklers in accordance with Section 903.3.2.

4. The space is arranged so as not to obstruct access to the required exits.

407.2.2 Care providers’ stations. Spaces for care pro- viders’, supervisory staff, doctors’ and nurses’ charting, communications and related clerical areas shall be permit- ted to be open to the corridor, where such spaces are con- structed as required for corridors.

407.2.3 Psychiatric treatment areas. Areas wherein psy- chiatric care recipients who are not capable of self-preser- vation are housed, or group meeting or multipurpose therapeutic spaces other than incidental uses in accordance with Section 509, under continuous supervision by facility staff, shall be permitted to be open to the corridor, where the following criteria are met:

1. Each area does not exceed 1,500 square feet (140 m2).

2. The area is located to permit supervision by the facility staff.

3. The area is arranged so as not to obstruct any access to the required exits.

4. The area is equipped with an automatic fire detec- tion system installed in accordance with Section 907.2.

5. Not more than one such space is permitted in any one smoke compartment.

6. The walls and ceilings of the space are constructed as required for corridors.

407.2.4 Gift shops. Gift shops and associated storage that are less than 500 square feet (455 m2) in area shall be per- mitted to be open to the corridor where such spaces are constructed as required for corridors.

407.2.5 Nursing home housing units. In Group I-2, Con- dition 1, occupancies, in areas where nursing home resi- dents are housed, shared living spaces, group meeting or multipurpose therapeutic spaces shall be permitted to be

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open to the corridor, where all of the following criteria are met:

1. The walls and ceilings of the space are constructed as required for corridors.

2. The spaces are not occupied as resident sleeping rooms, treatment rooms, incidental uses in accor- dance with Section 509, or hazardous uses.

3. The open space is protected by an automatic fire detection system installed in accordance with Sec- tion 907.

4. The corridors onto which the spaces open, in the same smoke compartment, are protected by an auto- matic fire detection system installed in accordance with Section 907, or the smoke compartment in which the spaces are located is equipped throughout with quick-response sprinklers in accordance with Section 903.3.2.

5. The space is arranged so as not to obstruct access to the required exits.

407.2.6 Nursing home cooking facilities. In Group I-2, Condition 1, occupancies, rooms or spaces that contain a cooking facility with domestic cooking appliances shall be permitted to be open to the corridor where all of the fol- lowing criteria are met:

1. The number of care recipients housed in the smoke compartment is not greater than 30.

2. The number of care recipients served by the cook- ing facility is not greater than 30.

3. Only one cooking facility area is permitted in a smoke compartment.

4. The types of domestic cooking appliances permit- ted are limited to ovens, cooktops, ranges, warm- ers and microwaves.

5. The corridor is a clearly identified space delin- eated by construction or floor pattern, material or color.

6. The space containing the domestic cooking facility shall be arranged so as not to obstruct access to the required exit.

7. A domestic cooking hood installed and con- structed in accordance with Section 505 of the Florida Building Code, Mechanical is provided over the cooktop or range.

8. The domestic cooking hood provided over the cooktop or range shall be equipped with an auto- matic fire-extinguishing system of a type recog- nized for protection of domestic cooking equipment. Preengineered automatic extinguishing systems shall be tested in accordance with UL 300A and listed and labeled for the intended appli- cation. The system shall be installed in accordance with this code, its listing and the manufacturer’s instructions.

9. A manual actuation device for the hood suppres- sion system shall be installed in accordance with Sections 904.12.1 and 904.12.2.

10. An interlock device shall be provided such that upon activation of the hood suppression system, the power or fuel supply to the cooktop or range will be turned off.

11. A shut-off for the fuel and electrical power supply to the cooking equipment shall be provided in a location that is accessible only to staff.

12. A timer shall be provided that automatically deac- tivates the cooking appliances within a period of not more than 120 minutes.

13. A portable fire extinguisher shall be installed in accordance with the Florida Fire Prevention Code.

407.3 Corridor wall construction. Corridor walls shall be constructed as smoke partitions in accordance with Section 710.

407.3.1 Corridor doors. Corridor doors, other than those in a wall required to be rated by Section 509.4 or for the enclosure of a vertical opening or an exit, shall not have a required fire protection rating and shall not be required to be equipped with self-closing or automatic-closing devices, but shall provide an effective barrier to limit the transfer of smoke and shall be equipped with positive latching. Roller latches are not permitted. Other doors shall conform to Section 716.5.

407.4 Means of egress. Group I-2 occupancies shall be pro- vided with means of egress complying with Chapter 10 and Sections 407.4.1 through 407.4.4. The fire safety and evacua- tion plans provided in accordance with Section 1001.4 shall identify the building components necessary to support a defend-in-place emergency response in accordance with the Florida Fire Prevention Code.

407.4.1 Direct access to a corridor. Habitable rooms in Group I-2 occupancies shall have an exit access door lead- ing directly to a corridor.

Exceptions:

1. Rooms with exit doors opening directly to the outside at ground level.

2. Rooms arranged as care suites complying with Section 407.4.4.

407.4.1.1 Locking devices. Locking devices that restrict access to a care recipient’s room from the corri- dor and that are operable only by staff from the corri- dor side shall not restrict the means of egress from the care recipient’s room.

Exceptions:

1. This section shall not apply to rooms in psy- chiatric treatment and similar care areas.

2. Locking arrangements in accordance with Section 1010.1.9.6.

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407.4.2 Distance of travel. The distance of travel between any point in a Group I-2 occupancy sleeping room, not located in a care suite, and an exit access door in that room shall be not greater than 50 feet (15 240 mm).

407.4.3 Projections in nursing home corridors. In Group I-2, Condition 1, occupancies, where the corridor width is a minimum of 96 inches (2440 mm), projections shall be permitted for furniture where all of the following criteria are met:

1. The furniture is attached to the floor or to the wall.

2. The furniture does not reduce the clear width of the corridor to less than 72 inches (1830 mm) except where other encroachments are permitted in accor- dance with Section 1005.7.

3. The furniture is positioned on only one side of the corridor.

4. Each arrangement of furniture is 50 square feet (4.6 m2) maximum in area.

5. Furniture arrangements are separated by 10 feet (3048 mm) minimum.

6. Placement of furniture is considered as part of the fire and safety plans in accordance with Section 1001.4.

407.4.4 Group I-2 care suites. Care suites in Group I-2 shall comply with Sections 407.4.4.1 through 407.4.4.4 and either Section 407.4.4.5 or 407.4.4.6.

407.4.4.1 Exit access through care suites. Exit access from all other portions of a building not classified as a care suite shall not pass through a care suite. In a care suite required to have more than one exit, one exit access is permitted to pass through an adjacent care suite provided all of the other requirements of Sections 407.4 and 1016.2 are satisfied.

407.4.4.2 Separation. Care suites shall be separated from other portions of the building, including other care suites, by a smoke partition complying with Sec- tion 710.

407.4.4.3 Access to corridor. Movement from habit- able rooms shall not require passage through more than three doors and 100 feet (30 480 mm) distance of travel within the suite.

Exception: The distance of travel shall be permitted to be increased to 125 feet (38 100 mm) where an automatic smoke detection system is provided throughout the care suite and installed in accordance with NFPA 72.

407.4.4.4 Doors within care suites. Doors in care suites serving habitable rooms shall be permitted to comply with one of the following:

1. Manually operated horizontal sliding doors per- mitted in accordance with Exception 9 to Section 1010.1.2.

2. Power-operated doors permitted in accordance with Exception 7 to Section 1010.1.2.

3. Means of egress doors complying with Section 1010.

407.4.4.5 Care suites containing sleeping room areas. Sleeping rooms shall be permitted to be grouped into care suites where one of the following criteria is met:

1. The care suite is not used as an exit access for more than eight care recipient beds.

2. The arrangement of the care suite allows for direct and constant visual supervision into the sleeping rooms by care providers.

3. An automatic smoke detection system is provided in the sleeping rooms and installed in accordance with NFPA 72.

407.4.4.5.1 Area. Care suites containing sleeping rooms shall be not greater than 7,500 square feet (696 m2) in area.

Exception: Care suites containing sleeping rooms shall be permitted to be not greater than 10,000 square feet (929 m2) in area where an automatic smoke detection system is provided throughout the care suite and installed in accor- dance with NFPA 72.

407.4.4.5.2 Exit access. Any sleeping room, or any care suite that contains sleeping rooms, of more than 1,000 square feet (93 m2) shall have no fewer than two exit access doors from the care suite located in accordance with Section 1007.

407.4.4.6 Care suites not containing sleeping rooms. Areas not containing sleeping rooms, but only treat- ment areas and the associated rooms, spaces or circula- tion space, shall be permitted to be grouped into care suites and shall conform to the limitations in Sections 407.4.4.6.1 and 407.4.4.6.2.

407.4.4.6.1 Area. Care suites of rooms, other than sleeping rooms, shall have an area not greater than 12,500 square feet (1161 m2).

Exception: Care suites not containing sleeping rooms shall be permitted to be not greater than 15,000 square feet (1394 m2) in area where an automatic smoke detection system is provided throughout the care suite in accordance with Sec- tion 907.

407.4.4.6.2 Exit access. Care suites, other than sleeping rooms, with an area of more than 2,500 square feet (232 m2) shall have no fewer than two exit access doors from the care suite located in accordance with Section 1007.1.

407.5 Smoke barriers. Smoke barriers shall be provided to subdivide every story used by persons receiving care, treat- ment or sleeping and to divide other stories with an occupant load of 50 or more persons, into no fewer than two smoke compartments. Such stories shall be divided into smoke com- partments with an area of not more than 22,500 square feet (2092 m2) in Group I-2, Condition 1, and not more than 40,000 square feet (3716 m2) in Group I-2, Condition 2, and

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the distance of travel from any point in a smoke compartment to a smoke barrier door shall be not greater than 200 feet (60 960 mm). The smoke barrier shall be in accordance with Sec- tion 709.

407.5.1 Refuge area. Refuge areas shall be provided within each smoke compartment. The size of the refuge area shall accommodate the occupants and care recipients from the adjoining smoke compartment. Where a smoke compartment is adjoined by two or more smoke compart- ments, the minimum area of the refuge area shall accom- modate the largest occupant load of the adjoining compartments. The size of the refuge area shall provide the following:

1. Not less than 30 net square feet (2.8 m2) for each care recipient confined to bed or stretcher.

2. Not less than 6 square feet (0.56 m2) for each ambu- latory care recipient not confined to bed or stretcher and for other occupants.

Areas or spaces permitted to be included in the calcula- tion of refuge area are corridors, sleeping areas, treatment rooms, lounge or dining areas and other low-hazard areas.

407.5.2 Independent egress. A means of egress shall be provided from each smoke compartment created by smoke barriers without having to return through the smoke com- partment from which means of egress originated.

407.5.3 Horizontal assemblies. Horizontal assemblies supporting smoke barriers required by this section shall be designed to resist the movement of smoke. Elevator lob- bies shall be in accordance with Section 3006.2.

[F] 407.6 Automatic sprinkler system. Smoke compart- ments containing sleeping rooms shall be equipped through- out with an automatic sprinkler system in accordance with Sections 903.3.1.1 and 903.3.2.

[F] 407.7 Fire alarm system. A fire alarm system shall be provided in accordance with Section 907.2.6.

[F] 407.8 Automatic fire detection. Corridors in Group I-2, Condition 1 occupancies and spaces permitted to be open to the corridors by Section 407.2 shall be equipped with an automatic fire detection system.

Group I-2, Condition 2 occupancies shall be equipped with smoke detection as required in Section 407.2.

Exceptions:

1. Corridor smoke detection is not required where sleeping rooms are provided with smoke detectors that comply with UL 268. Such detectors shall pro- vide a visual display on the corridor side of each sleeping room and an audible and visual alarm at the care provider’s station attending each unit.

2. Corridor smoke detection is not required where sleeping room doors are equipped with automatic door-closing devices with integral smoke detectors on the unit sides installed in accordance with their listing, provided that the integral detectors perform the required alerting function.

407.9 Secured yards. Grounds are permitted to be fenced and gates therein are permitted to be equipped with locks, provided that safe dispersal areas having 30 net square feet (2.8 m2) for bed and stretcher care recipients and 6 net square feet (0.56 m2) for ambulatory care recipients and other occu- pants are located between the building and the fence. Such provided safe dispersal areas shall be located not less than 50 feet (15 240 mm) from the building they serve.

407.10 Electrical systems. In Group I-2 occupancies, the essential electrical system for electrical components, equip- ment and systems shall be designed and constructed in accor- dance with the provisions of Chapter 27 and NFPA 99.

SECTION 408 GROUP I-3

408.1 General. Occupancies in Group I-3 shall comply with the provisions of Sections 408.1 through 408.11 and other applicable provisions of this code (see Section 308.5).

408.1.1 Definitions. The following terms are defined in Chapter 2:

CELL.

CELL TIER.

HOUSING UNIT.

SALLYPORT.

408.2 Other occupancies. Buildings or portions of buildings in Group I-3 occupancies where security operations necessi- tate the locking of required means of egress shall be permit- ted to be classified as a different occupancy. Occupancies classified as other than Group I-3 shall meet the applicable requirements of this code for that occupancy where provi- sions are made for the release of occupants at all times.

Means of egress from detention and correctional occupan- cies that traverse other use areas shall, as a minimum, con- form to requirements for detention and correctional occupancies.

Exception: It is permissible to exit through a horizontal exit into other contiguous occupancies that do not conform to detention and correctional occupancy egress provisions but that do comply with requirements set forth in the appropriate occupancy, as long as the occupancy is not a Group H use.

408.3 Means of egress. Except as modified or as provided for in this section, the means of egress provisions of Chapter 10 shall apply.

408.3.1 Door width. Doors to resident sleeping units shall have a clear width of not less than 28 inches (711 mm).

408.3.2 Sliding doors. Where doors in a means of egress are of the horizontal-sliding type, the force to slide the door to its fully open position shall be not greater than 50 pounds (220 N) with a perpendicular force against the door of 50 pounds (220 N).

408.3.3 Guard tower doors. A hatch or trap door not less than 16 square feet (610 m2) in area through the floor and having dimensions of not less than 2 feet (610 mm) in any

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direction shall be permitted to be used as a portion of the means of egress from guard towers.

408.3.4 Spiral stairways. Spiral stairways that conform to the requirements of Section 1011.10 are permitted for access to and between staff locations.

408.3.5 Ships ladders. Ships ladders shall be permitted for egress from control rooms or elevated facility observa- tion rooms in accordance with Section 1011.15.

408.3.6 Exit discharge. Exits are permitted to discharge into a fenced or walled courtyard. Enclosed yards or courts shall be of a size to accommodate all occupants, be located not less than 50 feet (15 240 mm) from the build- ing and have an area of not less than 15 square feet (1.4 m2) per person.

408.3.7 Sallyports. A sallyport shall be permitted in a means of egress where there are provisions for continuous and unobstructed passage through the sallyport during an emergency egress condition.

408.3.8 Interior exit stairway and ramp construction. One interior exit stairway or ramp in each building shall be permitted to have glazing installed in doors and interior walls at each landing level providing access to the interior exit stairway or ramp, provided that the following condi- tions are met:

1. The interior exit stairway or ramp shall not serve more than four floor levels.

2. Exit doors shall be not less than 3/4-hour fire door assemblies complying with Section 716.5.

3. The total area of glazing at each floor level shall not exceed 5,000 square inches (3.2 m2) and individual panels of glazing shall not exceed 1,296 square inches (0.84 m2).

4. The glazing shall be protected on both sides by an automatic sprinkler system. The sprinkler system shall be designed to wet completely the entire sur- face of any glazing affected by fire when actuated.

5. The glazing shall be in a gasketed frame and installed in such a manner that the framing system will deflect without breaking (loading) the glass before the sprinkler system operates.

6. Obstructions, such as curtain rods, drapery traverse rods, curtains, drapes or similar materials shall not be installed between the automatic sprinklers and the glazing.

408.4 Locks. Egress doors are permitted to be locked in accordance with the applicable use condition. Doors from a refuge area to the outside are permitted to be locked with a key in lieu of locking methods described in Section 408.4.1. The keys to unlock the exterior doors shall be available at all times and the locks shall be operable from both sides of the door.

408.4.1 Remote release. Remote release of locks on doors in a means of egress shall be provided with reliable means of operation, remote from the resident living areas, to release locks on all required doors. In Occupancy Condi- tion 3 or 4, the arrangement, accessibility and security of

the release mechanisms required for egress shall be such that with the minimum available staff at any time, the lock mechanisms are capable of being released within 2 min- utes.

Exception: Provisions for remote locking and unlock- ing of occupied rooms in Occupancy Condition 4 are not required provided that not more than 10 locks are necessary to be unlocked in order to move occupants from one smoke compartment to a refuge area within 3 minutes. The opening of necessary locks shall be accomplished with not more than two separate keys.

[F] 408.4.2 Power-operated doors and locks. Power- operated sliding doors or power-operated locks for swing- ing doors shall be operable by a manual release mecha- nism at the door. Emergency power shall be provided for the doors and locks in accordance with Section 2702.

Exceptions:

1. Emergency power is not required in facilities with 10 or fewer locks complying with the excep- tion to Section 408.4.1.

2. Emergency power is not required where remote mechanical operating releases are provided.

408.4.3 Redundant operation. Remote release, mechani- cally operated sliding doors or remote release, mechani- cally operated locks shall be provided with a mechanically operated release mechanism at each door, or shall be pro- vided with a redundant remote release control.

408.4.4 Relock capability. Doors remotely unlocked under emergency conditions shall not automatically relock when closed unless specific action is taken at the remote location to enable doors to relock.

408.5 Protection of vertical openings. Any vertical opening shall be protected by a shaft enclosure in accordance with Section 713, or shall be in accordance with Section 408.5.1.

408.5.1 Floor openings. Openings in floors within a hous- ing unit are permitted without a shaft enclosure, provided all of the following conditions are met:

1. The entire normally occupied areas so intercon- nected are open and unobstructed so as to enable observation of the areas by supervisory personnel;

2. Means of egress capacity is sufficient for all occu- pants from all interconnected cell tiers and areas;

3. The height difference between the floor levels of the highest and lowest cell tiers shall not exceed 23 feet (7010 mm); and

4. Egress from any portion of the cell tier to an exit or exit access door shall not require travel on more than one additional floor level within the housing unit.

408.5.2 Shaft openings in communicating floor levels. Where a floor opening is permitted between communicat- ing floor levels of a housing unit in accordance with Sec- tion 408.5.1, plumbing chases serving vertically staked individual cells contained with the housing unit shall be permitted without a shaft enclosure.

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408.6 Smoke barrier. Occupancies in Group I-3 shall have smoke barriers complying with Sections 408.7 and 709 to divide every story occupied by residents for sleeping, or any other story having an occupant load of 50 or more persons, into no fewer than two smoke compartments.

Exception: Spaces having a direct exit to one of the fol- lowing, provided that the locking arrangement of the doors involved complies with the requirements for doors at the smoke barrier for the use condition involved:

1. A public way.

2. A building separated from the resident housing area by a 2-hour fire-resistance-rated assembly or 50 feet (15 240 mm) of open space.

3. A secured yard or court having a holding space 50 feet (15 240 mm) from the housing area that pro- vides 6 square feet (0.56 m2) or more of refuge area per occupant, including residents, staff and visitors.

408.6.1 Smoke compartments. The number of residents in any smoke compartment shall be not more than 200. The distance of travel to a door in a smoke barrier from any room door required as exit access shall be not greater than 150 feet (45 720 mm). The distance of travel to a door in a smoke barrier from any point in a room shall be not greater than 200 feet (60 960 mm).

408.6.2 Refuge area. Not less than 6 net square feet (0.56 m2) per occupant shall be provided on each side of each smoke barrier for the total number of occupants in adjoin- ing smoke compartments. This space shall be readily avail- able wherever the occupants are moved across the smoke barrier in a fire emergency.

408.6.3 Independent egress. A means of egress shall be provided from each smoke compartment created by smoke barriers without having to return through the smoke com- partment from which means of egress originates.

408.7 Security glazing. In occupancies in Group I-3, win- dows and doors in 1-hour fire barriers constructed in accor- dance with Section 707, fire partitions constructed in accordance with Section 708 and smoke barriers constructed in accordance with Section 709 shall be permitted to have security glazing installed provided that the following condi- tions are met.

1. Individual panels of glazing shall not exceed 1,296 square inches (0.84 m2).

2. The glazing shall be protected on both sides by an auto- matic sprinkler system. The sprinkler system shall be designed to, when actuated, wet completely the entire surface of any glazing affected by fire.

3. The glazing shall be in a gasketed frame and installed in such a manner that the framing system will deflect without breaking (loading) the glass before the sprin- kler system operates.

4. Obstructions, such as curtain rods, drapery traverse rods, curtains, drapes or similar materials shall not be installed between the automatic sprinklers and the glaz- ing.

408.8 Subdivision of resident housing areas. Sleeping areas and any contiguous day room, group activity space or other common spaces where residents are housed shall be separated from other spaces in accordance with Sections 408.8.1 through 408.8.4.

408.8.1 Occupancy Conditions 3 and 4. Each sleeping area in Occupancy Conditions 3 and 4 shall be separated from the adjacent common spaces by a smoke-tight parti- tion where the distance of travel from the sleeping area through the common space to the corridor exceeds 50 feet (15 240 mm).

408.8.2 Occupancy Condition 5. Each sleeping area in Occupancy Condition 5 shall be separated from adjacent sleeping areas, corridors and common spaces by a smoke- tight partition. Additionally, common spaces shall be sepa- rated from the corridor by a smoke-tight partition.

408.8.3 Openings in room face. The aggregate area of openings in a solid sleeping room face in Occupancy Con- ditions 2, 3, 4 and 5 shall not exceed 120 square inches (0.77 m2). The aggregate area shall include all openings including door undercuts, food passes and grilles. Open- ings shall be not more than 36 inches (914 mm) above the floor. In Occupancy Condition 5, the openings shall be closeable from the room side.

408.8.4 Smoke-tight doors. Doors in openings in parti- tions required to be smoke tight by Section 408.8 shall be substantial doors, of construction that will resist the pas- sage of smoke. Latches and door closures are not required on cell doors.

408.9 Windowless buildings. For the purposes of this sec- tion, a windowless building or portion of a building is one with nonopenable windows, windows not readily breakable or without windows. Windowless buildings shall be provided with an engineered smoke control system to provide a tenable environment for exiting from the smoke compartment in the area of fire origin in accordance with Section 909 for each windowless smoke compartment.

[F] 408.10 Fire alarm system. A fire alarm system shall be provided in accordance with Section 907.2.6.3.

[F] 408.11 Automatic sprinkler system. Group I-3 occu- pancies shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.2.6.

SECTION 409 MOTION PICTURE PROJECTION ROOMS

409.1 General. The provisions of Sections 409.1 through 409.5 shall apply to rooms in which ribbon-type cellulose acetate or other safety film is utilized in conjunction with electric arc, xenon or other light-source projection equipment that develops hazardous gases, dust or radiation. Where cellu- lose nitrate film is utilized or stored, such rooms shall comply with NFPA 40.

409.1.1 Projection room required. Every motion picture machine projecting film as mentioned within the scope of this section shall be enclosed in a projection room. Appur- tenant electrical equipment, such as rheostats, transform-

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ers and generators, shall be within the projection room or in an adjacent room of equivalent construction.

409.2 Construction of projection rooms. Every projection room shall be of permanent construction consistent with the construction requirements for the type of building in which the projection room is located. Openings are not required to be protected.

The room shall have a floor area of not less than 80 square feet (7.44 m2) for a single machine and not less than 40 square feet (3.7 m2) for each additional machine. Each motion picture projector, floodlight, spotlight or similar piece of equipment shall have a clear working space of not less than 30 inches by 30 inches (762 mm by 762 mm) on each side and at the rear thereof, but only one such space shall be required between two adjacent projectors. The projection room and the rooms appurtenant thereto shall have a ceiling height of not less than 7 feet 6 inches (2286 mm). The aggre- gate of openings for projection equipment shall not exceed 25 percent of the area of the wall between the projection room and the auditorium. Openings shall be provided with glass or other approved material, so as to close completely the open- ing.

409.3 Projection room and equipment ventilation. Ventila- tion shall be provided in accordance with the Florida Build- ing Code, Mechanical.

409.3.1 Supply air. Each projection room shall be pro- vided with adequate air supply inlets so arranged as to pro- vide well-distributed air throughout the room. Air inlet ducts shall provide an amount of air equivalent to the amount of air being exhausted by projection equipment. Air is permitted to be taken from the outside; from adja- cent spaces within the building, provided the volume and infiltration rate is sufficient; or from the building air-con- ditioning system, provided it is so arranged as to provide sufficient air when other systems are not in operation.

409.3.2 Exhaust air. Projection rooms are permitted to be exhausted through the lamp exhaust system. The lamp exhaust system shall be positively interconnected with the lamp so that the lamp will not operate unless there is the required airflow. Exhaust air ducts shall terminate at the exterior of the building in such a location that the exhaust air cannot be readily recirculated into any air supply sys- tem. The projection room ventilation system is permitted to also serve appurtenant rooms, such as the generator and rewind rooms.

409.3.3 Projection machines. Each projection machine shall be provided with an exhaust duct that will draw air from each lamp and exhaust it directly to the outside of the building. The lamp exhaust is permitted to serve to exhaust air from the projection room to provide room air circulation. Such ducts shall be of rigid materials, except for a flexible connector approved for the purpose. The projection lamp or projection room exhaust system, or both, is permitted to be combined but shall not be inter- connected with any other exhaust or return system, or both, within the building.

409.4 Lighting control. Provisions shall be made for control of the auditorium lighting and the means of egress lighting

systems of theaters from inside the projection room and from not less than one other convenient point in the building.

409.5 Miscellaneous equipment. Each projection room shall be provided with rewind and film storage facilities.

SECTION 410 STAGES, PLATFORMS AND

TECHNICAL PRODUCTION AREAS 410.1 Applicability. The provisions of Sections 410.1 through 410.8 shall apply to all parts of buildings and struc- tures that contain stages or platforms and similar appurte- nances as herein defined.

410.2 Definitions. The following terms are defined in Chap- ter 2:

PLATFORM.

PROSCENIUM WALL.

STAGE.

TECHNICAL PRODUCTION AREA.

410.3 Stages. Stage construction shall comply with Sections 410.3.1 through 410.3.7.

410.3.1 Stage construction. Stages shall be constructed of materials as required for floors for the type of construction of the building in which such stages are located.

Exception: Stages need not be constructed of the same materials as required for the type of construction pro- vided the construction complies with one of the follow- ing:

1. Stages of Type IIB or IV construction with a nominal 2-inch (51 mm) wood deck, provided that the stage is separated from other areas in accordance with Section 410.3.4.

2. In buildings of Type IIA, IIIA and VA construc- tion, a fire-resistance-rated floor is not required, provided the space below the stage is equipped with an automatic sprinkler system or fire-extin- guishing system in accordance with Section 903 or 904.

3. In all types of construction, the finished floor shall be constructed of wood or approved non- combustible materials. Openings through stage floors shall be equipped with tight-fitting, solid wood trap doors with approved safety locks.

410.3.1.1 Stage height and area. Stage areas shall be measured to include the entire performance area and adjacent backstage and support areas not separated from the performance area by fire-resistance-rated con- struction. Stage height shall be measured from the low- est point on the stage floor to the highest point of the roof or floor deck above the stage.

410.3.2 Technical production areas: galleries, gridirons and catwalks. Beams designed only for the attachment of portable or fixed theater equipment, gridirons, galleries and catwalks shall be constructed of approved materials consistent with the requirements for the type of construc-

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tion of the building; and a fire-resistance rating shall not be required. These areas shall not be considered to be floors, stories, mezzanines or levels in applying this code.

Exception: Floors of fly galleries and catwalks shall be constructed of any approved material.

410.3.3 Exterior stage doors. Where protection of open- ings is required, exterior exit doors shall be protected with fire door assemblies that comply with Section 716. Exte- rior openings that are located on the stage for means of egress or loading and unloading purposes, and that are likely to be open during occupancy of the theater, shall be constructed with vestibules to prevent air drafts into the auditorium.

410.3.4 Proscenium wall. Where the stage height is greater than 50 feet (15 240 mm), all portions of the stage shall be completely separated from the seating area by a proscenium wall with not less than a 2-hour fire-resistance rating extending continuously from the foundation to the roof.

410.3.5 Proscenium curtain. Where a proscenium wall is required to have a fire-resistance rating, the stage opening shall be provided with a fire curtain complying with NFPA 80, horizontal sliding doors complying with Sec- tion 716.5.2 having a fire protection rating of at least 1 hour, or an approved water curtain complying with Sec- tion 903.3.1.1 or, in facilities not utilizing the provisions of smoke-protected assembly seating in accordance with Section 1029.6.2, a smoke control system complying with Section 909 or natural ventilation designed to maintain the smoke level not less than 6 feet (1829 mm) above the floor of the means of egress.

410.3.6 Scenery. Combustible materials used in sets and scenery shall meet the fire propagation performance crite- ria of Test Method 1 or Test Method 2, as appropriate, of NFPA 701, in accordance with Section 806 and the Flor- ida Fire Prevention Code. Foam plastics and materials containing foam plastics shall comply with Section 2603 and the Florida Fire Prevention Code.

410.3.7 Stage ventilation. Emergency ventilation shall be provided for stages larger than 1,000 square feet (93 m2) in floor area, or with a stage height greater than 50 feet (15 240 mm). Such ventilation shall comply with Section 410.3.7.1 or 410.3.7.2.

410.3.7.1 Roof vents. Two or more vents constructed to open automatically by approved heat-activated devices and with an aggregate clear opening area of not less than 5 percent of the area of the stage shall be located near the center and above the highest part of the stage area. Supplemental means shall be provided for manual operation of the ventilator. Curbs shall be pro- vided as required for skylights in Section 2610.2. Vents shall be labeled.

[F] 410.3.7.2 Smoke control. Smoke control in accor- dance with Section 909 shall be provided to maintain the smoke layer interface not less than 6 feet (1829 mm) above the highest level of the assembly seating or above the top of the proscenium opening where a pro-

scenium wall is provided in compliance with Section 410.3.4.

410.4 Platform construction. Permanent platforms shall be constructed of materials as required for the type of construc- tion of the building in which the permanent platform is located. Permanent platforms are permitted to be constructed of fire-retardant-treated wood for Types I, II and IV con- struction where the platforms are not more than 30 inches (762 mm) above the main floor, and not more than one-third of the room floor area and not more than 3,000 square feet (279 m2) in area. Where the space beneath the permanent platform is used for storage or any purpose other than equip- ment, wiring or plumbing, the floor assembly shall be not less than 1-hour fire-resistance-rated construction. Where the space beneath the permanent platform is used only for equip- ment, wiring or plumbing, the underside of the permanent platform need not be protected.

410.4.1 Temporary platforms. Platforms installed for a period of not more than 30 days are permitted to be con- structed of any materials permitted by this code. The space between the floor and the platform above shall only be used for plumbing and electrical wiring to platform equip- ment.

410.5 Dressing and appurtenant rooms. Dressing and appurtenant rooms shall comply with Sections 410.5.1 and 410.5.2.

410.5.1 Separation from stage. The stage shall be sepa- rated from dressing rooms, scene docks, property rooms, workshops, storerooms and compartments appurtenant to the stage and other parts of the building by fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. The fire-resistance rating shall be not less than 2 hours for stage heights greater than 50 feet (15 240 mm) and not less than 1 hour for stage heights of 50 feet (15 240 mm) or less.

410.5.2 Separation from each other. Dressing rooms, scene docks, property rooms, workshops, storerooms and compartments appurtenant to the stage shall be separated from each other by not less than 1-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

410.6 Means of egress. Except as modified or as provided for in this section, the provisions of Chapter 10 shall apply.

410.6.1 Arrangement. Where two or more exits or exit access doorways from the stage are required in accordance with Section 1006.2, no fewer than one exit or exit access doorway shall be provided on each side of a stage.

410.6.2 Stairway and ramp enclosure. Exit access stair- ways and ramps serving a stage or platform are not required to be enclosed. Exit access stairways and ramps serving technical production areas are not required to be enclosed.

410.6.3 Technical production areas. Technical produc- tion areas shall be provided with means of egress and

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means of escape in accordance with Sections 410.6.3.1 through 410.6.3.5.

410.6.3.1 Number of means of egress. No fewer than one means of egress shall be provided from technical production areas.

410.6.3.2 Exit access travel distance. The exit access travel distance shall be not greater than 300 feet (91 440 mm) for buildings without a sprinkler system and 400 feet (121 900 mm) for buildings equipped through- out with an automatic sprinkler system in accordance with Section 903.3.1.1.

410.6.3.3 Two means of egress. Where two means of egress are required, the common path of travel shall be not greater than 100 feet (30 480 mm).

Exception: A means of escape to a roof in place of a second means of egress is permitted.

410.6.3.4 Path of egress travel. The following exit access components are permitted where serving techni- cal production areas:

1. Stairways.

2. Ramps.

3. Spiral stairways.

4. Catwalks.

5. Alternating tread devices.

6. Permanent ladders.

410.6.3.5 Width. The path of egress travel within and from technical support areas shall be not less than 22 inches (559 mm).

[F] 410.7 Automatic sprinkler system. Stages shall be equipped with an automatic sprinkler system in accordance with Section 903.3.1.1. Sprinklers shall be installed under the roof and gridiron and under all catwalks and galleries over the stage. Sprinklers shall be installed in dressing rooms, per- former lounges, shops and storerooms accessory to such stages.

Exceptions:

1. Sprinklers are not required under stage areas less than 4 feet (1219 mm) in clear height that are uti- lized exclusively for storage of tables and chairs, provided the concealed space is separated from the adjacent spaces by Type X gypsum board not less than 5/8-inch (15.9 mm) in thickness.

2. Sprinklers are not required for stages 1,000 square feet (93 m2) or less in area and 50 feet (15 240 mm) or less in height where curtains, scenery or other combustible hangings are not retractable vertically. Combustible hangings shall be limited to a single main curtain, borders, legs and a single backdrop.

3. Sprinklers are not required within portable orchestra enclosures on stages.

[F] 410.8 Standpipes. Standpipe systems shall be provided in accordance with Section 905.

SECTION 411 SPECIAL AMUSEMENT BUILDINGS

411.1 General. Special amusement buildings having an occu- pant load of 50 or more shall comply with the requirements for the appropriate Group A occupancy and Sections 411.1 through 411.8. Special amusement buildings having an occu- pant load of less than 50 shall comply with the requirements for a Group B occupancy and Sections 411.1 through 411.8.

Exception: Special amusement buildings or portions thereof that are without walls or a roof and constructed to prevent the accumulation of smoke need not comply with this section.

For flammable decorative materials, see the Florida Fire Prevention Code.

411.2 Definition. The following term is defined in Chapter 2:

SPECIAL AMUSEMENT BUILDING.

[F] 411.3 Automatic fire detection. Special amusement buildings shall be equipped with an automatic fire detection system in accordance with Section 907.

[F] 411.4 Automatic sprinkler system. Special amusement buildings shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. Where the special amusement building is temporary, the sprinkler water supply shall be of an approved temporary means.

Exception: Automatic sprinklers are not required where the total floor area of a temporary special amusement building is less than 1,000 square feet (93 m2) and the exit access travel distance from any point to an exit is less than 50 feet (15 240 mm).

[F] 411.5 Alarm. Actuation of a single smoke detector, the automatic sprinkler system or other automatic fire detection device shall immediately sound an alarm at the building at a constantly attended location from which emergency action can be initiated including the capability of manual initiation of requirements in Section 907.2.12.2.

[F] 411.6 Emergency voice/alarm communications sys- tem. An emergency voice/alarm communications system shall be provided in accordance with Sections 907.2.12 and 907.5.2.2, which is also permitted to serve as a public address system and shall be audible throughout the entire special amusement building.

411.7 Exit marking. Exit signs shall be installed at the required exit or exit access doorways of amusement buildings in accordance with this section and Section 1013. Approved directional exit markings shall also be provided. Where mir- rors, mazes or other designs are utilized that disguise the path of egress travel such that they are not apparent, approved and listed low-level exit signs that comply with Section 1013.5, and directional path markings listed in accordance with UL 1994, shall be provided and located not more than 8 inches (203 mm) above the walking surface and on or near the path of egress travel. Such markings shall become visible in an emergency. The directional exit marking shall be activated by the automatic fire detection system and the automatic sprin- kler system in accordance with Section 907.2.12.2.

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411.7.1 Photoluminescent exit signs. Where photolumi- nescent exit signs are installed, activating light source and viewing distance shall be in accordance with the listing and markings of the signs.

411.8 Interior finish. The interior finish shall be Class A in accordance with Section 803.1.

SECTION 412 AIRCRAFT-RELATED OCCUPANCIES

412.1 General. Aircraft-related occupancies shall comply with Sections 412.1 through 412.8 and the Florida Fire Pre- vention Code.

412.2 Definitions. The following terms are defined in Chap- ter 2:

FIXED BASE OPERATOR (FBO).

HELIPORT.

HELISTOP.

RESIDENTIAL AIRCRAFT HANGAR.

TRANSIENT AIRCRAFT.

412.3 Airport traffic control towers. The provisions of Sec- tions 412.3.1 through 412.3.8 shall apply to airport traffic control towers occupied only for the following uses:

1. Airport traffic control cab.

2. Electrical and mechanical equipment rooms.

3. Airport terminal radar and electronics rooms.

4. Office spaces incidental to the tower operation.

5. Lounges for employees, including sanitary facilities.

412.3.1 Type of construction. Airport traffic control tow- ers shall be constructed to comply with the height limita- tions of Table 412.3.1.

TABLE 412.3.1 HEIGHT LIMITATIONS FOR

AIRPORT TRAFFIC CONTROL TOWERS

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2. a. Height to be measured from grade plane to cab floor.

412.3.2 Stairways. Stairways in airport traffic control towers shall be in accordance with Section 1011. Stair- ways shall be smokeproof enclosures complying with one of the alternatives provided in Section 909.20.

Exception: Stairways in airport traffic control towers are not required to comply with Section 1011.12.

412.3.3 Exit access. From observation levels, airport traf- fic control towers shall be permitted to have a single

means of exit access for a distance of travel not greater than 100 feet (30 480 mm). Exit access stairways from the observation level need not be enclosed.

412.3.4 Number of exits. Not less than one exit stairway shall be permitted for airport traffic control towers of any height provided that the occupant load per floor is not greater than 15 and the area per floor does not exceed 1,500 square feet (140 m2).

412.3.4.1 Interior finish. Where an airport traffic con- trol tower is provided with only one exit stairway, inte- rior wall and ceiling finishes shall be either Class A or Class B.

[F] 412.3.5 Automatic fire detection systems. Airport traffic control towers shall be provided with an automatic fire detection system installed in accordance with Section 907.2.

412.3.6 Automatic sprinkler system. Where an occupied floor is located more than 35 feet (10 668 mm) above the lowest level of fire department vehicle access, airport traf- fic control towers shall be equipped with an automatic sprinkler system in accordance with Section 903.3.1.1.

412.3.7 Elevator protection. Wires or cables that provide normal or standby power, control signals, communication with the car, lighting, heating, air conditioning, ventilation and fire detecting systems to elevators shall be protected by construction having a fire-resistance rating of not less than 1 hour, or shall be circuit integrity cable having a fire- resistance rating of not less than 1 hour.

412.3.7.1 Elevators for occupant evacuation. Where provided in addition to an exit stairway, occupant evac- uation elevators shall be in accordance with Section 3008.

412.3.8 Accessibility. Airport traffic control towers need not be accessible as specified in the provisions of Chapter 11.

412.4 Aircraft hangars. Aircraft hangars shall be in accor- dance with Sections 412.4.1 through 412.4.6.

412.4.1 Exterior walls. Exterior walls located less than 30 feet (9144 mm) from lot lines or a public way shall have a fire-resistance rating not less than 2 hours.

412.4.2 Basements. Where hangars have basements, floors over basements shall be of Type IA construction and shall be made tight against seepage of water, oil or vapors. There shall be no opening or communication between basements and the hangar. Access to basements shall be from outside only.

412.4.3 Floor surface. Floors shall be graded and drained to prevent water or fuel from remaining on the floor. Floor drains shall discharge through an oil separator to the sewer or to an outside vented sump.

Exception: Aircraft hangars with individual lease spaces not exceeding 2,000 square feet (186 m2) each in which servicing, repairing or washing is not conducted and fuel is not dispensed shall have floors that are

TYPE OF CONSTRUCTION HEIGHTa

(feet)

IA Unlimited

IB 240

IIA 100

IIB 85

IIIA 65

�

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graded toward the door, but shall not require a separa- tor.

412.4.4 Heating equipment. Heating equipment shall be placed in another room separated by 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. Entrance shall be from the outside or by means of a vestibule providing a two-doorway separation.

Exceptions:

1. Unit heaters and vented infrared radiant heating equipment suspended not less than 10 feet (3048 mm) above the upper surface of wings or engine enclosures of the highest aircraft that are permit- ted to be housed in the hangar need not be located in a separate room provided they are mounted not less than 8 feet (2438 mm) above the floor in shops, offices and other sections of the hangar communicating with storage or service areas.

2. Entrance to the separated room shall be permitted by a single interior door provided the sources of ignition in the appliances are not less than 18 inches (457 mm) above the floor.

412.4.5 Finishing. The process of “doping,” involving use of a volatile flammable solvent, or of painting, shall be carried on in a separate detached building equipped with automatic fire-extinguishing equipment in accordance with Section 903.

[F] 412.4.6 Fire suppression. Aircraft hangars shall be provided with a fire suppression system designed in accor- dance with NFPA 409, based upon the classification for the hangar given in Table 412.4.6.

Exception: Where a fixed base operator has separate repair facilities on site, Group II hangars operated by a fixed base operator used for storage of transient air-

craft only shall have a fire suppression system, but the system is exempt from foam requirements.

[F] 412.4.6.1 Hazardous operations. Any Group III aircraft hangar according to Table 412.4.6 that contains hazardous operations including, but not limited to, the following shall be provided with a Group I or II fire suppression system in accordance with NFPA 409 as applicable:

1. Doping.

2. Hot work including, but not limited to, welding, torch cutting and torch soldering.

3. Fuel transfer.

4. Fuel tank repair or maintenance not including defueled tanks in accordance with NFPA 409, inerted tanks or tanks that have never been fueled.

5. Spray finishing operations.

6. Total fuel capacity of all aircraft within the unsprinklered single fire area in excess of 1,600 gallons (6057 L).

7. Total fuel capacity of all aircraft within the maxi- mum single fire area in excess of 7,500 gallons (28 390 L) for a hangar with an automatic sprin- kler system in accordance with Section 903.3.1.1.

[F] 412.4.6.2 Separation of maximum single fire areas. Maximum single fire areas established in accor- dance with hangar classification and construction type in Table 412.4.6 shall be separated by 2-hour fire walls constructed in accordance with Section 706. In deter- mining the maximum single fire area as set forth in Table 412.4.6, ancillary uses that are separated from aircraft servicing areas by a fire barrier of not less than

[F] TABLE 412.4.6 HANGAR FIRE SUPPRESSION REQUIREMENTSa,b,c

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2. a. Aircraft hangars with a door height greater than 28 feet shall be provided with fire suppression for a Group I hangar regardless of maximum fire area. b. Groups shall be as classified in accordance with NFPA 409. c. Membrane structures complying with Section 3102 shall be classified as a Group IV hangar.

MAXIMUM SINGLE FIRE AREA

(square feet)

TYPE OF CONSTRUCTION

IA IB IIA IIB IIIA IIIB IV VA VB

≥ 40,001 Group I Group I Group I Group I Group I Group I Group I Group I Group I

40,000 Group II Group II Group II Group II Group II Group II Group II Group II Group II

30,000 Group III Group II Group II Group II Group II Group II Group II Group II Group II

20,000 Group III Group III Group II Group II Group II Group II Group II Group II Group II

15,000 Group III Group III Group III Group II Group III Group II Group III Group II Group II

12,000 Group III Group III Group III Group III Group III Group III Group III Group II Group II

8,000 Group III Group III Group III Group III Group III Group III Group III Group III Group II

5,000 Group III Group III Group III Group III Group III Group III Group III Group III Group III

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1 hour, constructed in accordance with Section 707, shall not be included in the area.

412.5 Residential aircraft hangars. Residential aircraft hangars shall comply with Sections 412.5.1 through 412.5.5.

412.5.1 Fire separation. A hangar shall not be attached to a dwelling unless separated by a fire barrier having a fire- resistance rating of not less than 1 hour. Such separation shall be continuous from the foundation to the underside of the roof and unpierced except for doors leading to the dwelling unit. Doors into the dwelling unit shall be equipped with self-closing devices and conform to the requirements of Section 716 with a noncombustible raised sill not less than 4 inches (102 mm) in height. Openings from a hangar directly into a room used for sleeping pur- poses shall not be permitted.

412.5.2 Egress. A hangar shall provide two means of egress. One of the doors into the dwelling shall be consid- ered as meeting only one of the two means of egress.

[F] 412.5.3 Smoke alarms. Smoke alarms shall be pro- vided within the hangar in accordance with Section 907.2.21.

412.5.4 Independent systems. Electrical, mechanical and plumbing drain, waste and vent (DWV) systems installed within the hangar shall be independent of the systems installed within the dwelling. Building sewer lines shall be permitted to be connected outside the structures.

Exception: Smoke detector wiring and feed for electri- cal subpanels in the hangar.

412.5.5 Height and area limits. Residential aircraft han- gars shall be not greater than 2,000 square feet (186 m2) in area and 20 feet (6096 mm) in building height.

[F] 412.6 Aircraft paint hangars. Aircraft painting opera- tions where flammable liquids are used in excess of the maxi- mum allowable quantities per control area listed in Table 307.1(1) shall be conducted in an aircraft paint hangar that complies with the provisions of Sections 412.6.1 through 412.6.6.

[F] 412.6.1 Occupancy group. Aircraft paint hangars shall be classified as Group H-2. Aircraft paint hangars shall comply with the applicable requirements of this code and the Florida Fire Prevention Code for such occupancy.

412.6.2 Construction. The aircraft paint hangar shall be of Type I or II construction.

[F] 412.6.3 Operations. Only those flammable liquids necessary for painting operations shall be permitted in quantities less than the maximum allowable quantities per control area in Table 307.1(1). Spray equipment cleaning operations shall be conducted in a liquid use, dispensing and mixing room.

[F] 412.6.4 Storage. Storage of flammable liquids shall be in a liquid storage room.

[F] 412.6.5 Fire suppression. Aircraft paint hangars shall be provided with fire suppression as required by NFPA 409.

[F] 412.6.6 Ventilation. Aircraft paint hangars shall be provided with ventilation as required in the Florida Build- ing Code, Mechanical.

412.7 Aircraft manufacturing facilities. In buildings used for the manufacturing of aircraft, exit access travel distances indicated in Section 1017.1 shall be increased in accordance with the following:

1. The building shall be of Type I or II construction.

2. Exit access travel distance shall not exceed the dis- tances given in Table 412.7.

412.7.1 Ancillary areas. Rooms, areas and spaces ancil- lary to the primary manufacturing area shall be permitted to egress through such area having a minimum height as indicated in Table 412.7. Exit access travel distance within the ancillary room, area or space shall not exceed that indi- cated in Table 1017.2 based on the occupancy classifica- tion of that ancillary area. Total exit access travel distance shall not exceed that indicated in Table 412.7.

[F] 412.8 Heliports and helistops. Heliports and helistops shall be permitted to be erected on buildings or other loca- tions where they are constructed in accordance with Sections 412.8.1 through 412.8.5.

[F] 412.8.1 Size. The landing area for helicopters less than 3,500 pounds (1588 kg) shall be not less than 20 feet (6096 mm) in length and width. The landing area shall be surrounded on all sides by a clear area having a minimum

TABLE 412.7 AIRCRAFT MANUFACTURING EXIT ACCESS TRAVEL DISTANCE

For SI: 1 foot = 304.8 mm. a. Contiguous floor area of the aircraft manufacturing facility having the indicated height. b. Minimum height from finished floor to bottom of ceiling or roof slab or deck.

HEIGHT (feet) b MANUFACTURING AREA (sq. ft.) a

≥ 150,000 ≥ 200,000 ≥ 250,000 ≥ 500,000 ≥ 750,000 ≥ 1,000,000 ≥ 25 400 450 500 500 500 500

≥ 50 400 500 600 700 700 700

≥ 75 400 500 700 850 1,000 1,000

≥ 100 400 500 750 1,000 1,250 1,500

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average width at roof level of 15 feet (4572 mm) but with no width less than 5 feet (1524 mm).

[F] 412.8.2 Design. Helicopter landing areas and the sup- ports thereof on the roof of a building shall be noncombus- tible construction. Landing areas shall be designed to confine any flammable liquid spillage to the landing area itself and provisions shall be made to drain such spillage away from any exit or stairway serving the helicopter landing area or from a structure housing such exit or stair- way. For structural design requirements, see Section 1607.6.

[F] 412.8.3 Means of egress. The means of egress from heliports and helistops shall comply with the provisions of Chapter 10. Landing areas located on buildings or struc- tures shall have two or more means of egress. For landing areas less than 60 feet (18 288 mm) in length or less than 2,000 square feet (186 m2) in area, the second means of egress is permitted to be a fire escape, alternating tread device or ladder leading to the floor below.

[F] 412.8.4 Rooftop heliports and helistops. Rooftop heliports and helistops shall comply with NFPA 418.

[F] 412.8.5 Standpipe system. In buildings equipped with a standpipe system, the standpipe shall extend to the roof level in accordance with Section 905.3.6.

SECTION 413 COMBUSTIBLE STORAGE

413.1 General. High-piled stock or rack storage in any occu- pancy group shall comply with the Florida Fire Prevention Code.

413.2 Attic, under-floor and concealed spaces. Attic, under-floor and concealed spaces used for storage of combus- tible materials shall be protected on the storage side as required for 1-hour fire-resistance-rated construction. Open- ings shall be protected by assemblies that are self-closing and are of noncombustible construction or solid wood core not less than 13/4 inch (45 mm) in thickness.

Exception: Neither fire-resistance-rated construction nor opening protectives are required in any of the following locations:

1. Areas protected by approved automatic sprinkler systems.

2. Group R-3 and U occupancies.

SECTION 414 HAZARDOUS MATERIALS

[F] 414.1 General. The provisions of Sections 414.1 through 414.6 shall apply to buildings and structures occupied for the manufacturing, processing, dispensing, use or storage of haz- ardous materials.

[F] 414.1.1 Other provisions. Buildings and structures with an occupancy in Group H shall comply with this sec- tion and the applicable provisions of Section 415 and the Florida Fire Prevention Code.

[F] 414.1.2 Materials. The safe design of hazardous mate- rial occupancies is material dependent. Individual material requirements are also found in Sections 307 and 415, and in the Florida Building Code, Mechanical and the Florida Fire Prevention Code.

[F] 414.1.2.1 Aerosols. Level 2 and 3 aerosol products shall be stored and displayed in accordance with the Florida Fire Prevention Code. See Section 311.2 and the Florida Fire Prevention Code for occupancy group requirements.

[F] 414.1.3 Information required. A report shall be sub- mitted to the building official identifying the maximum expected quantities of hazardous materials to be stored, used in a closed system and used in an open system, and subdivided to separately address hazardous material clas- sification categories based on Tables 307.1(1) and 307.1(2). The methods of protection from such hazards, including but not limited to control areas, fire protection systems and Group H occupancies shall be indicated in the report and on the construction documents. The opinion and report shall be prepared by a qualified person, firm or corporation approved by the building official and provided without charge to the enforcing agency.

For buildings and structures with an occupancy in Group H, separate floor plans shall be submitted identify- ing the locations of anticipated contents and processes so as to reflect the nature of each occupied portion of every building and structure.

[F] 414.2 Control areas. Control areas shall comply with Sections 414.2.1 through 414.2.5 and the Florida Fire Pre- vention Code.

[F] 414.2.1 Construction requirements. Control areas shall be separated from each other by fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

[F] 414.2.2 Percentage of maximum allowable quanti- ties. The percentage of maximum allowable quantities of hazardous materials per control area permitted at each floor level within a building shall be in accordance with Table 414.2.2.

[F] 414.2.3 Number. The maximum number of control areas within a building shall be in accordance with Table 414.2.2.

[F] 414.2.4 Fire-resistance-rating requirements. The required fire-resistance rating for fire barriers shall be in accordance with Table 414.2.2. The floor assembly of the control area and the construction supporting the floor of

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[F] TABLE 414.2.2 DESIGN AND NUMBER OF CONTROL AREAS

a. Percentages shall be of the maximum allowable quantity per control area shown in Tables 307.1(1) and 307.1(2), with all increases allowed in the notes to those tables.

b. Separation shall include fire barriers and horizontal assemblies as necessary to provide separation from other portions of the building.

FLOOR LEVEL PERCENTAGE OF THE MAXIMUM ALLOWABLE

QUANTITY PER CONTROL AREAa NUMBER OF CONTROL AREAS

PER FLOOR FIRE-RESISTANCE RATING FOR

FIRE BARRIERS IN HOURSb

Above grade plane

Higher than 9 7-9 6 5 4 3 2 1

5 5

12.5 12.5 12.5 50 75

100

1 2 2 2 2 2 3 4

2 2 2 2 2 1 1 1

Below grade plane

1 2

Lower than 2

75 50

Not Allowed

3 2

Not Allowed

1 1

Not Allowed

the control area shall have a fire-resistance rating of not less than 2 hours.

Exception: The floor assembly of the control area and the construction supporting the floor of the control area are allowed to be 1-hour fire-resistance rated in build- ings of Types IIA, IIIA and VA construction, provided that both of the following conditions exist:

1. The building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1; and

2. The building is three or fewer stories above grade plane.

[F] 414.2.5 Hazardous material in Group M display and storage areas and in Group S storage areas. The aggregate quantity of nonflammable solid and nonflamma- ble or noncombustible liquid hazardous materials permit- ted within a single control area of a Group M display and storage area, a Group S storage area or an outdoor control area is permitted to exceed the maximum allowable quan- tities per control area specified in Tables 307.1(1) and 307.1(2) without classifying the building or use as a Group H occupancy, provided that the materials are displayed and stored in accordance with the Florida Fire Prevention Code and quantities do not exceed the maximum allow- able specified in Table 414.2.5(1).

In Group M occupancy wholesale and retail sales uses, indoor storage of flammable and combustible liquids shall not exceed the maximum allowable quantities per control area as indicated in Table 414.2.5(2), provided that the materials are displayed and stored in accordance with the Florida Fire Prevention Code.

The maximum quantity of aerosol products in Group M occupancy retail display areas, storage areas adjacent to retail display areas and retail storage areas shall be in accordance with the Florida Fire Prevention Code.

[F] 414.3 Ventilation. Rooms, areas or spaces in which explosive, corrosive, combustible, flammable or highly toxic dusts, mists, fumes, vapors or gases are or may be emitted due to the processing, use, handling or storage of materials shall be mechanically ventilated where required by this code, the Florida Fire Prevention Code or the Florida Building Code, Mechanical.

Emissions generated at workstations shall be confined to the area in which they are generated as specified in the Flor- ida Fire Prevention Code and the Florida Building Code, Mechanical.

[F] 414.4 Hazardous material systems. Systems involving hazardous materials shall be suitable for the intended applica- tion. Controls shall be designed to prevent materials from entering or leaving process or reaction systems at other than the intended time, rate or path. Automatic controls, where provided, shall be designed to be fail safe.

[F] 414.5 Inside storage, dispensing and use. The inside storage, dispensing and use of hazardous materials shall be in accordance with Sections 414.5.1 through 414.5.3 of this code and the Florida Fire Prevention Code.

[F] 414.5.1 Explosion control. Explosion control shall be provided in accordance with the Florida Fire Prevention Code as required by Table 414.5.1 where quantities of hazardous materials specified in that table exceed the max- imum allowable quantities in Table 307.1(1) or where a structure, room or space is occupied for purposes involv-

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ing explosion hazards as required by Section 415 or the Florida Fire Prevention Code.

[F] 414.5.2 Emergency or standby power. Where required by the Florida Fire Prevention Code or this code, mechanical ventilation, treatment systems, temperature control, alarm, detection or other electrically operated sys- tems shall be provided with emergency or standby power in accordance with Section 2702. For storage and use areas for highly toxic or toxic materials, see the Florida Fire Prevention Code.

[F] 414.5.2.1 Exempt applications. Emergency or standby power is not required for the mechanical venti- lation systems provided for any of the following:

1. Storage of Class IB and IC flammable and com- bustible liquids in closed containers not exceed- ing 6.5 gallons (25 L) capacity.

2. Storage of Class 1 and 2 oxidizers.

3. Storage of Class II, III, IV and V organic perox- ides.

4. Storage of asphyxiant, irritant and radioactive gases.

[F] 414.5.2.2 Fail-safe engineered systems. Standby power for mechanical ventilation, treatment systems and temperature control systems shall not be required where an approved fail-safe engineered system is installed.

[F] 414.5.3 Spill control, drainage and containment. Rooms, buildings or areas occupied for the storage of solid and liquid hazardous materials shall be provided with a means to control spillage and to contain or drain off spill- age and fire protection water discharged in the storage area where required in the Florida Fire Prevention Code. The methods of spill control shall be in accordance with the Florida Fire Prevention Code.

�

[F] TABLE 414.2.5(1) MAXIMUM ALLOWABLE QUANTITY PER INDOOR AND OUTDOOR CONTROL AREA IN GROUP M AND S OCCUPANCIES

NONFLAMMABLE SOLIDS AND NONFLAMMABLE AND NONCOMBUSTIBLE LIQUIDSd,e,f

For SI: 1 pound = 0.454 kg, 1 gallon = 3.785 L. a. Hazard categories are as specified in the Florida Fire Prevention Code. b. Maximum allowable quantities shall be increased 100 percent in buildings that are sprinklered in accordance with Section 903.3.1.1. When Note c also

applies, the increase for both notes shall be applied accumulatively. c. Maximum allowable quantities shall be increased 100 percent when stored in approved storage cabinets, in accordance with the Florida Fire Prevention

Code. When Note b also applies, the increase for both notes shall be applied accumulatively. d. See Table 414.2.2 for design and number of control areas. e. Allowable quantities for other hazardous material categories shall be in accordance with Section 307. f. Maximum quantities shall be increased 100 percent in outdoor control areas. g. Maximum amounts shall be increased to 2,250 pounds when individual packages are in the original sealed containers from the manufacturer or packager and

do not exceed 10 pounds each. h. Maximum amounts shall be increased to 4,500 pounds when individual packages are in the original sealed containers from the manufacturer or packager and

do not exceed 10 pounds each. i. The permitted quantities shall not be limited in a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. j. Quantities are unlimited in an outdoor control area.

CONDITION MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA

Materiala Class Solids

pounds Liquids gallons

A. Health-hazard materials—nonflammable and noncombustible solids and liquids

1. Corrosivesb,c Not Applicable 9,750 975

2. Highly toxics Not Applicable 20b,c 2b,c

3. Toxicsb,c Not Applicable 1,000 100

B. Physical-hazard materials—nonflammable and noncombustible solids and liquids

1. Oxidizersb,c

4 Not Allowed Not Allowed

3 1,150g 115

2 2,250h 225

1 18,000 i, j 1,800 i, j

2. Unstable (reactives)b,c

4 Not Allowed Not Allowed

3 550 55

2 1,150 115

1 Not Limited Not Limited

3. Water reactives

3b,c 550 55

2b,c 1,150 115

1 Not Limited Not Limited

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[F] 414.6 Outdoor storage, dispensing and use. The out- door storage, dispensing and use of hazardous materials shall be in accordance with the Florida Fire Prevention Code.

[F] 414.6.1 Weather protection. Where weather protec- tion is provided for sheltering outdoor hazardous material storage or use areas, such areas shall be considered out- door storage or use when the weather protection structure complies with Sections 414.6.1.1 through 414.6.1.3.

[F] 414.6.1.1 Walls. Walls shall not obstruct more than one side of the structure.

Exception: Walls shall be permitted to obstruct por- tions of multiple sides of the structure, provided that the obstructed area is not greater than 25 percent of the structure’s perimeter.

[F] 414.6.1.2 Separation distance. The distance from the structure to buildings, lot lines, public ways or means of egress to a public way shall be not less than the distance required for an outside hazardous material storage or use area without weather protection.

[F] 414.6.1.3 Noncombustible construction. The overhead structure shall be of approved noncombusti- ble construction with a maximum area of 1,500 square feet (140 m2).

Exception: The maximum area is permitted to be increased as provided by Section 506.

SECTION 415 GROUPS H-1, H-2, H-3, H-4 AND H-5

[F] 415.1 Scope. The provisions of Sections 415.1 through 415.11 shall apply to the storage and use of hazardous materi- als in excess of the maximum allowable quantities per control area listed in Section 307.1. Buildings and structures with an occupancy in Group H shall also comply with the applicable provisions of Section 414 and the Florida Fire Prevention Code.

[F] 415.2 Definitions. The following terms are defined in Chapter 2:

CONTINUOUS GAS DETECTION SYSTEM.

DETACHED BUILDING.

EMERGENCY CONTROL STATION.

EXHAUSTED ENCLOSURE.

FABRICATION AREA.

FLAMMABLE VAPORS OR FUMES.

GAS CABINET.

GASROOM.

HAZARDOUS PRODUCTION MATERIAL (HPM).

HPM FLAMMABLE LIQUID.

HPM ROOM.

IMMEDIATELY DANGEROUS TO LIFE AND HEALTH (IDLH).

LIQUID.

LIQUID STORAGE ROOM.

LIQUID USE, DISPENSING AND MIXING ROOM.

LOWER FLAMMABLE LIMIT (LFL).

NORMAL TEMPERATURE AND PRESSURE (NTP).

PHYSIOLOGICAL WARNING THRESHOLD LEVEL.

SERVICE CORRIDOR.

SOLID.

STORAGE, HAZARDOUS MATERIALS.

USE (MATERIAL).

WORKSTATION.

[F] 415.3 Automatic fire detection systems. Group H occu- pancies shall be provided with an automatic fire detection system in accordance with Section 907.2.

[F] TABLE 414.2.5(2) MAXIMUM ALLOWABLE QUANTITY OF FLAMMABLE AND

COMBUSTIBLE LIQUIDS IN WHOLESALE AND RETAIL SALES OCCUPANCIES PER CONTROL AREAa

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 gallon = 3.785 L, 1 gallon per minute per square foot = 40.75 L/min/m2. a. Control areas shall be separated from each other by not less than a 1-hour fire barrier wall. b. To be considered as sprinklered, a building shall be equipped throughout with an approved automatic sprinkler system with a design providing minimum

densities as follows: 1. For uncartoned commodities on shelves 6 feet or less in height where the ceiling height does not exceed 18 feet, quantities are those permitted with a

minimum sprinkler design density of Ordinary Hazard Group 2. 2. For cartoned, palletized or racked commodities where storage is 4 feet 6 inches or less in height and where the ceiling height does not exceed 18 feet,

quantities are those permitted with a minimum sprinkler design density of 0.21 gallon per minute per square foot over the most remote 1,500-square-foot area.

c. Where wholesale and retail sales or storage areas exceed 50,000 square feet in area, the maximum allowable quantities are allowed to be increased by 2 percent for each 1,000 square feet of area in excess of 50,000 square feet, up to a maximum of 100 percent of the table amounts. A control area separation is not required. The cumulative amounts, including amounts attained by having an additional control area, shall not exceed 30,000 gallons.

TYPE OF LIQUID MAXIMUM ALLOWABLE QUANTITY PER CONTROL AREA (gallons)

Sprinklered in accordance with note b densities and arrangements

Sprinklered in accordance with the Florida Fire Prevention Code

Nonsprinklered

Class IA 60 60 30

Class IB, IC, II and IIIA 7,500c 15,000c 1,600

Class IIIB Unlimited Unlimited 13,200

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[F] 415.4 Automatic sprinkler system. Group H occupan- cies shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.2.5.

[F] 415.5 Emergency alarms. Emergency alarms for the detection and notification of an emergency condition in Group H occupancies shall be provided as set forth herein.

[F] 415.5.1 Storage. An approved manual emergency alarm system shall be provided in buildings, rooms or areas used for storage of hazardous materials. Emergency alarm-initiating devices shall be installed outside of each interior exit or exit access door of storage buildings, rooms or areas. Activation of an emergency alarm-initiating

device shall sound a local alarm to alert occupants of an emergency situation involving hazardous materials.

[F] 415.5.2 Dispensing, use and handling. Where haz- ardous materials having a hazard ranking of 3 or 4 in accordance with NFPA 704 are transported through corri- dors, interior exit stairways or ramps, or exit passageways, there shall be an emergency telephone system, a local manual alarm station or an approved alarm-initiating device at not more than 150-foot (45 720 mm) intervals and at each exit and exit access doorway throughout the transport route. The signal shall be relayed to an approved central, proprietary or remote station service or constantly

[F] TABLE 414.5.1 EXPLOSION CONTROL REQUIREMENTSa, h

a. See Section 414.1.3. b. See the Florida Fire Prevention Code. c. As generated during manufacturing or processing. d. Storage or use. e. In open use or dispensing. f. Rooms containing dispensing and use of hazardous materials when an explosive environment can occur because of the characteristics or nature of the

hazardous materials or as a result of the dispensing or use process. g. A method of explosion control shall be provided when Class 2 water-reactive materials can form potentially explosive mixtures. h. Explosion venting is not required for Group H-5 fabrication areas complying with Section 415.11.1 and the Florida Fire Prevention Code.

MATERIAL CLASS

EXPLOSION CONTROL METHODS

Barricade construction Explosion (deflagration) venting

or explosion (deflagration) prevention systemsb

HAZARD CATEGORY

Combustible dustsc — Not Required Required

Cryogenic flammables — Not Required Required

Explosives

Division 1.1 Division 1.2 Division 1.3 Division 1.4 Division 1.5 Division 1.6

Required Required

Not Required Not Required

Required Required

Not Required Not Required

Required Required

Not Required Not Required

Flammable gas Gaseous

Liquefied Not Required Not Required

Required Required

Flammable liquid IAd

IBe Not Required Not Required

Required Required

Organic peroxides U I

Required Required

Not Permitted Not Permitted

Oxidizer liquids and solids 4 Required Not Permitted

Pyrophoric gas — Not Required Required

Unstable (reactive) 4

3 Detonable 3 Nondetonable

Required Required

Not Required

Not Permitted Not Permitted

Required

Water-reactive liquids and solids 3 2g

Not Required Not Required

Required Required

SPECIAL USES

Acetylene generator rooms — Not Required Required

Grain processing — Not Required Required

Liquefied petroleum gas-distribu- tion facilities

— Not Required Required

Where explosion hazards existf Detonation

Deflagration Required

Not Required Not Permitted

Required

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attended on-site location and shall initiate a local audible alarm.

[F] 415.5.3 Supervision. Emergency alarm systems shall be supervised by an approved central, proprietary or remote station service or shall initiate an audible and visual signal at a constantly attended on-site location.

[F] 415.5.4 Emergency alarm systems. Emergency alarm systems shall be provided with emergency power in accordance with Section 2702.

[F] 415.6 Fire separation distance. Group H occupancies shall be located on property in accordance with the other pro- visions of this chapter. In Groups H-2 and H-3, not less than 25 percent of the perimeter wall of the occupancy shall be an exterior wall.

Exceptions:

1. Liquid use, dispensing and mixing rooms having a floor area of not more than 500 square feet (46.5 m2) need not be located on the outer perimeter of the building where they are in accordance with the Flor- ida Fire Prevention Code and NFPA 30.

2. Liquid storage rooms having a floor area of not more than 1,000 square feet (93 m2) need not be located on the outer perimeter where they are in accordance with the Florida Fire Prevention Code and NFPA 30.

3. Spray paint booths that comply with the Florida Fire Prevention Code need not be located on the outer perimeter.

[F] 415.6.1 Group H occupancy minimum fire separa- tion distance. Regardless of any other provisions, build- ings containing Group H occupancies shall be set back to the minimum fire separation distance as set forth in Sec- tions 415.6.1.1 through 415.6.1.4. Distances shall be mea- sured from the walls enclosing the occupancy to lot lines, including those on a public way. Distances to assumed lot lines established for the purpose of determining exterior wall and opening protection are not to be used to establish the minimum fire separation distance for buildings on sites where explosives are manufactured or used when separation is provided in accordance with the quantity dis- tance tables specified for explosive materials in the Flor- ida Fire Prevention Code.

[F] 415.6.1.1 Group H-1. Group H-1 occupancies shall be set back not less than 75 feet (22 860 mm) and not less than required by the Florida Fire Prevention Code.

Exception: Fireworks manufacturing buildings separated in accordance with NFPA 1124.

[F] 415.6.1.2 Group H-2. Group H-2 occupancies shall be set back not less than 30 feet (9144 mm) where the area of the occupancy is greater than 1,000 square feet (93 m2) and it is not required to be located in a detached building.

[F] 415.6.1.3 Groups H-2 and H-3. Group H-2 and H- 3 occupancies shall be set back not less than 50 feet (15

240 mm) where a detached building is required (see Table 415.6.2).

[F] 415.6.1.4 Explosive materials. Group H-2 and H-3 occupancies containing materials with explosive char- acteristics shall be separated as required by the Florida Fire Prevention Code. Where separations are not speci- fied, the distances required shall be determined by a technical report issued in accordance with Section 414.1.3.

[F] 415.6.2 Detached buildings for Group H-1, H-2 or H-3 occupancy. The storage or use of hazardous materials in excess of those amounts listed in Table 415.6.2 shall be in accordance with the applicable provisions of Sections 415.7 and 415.8.

[F] 415.6.2.1 Wall and opening protection. Where a detached building is required by Table 415.6.2, there are no requirements for wall and opening protection based on fire separation distance.

[F] 415.7 Special provisions for Group H-1 occupancies. Group H-1 occupancies shall be in detached buildings used for no other purpose. Roofs shall be of lightweight construc- tion with suitable thermal insulation to prevent sensitive material from reaching its decomposition temperature. Group H-1 occupancies containing materials that are in themselves both physical and health hazards in quantities exceeding the maximum allowable quantities per control area in Table 307.1(2) shall comply with requirements for both Group H-1 and H-4 occupancies.

[F] 415.7.1 Floors in storage rooms. Floors in storage areas for organic peroxides, pyrophoric materials and unstable (reactive) materials shall be of liquid-tight, non- combustible construction.

[F] 415.8 Special provisions for Group H-2 and H-3 occu- pancies. Group H-2 and H-3 occupancies containing quanti- ties of hazardous materials in excess of those set forth in Table 415.6.2 shall be in detached buildings used for manu- facturing, processing, dispensing, use or storage of hazardous materials. Materials listed for Group H-1 occupancies in Sec- tion 307.3 are permitted to be located within Group H-2 or H- 3 detached buildings provided the amount of materials per control area do not exceed the maximum allowed quantity specified in Table 307.1(1).

[F] 415.8.1 Multiple hazards. Group H-2 or H-3 occu- pancies containing materials that are in themselves both physical and health hazards in quantities exceeding the maximum allowable quantities per control area in Table 307.1(2) shall comply with requirements for Group H-2, H-3 or H-4 occupancies as applicable.

[F] 415.8.2 Separation of incompatible materials. Haz- ardous materials other than those listed in Table 415.6.2 shall be allowed in manufacturing, processing, dispensing, use or storage areas when separated from incompatible materials in accordance with the provisions of the Florida Fire Prevention Code.

[F] 415.8.3 Water reactives. Group H-2 and H-3 occu- pancies containing water-reactive materials shall be resis-

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tant to water penetration. Piping for conveying liquids shall not be over or through areas containing water reac- tives, unless isolated by approved liquid-tight construc- tion.

Exception: Fire protection piping shall be permitted over or through areas containing water reactives with- out isolating it with liquid-tight construction.

[F] 415.8.4 Floors in storage rooms. Floors in storage areas for organic peroxides, oxidizers, pyrophoric materi- als, unstable (reactive) materials and water-reactive solids and liquids shall be of liquid-tight, noncombustible con- struction.

[F] 415.8.5 Waterproof room. Rooms or areas used for the storage of water-reactive solids and liquids shall be constructed in a manner that resists the penetration of water through the use of waterproof materials. Piping car- rying water for other than approved automatic sprinkler systems shall not be within such rooms or areas.

[F] 415.9 Group H-2. Occupancies in Group H-2 shall be constructed in accordance with Sections 415.9.1 through 415.9.3 and the Florida Fire Prevention Code

[F] 415.9.1 Flammable and combustible liquids. The storage, handling, processing and transporting of flamma-

ble and combustible liquids in Group H-2 and H-3 occu- pancies shall be in accordance with Sections 415.9.1.1 through 415.9.1.9, the Florida Building Code, Mechanical and the Florida Fire Prevention Code.

[F] 415.9.1.1 Mixed occupancies. Where the storage tank area is located in a building of two or more occu- pancies and the quantity of liquid exceeds the maxi- mum allowable quantity for one control area, the use shall be completely separated from adjacent occupan- cies in accordance with the requirements of Section 508.4.

[F] 415.9.1.1.1 Height exception. Where storage tanks are located within a building no more than one story above grade plane, the height limitation of Section 504 shall not apply for Group H.

[F] 415.9.1.2 Tank protection. Storage tanks shall be noncombustible and protected from physical damage. Fire barriers or horizontal assemblies or both around the storage tanks shall be permitted as the method of protection from physical damage.

[F] 415.9.1.3 Tanks. Storage tanks shall be approved tanks conforming to the requirements of the Florida Fire Prevention Code.

[F] TABLE 415.6.2 DETACHED BUILDING REQUIRED

For SI: 1 ton = 906 kg, 1 cubic foot = 0.02832 m3, 1 pound = 0.454 kg. a. For materials that are detonable, the distance to other buildings or lot lines shall be in accordance with the Florida Fire Prevention Code based on

trinitrotoluene (TNT) equivalence of the material. For materials classified as explosives, see the Florida Fire Prevention Code. b. “Maximum Allowable Quantity” means the maximum allowable quantity per control area set forth in Table 307.1(1). c. Limited to Division 1.4 materials and articles, including articles packaged for shipment, that are not regulated as an explosive under Bureau of Alcohol,

Tobacco, Firearms and Explosives (BATF) regulations or unpackaged articles used in process operations that do not propagate a detonation or deflagration between articles, provided the net explosive weight of individual articles does not exceed 1 pound.

A DETACHED BUILDING IS REQUIRED WHEN THE QUANTITY OF MATERIAL EXCEEDS THAT LISTED HEREIN

Material Class Solids and Liquids (tons)a, b Gases (cubic feet)a, b

Explosives

Division 1.1 Division 1.2 Division 1.3 Division 1.4

Division 1.4c Division 1.5 Division 1.6

Maximum Allowable Quantity Maximum Allowable Quantity Maximum Allowable Quantity Maximum Allowable Quantity

1 Maximum Allowable Quantity Maximum Allowable Quantity

Not Applicable

Oxidizers Class 4 Maximum Allowable Quantity Maximum Allowable Quantity

Unstable (reactives) detonable Class 3 or 4 Maximum Allowable Quantity Maximum Allowable Quantity

Oxidizer, liquids and solids Class 3 Class 2

1,200 2,000

Not Applicable Not Applicable

Organic peroxides

Detonable Class I Class II Class III

Maximum Allowable Quantity Maximum Allowable Quantity

25 50

Not Applicable Not Applicable Not Applicable Not Applicable

Unstable (reactives) nondetonable Class 3 Class 2

1 25

2,000 10,000

Water reactives Class 3 Class 2

1 25

Not Applicable Not Applicable

Pyrophoric gases Not Applicable Not Applicable 2,000

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[F] 415.9.1.4 Leakage containment. A liquid-tight containment area compatible with the stored liquid shall be provided. The method of spill control, drainage control and secondary containment shall be in accor- dance with the Florida Fire Prevention Code.

Exception: Rooms where only double-wall storage tanks conforming to Section 415.9.1.3 are used to store Class I, II and IIIA flammable and combustible liquids shall not be required to have a leakage con- tainment area.

[F] 415.9.1.5 Leakage alarm. An approved automatic alarm shall be provided to indicate a leak in a storage tank and room. The alarm shall sound an audible signal, 15 dBa above the ambient sound level, at every point of entry into the room in which the leaking storage tank is located. An approved sign shall be posted on every entry door to the tank storage room indicating the potential hazard of the interior room environment, or the sign shall state: WARNING, WHEN ALARM SOUNDS, THE ENVIRONMENT WITHIN THE ROOM MAY BE HAZARDOUS. The leakage alarm shall also be supervised in accordance with Chapter 9 to transmit a trouble signal.

[F] 415.9.1.6 Tank vent. Storage tank vents for Class I, II or IIIA liquids shall terminate to the outdoor air in accordance with the Florida Fire Prevention Code.

[F] 415.9.1.7 Room ventilation. Storage tank areas storing Class I, II or IIIA liquids shall be provided with mechanical ventilation. The mechanical ventilation sys- tem shall be in accordance with the Florida Building Code, Mechanical and the Florida Fire Prevention Code.

[F] 415.9.1.8 Explosion venting. Where Class I liquids are being stored, explosion venting shall be provided in accordance with the Florida Fire Prevention Code.

[F] 415.9.1.9 Tank openings other than vents. Tank openings other than vents from tanks inside buildings shall be designed to ensure that liquids or vapor con- centrations are not released inside the building.

[F] 415.9.2 Liquefied petroleum gas facilities. The con- struction and installation of liquefied petroleum gas facili- ties shall be in accordance with the requirements of this code, the Florida Fire Prevention Code, the Florida Building Code, Mechanical, the Florida Building Code, Fuel Gas and NFPA 58.

[F] 415.9.3 Dry cleaning plants. The construction and installation of dry cleaning plants shall be in accordance with the requirements of this code, the Florida Building Code, Mechanical, the Florida Building Code, Plumbing and NFPA 32. Dry cleaning solvents and systems shall be

classified in accordance with the Florida Fire Prevention Code.

[F] 415.10 Groups H-3 and H-4. Groups H-3 and H-4 shall be constructed in accordance with the applicable provisions of this code and the Florida Fire Prevention Code.

[F] 415.10.1 Flammable and combustible liquids. The storage, handling, processing and transporting of flamma- ble and combustible liquids in Group H-3 occupancies shall be in accordance with Section 415.9.1.

[F] 415.10.2 Gas rooms. Where gas rooms are provided, such rooms shall be separated from other areas by not less than 1-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accor- dance with Section 711, or both.

[F] 415.10.3 Floors in storage rooms. Floors in storage areas for corrosive liquids and highly toxic or toxic materi- als shall be of liquid-tight, noncombustible construction.

[F] 415.10.4 Separation-highly toxic solids and liquids. Highly toxic solids and liquids not stored in approved haz- ardous materials storage cabinets shall be isolated from other hazardous materials storage by not less than 1-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

[F] 415.11 Group H-5. In addition to the requirements set forth elsewhere in this code, Group H-5 shall comply with the provisions of Sections 415.11.1 through 415.11.11 and the Florida Fire Prevention Code.

[F] 415.11.1 Fabrication areas. Fabrication areas shall comply with Sections 415.11.1.1 through 415.11.1.8.

[F] 415.11.1.1 Hazardous materials. Hazardous materials and hazardous production materials (HPM) shall comply with Sections 415.11.1.1.1 and 415.11.1.1.2.

[F] 415.11.1.1.1 Aggregate quantities. The aggre- gate quantities of hazardous materials stored and used in a single fabrication area shall not exceed the quantities set forth in Table 415.11.1.1.1.

Exception: The quantity limitations for any haz- ard category in Table 415.11.1.1.1 shall not apply where the fabrication area contains quantities of hazardous materials not exceeding the maximum allowable quantities per control area established by Tables 307.1(1) and 307.1(2).

[F] 415.11.1.1.2 Hazardous production materi- als. The maximum quantities of hazardous produc- tion materials (HPM) stored in a single fabrication area shall not exceed the maximum allowable quan- tities per control area established by Tables 307.1(1) and 307.1(2).

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[F] TABLE 415.11.1.1.1 QUANTITY LIMITS FOR HAZARDOUS MATERIALS IN A SINGLE FABRICATION AREA IN GROUP H-5a

For SI: 1 pound per square foot = 4.882 kg/m2, 1 gallon per square foot = 40.7 L/m2, 1 cubic foot @ NTP/square foot = 0.305 m3 @ NTP/m2, 1 cubic foot = 0.02832 m3.

a. Hazardous materials within piping shall not be included in the calculated quantities. b. Quantity of hazardous materials in a single fabrication shall not exceed the maximum allowable quantities per control area in Tables 307.1(1) and 307.1(2). c. Densely packed baled cotton that complies with the packing requirements of ISO 8115 shall not be included in this material class. d. The aggregate quantity of flammable, pyrophoric, toxic and highly toxic gases shall not exceed 9,000 cubic feet at NTP. e. The aggregate quantity of pyrophoric gases in the building shall not exceed the amounts set forth in Table 415.6.2.

HAZARD CATEGORY SOLIDS

(pounds per square foot) LIQUIDS

(gallons per square foot) GAS

(cubic feet @ NTP/square foot)

PHYSICAL-HAZARD MATERIALS

Combustible dust Note b Not Applicable Not Applicable

Combustible fiber Loose Baled

Note b Notes b, c

Not Applicable Not Applicable

Combustible liquid

Combination Class

II IIIA IIIB I, II and IIIA

Not Applicable

0.01 0.02

Not Limited 0.04

Not Applicable

Cryogenic gas Flammable Oxidizing

Not Applicable Not Applicable Note d 1.25

Explosives Note b Note b Note b

Flammable gas

Gaseous Liquefied

Not Applicable Not Applicable Note d Note d

Flammable liquid

Combination Class Combination Class

IA IB IC IA, IB and IC I, II and IIIA

Not Applicable

0.0025 0.025 0.025 0.025 0.04

Not Applicable

Flammable solid 0.001 Not Applicable Not Applicable

Organic peroxide

Unclassified detonable Class I Class II Class III Class IV Class V

Note b Note b 0.025

0.1 Not Limited Not Limited

Not Applicable Not Applicable

Oxidizing gas Gaseous Liquefied

Not Applicable Not Applicable

1.25 1.25

1.25 Combination of gaseous and lique- fied

Oxidizer

Combination Class

Class 4 Class 3 Class 2 Class 1 1, 2, 3

Note b 0.003 0.003 0.003 0.003

Note b 0.03 0.03 0.03 0.03

Not Applicable

Pyrophoric materials 0.01 0.00125 Notes d and e

Unstable (reactive) Class 4 Class 3 Class 2 Class 1

Note b 0.025

0.1 Not Limited

Note b 0.0025 0.01

Not Limited

Note b Note b Note b

Not Limited

Water reactive Class 3 Class 2 Class 1

Note b 0.25

Not Limited

0.00125 0.025

Not Limited Not Applicable

HEALTH-HAZARD MATERIALS

Corrosives Not Limited Not Limited Not Limited

Highly toxic Not Limited Not Limited Note d

Toxics Not Limited Not Limited Note d

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[F] 415.11.1.2 Separation. Fabrication areas, whose sizes are limited by the quantity of hazardous materials allowed by Table 415.11.1.1.1, shall be separated from each other, from corridors and from other parts of the building by not less than 1-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

Exceptions:

1. Doors within such fire barrier walls, including doors to corridors, shall be only self-closing fire door assemblies having a fire protection rating of not less than 3/4 hour.

2. Windows between fabrication areas and cor- ridors are permitted to be fixed glazing listed and labeled for a fire protection rating of not less than 3/4 hour in accordance with Section 716.

[F] 415.11.1.3 Location of occupied levels. Occupied levels of fabrication areas shall be located at or above the first story above grade plane.

[F] 415.11.1.4 Floors. Except for surfacing, floors within fabrication areas shall be of noncombustible construction.

Openings through floors of fabrication areas are permitted to be unprotected where the interconnected levels are used solely for mechanical equipment directly related to such fabrication areas (see also Sec- tion 415.11.1.5).

Floors forming a part of an occupancy separation shall be liquid tight.

[F] 415.11.1.5 Shafts and openings through floors. Elevator hoistways, vent shafts and other openings through floors shall be enclosed where required by Sec- tions 712 and 713. Mechanical, duct and piping pene- trations within a fabrication area shall not extend through more than two floors. The annular space around penetrations for cables, cable trays, tubing, pip- ing, conduit or ducts shall be sealed at the floor level to restrict the movement of air. The fabrication area, including the areas through which the ductwork and piping extend, shall be considered a single conditioned environment.

[F] 415.11.1.6 Ventilation. Mechanical exhaust venti- lation at the rate of not less than 1 cubic foot per minute per square foot [0.0051 m3/(s · m2)] of floor area shall be provided throughout the portions of the fabrication area where HPM are used or stored. The exhaust air duct system of one fabrication area shall not connect to another duct system outside that fabrication area within the building.

A ventilation system shall be provided to capture and exhaust gases, fumes and vapors at workstations.

Two or more operations at a workstation shall not be connected to the same exhaust system where either one or the combination of the substances removed

could constitute a fire, explosion or hazardous chemical reaction within the exhaust duct system.

Exhaust ducts penetrating fire barriers constructed in accordance with Section 707 or horizontal assem- blies constructed in accordance with Section 711 shall be contained in a shaft of equivalent fire-resistance- rated construction. Exhaust ducts shall not penetrate fire walls.

Fire dampers shall not be installed in exhaust ducts.

[F] 415.11.1.7 Transporting hazardous production materials to fabrication areas. HPM shall be trans- ported to fabrication areas through enclosed piping or tubing systems that comply with Section 415.11.6, through service corridors complying with Section 415.11.3, or in corridors as permitted in the exception to Section 415.11.2. The handling or transporting of HPM within service corridors shall comply with the Florida Fire Prevention Code.

[F] 415.11.1.8 Electrical. Electrical equipment and devices within the fabrication area shall comply with NFPA 70. The requirements for hazardous locations need not be applied where the average air change is at least four times that set forth in Section 415.11.1.6 and where the number of air changes at any location is not less than three times that required by Section 415.11.1.6. The use of recirculated air shall be permit- ted.

[F] 415.11.1.8.1 Workstations. Workstations shall not be energized without adequate exhaust ventila- tion. See Section 415.11.1.6 for workstation exhaust ventilation requirements.

[F] 415.11.2 Corridors. Corridors shall comply with Chapter 10 and shall be separated from fabrication areas as specified in Section 415.11.1.2. Corridors shall not contain HPM and shall not be used for transporting such materials except through closed piping systems as pro- vided in Section 415.11.6.4

Exception: Where existing fabrication areas are altered or modified, HPM is allowed to be transported in existing corridors, subject to the following condi- tions:

1. Nonproduction HPM is allowed to be transported in corridors if utilized for maintenance, lab work and testing.

2. Where existing fabrication areas are altered or modified, HPM is allowed to be transported in existing corridors, subject to the following con- ditions:

2.1. Corridors. Corridors adjacent to the fab- rication area where the alteration work is to be done shall comply with Section 1020 for a length determined as follows:

2.1.1. The length of the common wall of the corridor and the fabrication area; and

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2.1.2. For the distance along the corridor to the point of entry of HPM into the corridor serving that fabrication area.

2.2. Emergency alarm system. There shall be an emergency telephone system, a local manual alarm station or other approved alarm-initiating device within corridors at not more than 150-foot (45 720 mm) intervals and at each exit and doorway. The signal shall be relayed to an approved central, proprietary or remote station ser- vice or the emergency control station and shall also initiate a local audible alarm.

2.3. Pass-throughs. Self-closing doors having a fire protection rating of not less than 1 hour shall separate pass-throughs from existing corridors. Pass-throughs shall be constructed as required for the corridors and protected by an approved automatic sprinkler system.

[F] 415.11.3 Service corridors. Service corridors within a Group H-5 occupancy shall comply with Sections 415.11.3.1 through 415.11.3.4.

[F] 415.11.3.1 Use conditions. Service corridors shall be separated from corridors as required by Section 415.11.1.2. Service corridors shall not be used as a required corridor.

[F] 415.11.3.2 Mechanical ventilation. Service corri- dors shall be mechanically ventilated as required by Section 415.11.1.6 or at not less than six air changes per hour.

[F] 415.11.3.3 Means of egress. The distance of travel from any point in a service corridor to an exit, exit access corridor or door into a fabrication area shall be not greater than 75 feet (22 860 mm). Dead ends shall be not greater than 4 feet (1219 mm) in length. There shall be not less than two exits, and not more than one- half of the required means of egress shall require travel into a fabrication area. Doors from service corridors shall swing in the direction of egress travel and shall be self-closing.

[F] 415.11.3.4 Minimum width. The clear width of a service corridor shall be not less than 5 feet (1524 mm), or 33 inches (838 mm) wider than the widest cart or truck used in the service corridor, whichever is greater.

[F] 415.11.3.5 Emergency alarm system. Emergency alarm systems shall be provided in accordance with this section and Sections 415.5.1 and 415.5.2. The maxi- mum allowable quantity per control area provisions shall not apply to emergency alarm systems required for HPM.

[F] 415.11.3.5.1 Service corridors. An emergency alarm system shall be provided in service corridors, with no fewer than one alarm device in each service corridor.

[F] 415.11.3.5.2 Corridors and interior exit stair- ways and ramps. Emergency alarms for corridors, interior exit stairways and ramps and exit passage- ways shall comply with Section 415.5.2.

[F] 415.11.3.5.3 Liquid storage rooms, HPM rooms and gas rooms. Emergency alarms for liquid storage rooms, HPM rooms and gas rooms shall comply with Section 415.5.1.

[F] 415.11.3.5.4 Alarm-initiating devices. An approved emergency telephone system, local alarm manual pull stations, or other approved alarm-initi- ating devices are allowed to be used as emergency alarm-initiating devices.

[F] 415.11.3.5.5 Alarm signals. Activation of the emergency alarm system shall sound a local alarm and transmit a signal to the emergency control sta- tion.

[F] 415.11.4 Storage of hazardous production materi- als. Storage of hazardous production materials (HPM) in fabrication areas shall be within approved or listed stor- age cabinets or gas cabinets or within a workstation. The storage of HPM in quantities greater than those listed in the Florida Fire Prevention Code shall be in liquid storage rooms, HPM rooms or gas rooms as appropriate for the materials stored. The storage of other hazardous materials shall be in accordance with other applicable provisions of this code and the Florida Fire Prevention Code.

[F] 415.11.5 HPM rooms, gas rooms, liquid storage room construction. HPM rooms, gas rooms and liquid shall be constructed in accordance with Sections 415.11.5.1 through 415.11.5.9.

[F] 415.11.5.1 HPM rooms and gas rooms. HPM rooms and gas rooms shall be separated from other areas by fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. The fire-resis- tance rating shall be not less than 2 hours where the area is 300 square feet (27.9 m2) or more and not less than 1 hour where the area is less than 300 square feet (27.9 m2).

[F] 415.11.5.2 Liquid storage rooms. Liquid storage rooms shall be constructed in accordance with the fol- lowing requirements:

1. Rooms greater than 500 square feet (46.5 m2) in area, shall have no fewer than one exterior door approved for fire department access.

2. Rooms shall be separated from other areas by fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. The fire- resistance rating shall be not less than 1 hour for rooms up to 150 square feet (13.9 m2) in area and not less than 2 hours where the room is more than 150 square feet (13.9 m2) in area.

3. Shelving, racks and wainscotting in such areas shall be of noncombustible construction or wood of not less than 1-inch (25 mm) nominal thick-

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ness or fire-retardant-treated wood complying with Section 2303.2.

4. Rooms used for the storage of Class I flammable liquids shall not be located in a basement.

[F] 415.11.5.3 Floors. Except for surfacing, floors of HPM rooms and liquid storage rooms shall be of non- combustible liquid-tight construction. Raised grating over floors shall be of noncombustible materials.

[F] 415.11.5.4 Location. Where HPM rooms, liquid storage rooms and gas rooms are provided, they shall have no fewer than one exterior wall and such wall shall be not less than 30 feet (9144 mm) from lot lines, including lot lines adjacent to public ways.

[F] 415.11.5.5 Explosion control. Explosion control shall be provided where required by Section 414.5.1.

[F] 415.11.5.6 Exits. Where two exits are required from HPM rooms, liquid storage rooms and gas rooms, one shall be directly to the outside of the building.

[F] 415.11.5.7 Doors. Doors in a fire barrier wall, including doors to corridors, shall be self-closing fire door assemblies having a fire protection rating of not less than 3/4 hour.

[F] 415.11.5.8 Ventilation. Mechanical exhaust venti- lation shall be provided in liquid storage rooms, HPM rooms and gas rooms at the rate of not less than 1 cubic foot per minute per square foot (0.044 L/s/m2) of floor area or six air changes per hour.

Exhaust ventilation for gas rooms shall be designed to operate at a negative pressure in relation to the sur- rounding areas and direct the exhaust ventilation to an exhaust system.

[F] 415.11.5.9 Emergency alarm system. An approved emergency alarm system shall be provided for HPM rooms, liquid storage rooms and gas rooms.

Emergency alarm-initiating devices shall be installed outside of each interior exit door of such rooms.

Activation of an emergency alarm-initiating device shall sound a local alarm and transmit a signal to the emergency control station.

An approved emergency telephone system, local alarm manual pull stations or other approved alarm-ini- tiating devices are allowed to be used as emergency alarm-initiating devices.

[F] 415.11.6 Piping and tubing. Hazardous production materials piping and tubing shall comply with this section and ASME B31.3.

[F] 415.11.6.1 HPM having a health-hazard ranking of 3 or 4. Systems supplying HPM liquids or gases having a health-hazard ranking of 3 or 4 shall be welded throughout, except for connections, to the sys- tems that are within a ventilated enclosure if the mate- rial is a gas, or an approved method of drainage or containment is provided for the connections if the material is a liquid.

[F] 415.11.6.2 Location in service corridors. Hazard- ous production materials supply piping or tubing in ser- vice corridors shall be exposed to view.

[F] 415.11.6.3 Excess flow control. Where HPM gases or liquids are carried in pressurized piping above 15 pounds per square inch gauge (psig) (103.4 kPa), excess flow control shall be provided. Where the piping originates from within a liquid storage room, HPM room or gas room, the excess flow control shall be located within the liquid storage room, HPM room or gas room. Where the piping originates from a bulk source, the excess flow control shall be located as close to the bulk source as practical.

[F] 415.11.6.4 Installations in corridors and above other occupancies. The installation of HPM piping and tubing within the space defined by the walls of cor- ridors and the floor or roof above, or in concealed spaces above other occupancies, shall be in accordance with Sections 415.11.6.1 through 415.11.6.3 and the following conditions:

1. Automatic sprinklers shall be installed within the space unless the space is less than 6 inches (152 mm) in the least dimension.

2. Ventilation not less than six air changes per hour shall be provided. The space shall not be used to convey air from any other area.

3. Where the piping or tubing is used to transport HPM liquids, a receptor shall be installed below such piping or tubing. The receptor shall be designed to collect any discharge or leakage and drain it to an approved location. The 1-hour enclosure shall not be used as part of the receptor.

4. HPM supply piping and tubing and nonmetallic waste lines shall be separated from the corridor and from occupancies other than Group H-5 by fire barriers or by an approved method or assem- bly that has a fire-resistance rating of not less than 1 hour. Access openings into the enclosure shall be protected by approved fire-protection- rated assemblies.

5. Readily accessible manual or automatic remotely activated fail-safe emergency shutoff valves shall be installed on piping and tubing other than waste lines at the following locations:

5.1. At branch connections into the fabrica- tion area.

5.2. At entries into corridors.

Exception: Transverse crossings of the corridors by supply piping that is enclosed within a ferrous pipe or tube for the width of the corridor need not com- ply with Items 1 through 5.

[F] 415.11.6.5 Identification. Piping, tubing and HPM waste lines shall be identified in accordance with ANSI A13.1 to indicate the material being transported.

[F] 415.11.7 Continuous gas detection systems. A con- tinuous gas detection system shall be provided for HPM

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gases where the physiological warning threshold level of the gas is at a higher level than the accepted permissible exposure limit (PEL) for the gas and for flammable gases in accordance with Sections 415.11.7.1 and 415.11.7.2.

[F] 415.11.7.1 Where required. A continuous gas detection system shall be provided in the areas identi- fied in Sections 415.11.7.1.1 through 415.11.7.1.4.

[F] 415.11.7.1.1 Fabrication areas. A continuous gas detection system shall be provided in fabrication areas where gas is used in the fabrication area.

[F] 415.11.7.1.2 HPM rooms. A continuous gas detection system shall be provided in HPM rooms where gas is used in the room.

[F] 415.11.7.1.3 Gas cabinets, exhausted enclo- sures and gas rooms. A continuous gas detection system shall be provided in gas cabinets and exhausted enclosures. A continuous gas detection system shall be provided in gas rooms where gases are not located in gas cabinets or exhausted enclo- sures.

[F] 415.11.7.1.4 Corridors. Where gases are trans- ported in piping placed within the space defined by the walls of a corridor and the floor or roof above the corridor, a continuous gas detection system shall be provided where piping is located and in the corri- dor.

Exception: A continuous gas detection system is not required for occasional transverse crossings of the corridors by supply piping that is enclosed in a ferrous pipe or tube for the width of the cor- ridor.

[F] 415.11.7.2 Gas detection system operation. The continuous gas detection system shall be capable of monitoring the room, area or equipment in which the gas is located at or below all the following gas concen- trations:

1. Immediately dangerous to life and health (IDLH) values where the monitoring point is within an exhausted enclosure, ventilated enclosure or gas cabinet.

2. Permissible exposure limit (PEL) levels where the monitoring point is in an area outside an exhausted enclosure, ventilated enclosure or gas cabinet.

3. For flammable gases, the monitoring detection threshold level shall be vapor concentrations in excess of 25 percent of the lower flammable limit (LFL) where the monitoring is within or outside an exhausted enclosure, ventilated enclosure or gas cabinet.

4. Except as noted in this section, monitoring for highly toxic and toxic gases shall also comply with the Florida Fire Prevention Code.

[F] 415.11.7.2.1 Alarms. The gas detection system shall initiate a local alarm and transmit a signal to

the emergency control station when a short-term hazard condition is detected. The alarm shall be both visual and audible and shall provide warning both inside and outside the area where the gas is detected. The audible alarm shall be distinct from all other alarms.

[F] 415.11.7.2.2 Shutoff of gas supply. The gas detection system shall automatically close the shut- off valve at the source on gas supply piping and tub- ing related to the system being monitored for which gas is detected when a short-term hazard condition is detected. Automatic closure of shutoff valves shall comply with the following:

1. Where the gas detection sampling point initi- ating the gas detection system alarm is within a gas cabinet or exhausted enclosure, the shut- off valve in the gas cabinet or exhausted enclosure for the specific gas detected shall automatically close.

2. Where the gas detection sampling point initi- ating the gas detection system alarm is within a room and compressed gas containers are not in gas cabinets or an exhausted enclosure, the shutoff valves on all gas lines for the specific gas detected shall automatically close.

3. Where the gas detection sampling point initi- ating the gas detection system alarm is within a piping distribution manifold enclosure, the shutoff valve supplying the manifold for the compressed gas container of the specific gas detected shall automatically close.

Exception: Where the gas detection sampling point initiating the gas detection system alarm is at the use location or within a gas valve enclosure of a branch line downstream of a piping distribu- tion manifold, the shutoff valve for the branch line located in the piping distribution manifold enclosure shall automatically close.

[F] 415.11.8 Manual fire alarm system. An approved manual fire alarm system shall be provided throughout buildings containing Group H-5. Activation of the alarm system shall initiate a local alarm and transmit a signal to the emergency control station. The fire alarm system shall be designed and installed in accordance with Section 907.

[F] 415.11.9 Emergency control station. An emergency control station shall be provided in accordance with Sec- tions 415.11.9.1 through 415.11.9.3.

[F] 415.11.9.1 Location. The emergency control sta- tion shall be located on the premises at an approved location outside the fabrication area.

[F] 415.11.9.2 Staffing. Trained personnel shall con- tinuously staff the emergency control station.

[F] 415.11.9.3 Signals. The emergency control station shall receive signals from emergency equipment and alarm and detection systems. Such emergency equip- ment and alarm and detection systems shall include, but

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not be limited to, the following where such equipment or systems are required to be provided either in this chapter or elsewhere in this code:

1. Automatic sprinkler system alarm and monitoring systems.

2. Manual fire alarm systems.

3. Emergency alarm systems.

4. Continuous gas detection systems.

5. Smoke detection systems.

6. Emergency power system.

7. Automatic detection and alarm systems for pyro- phoric liquids and Class 3 water-reactive liquids required in the Florida Fire Prevention Code.

8. Exhaust ventilation flow alarm devices for pyro- phoric liquids and Class 3 water-reactive liquids cabinet exhaust ventilation systems required in the Florida Fire Prevention Code.

[F] 415.11.10 Emergency power system. An emergency power system shall be provided in Group H-5 occupancies in accordance with Section 2702. The emergency power system shall supply power automatically to the electrical systems specified in Section 415.11.10.1 when the normal electrical supply system is interrupted.

[F] 415.11.10.1 Required electrical systems. Emer- gency power shall be provided for electrically operated equipment and connected control circuits for the fol- lowing systems:

1. HPM exhaust ventilation systems.

2. HPM gas cabinet ventilation systems.

3. HPM exhausted enclosure ventilation systems.

4. HPM gas room ventilation systems.

5. HPM gas detection systems.

6. Emergency alarm systems.

7. Manual and automatic fire alarm systems.

8. Automatic sprinkler system monitoring and alarm systems.

9. Automatic alarm and detection systems for pyrophoric liquids and Class 3 water-reactive liquids required in the Florida Fire Prevention Code.

10. Flow alarm switches for pyrophoric liquids and Class 3 water-reactive liquids cabinet exhaust ventilation systems required in the Florida Fire Prevention Code.

11. Electrically operated systems required else- where in this code or in the Florida Fire Pre- vention Code applicable to the use, storage or handling of HPM.

[F] 415.11.10.2 Exhaust ventilation systems. Exhaust ventilation systems are allowed to be designed to oper- ate at not less than one-half the normal fan speed on the

emergency power system where it is demonstrated that the level of exhaust will maintain a safe atmosphere.

[F] 415.11.11 Automatic sprinkler system protection in exhaust ducts for HPM. An approved automatic sprin- kler system shall be provided in exhaust ducts conveying gases, vapors, fumes, mists or dusts generated from HPM in accordance with Sections 415.11.11.1 through 415.10.11.3 and the Florida Building Code, Mechanical.

[F] 415.11.11.1 Metallic and noncombustible non- metallic exhaust ducts. An approved automatic sprin- kler system shall be provided in metallic and noncombustible nonmetallic exhaust ducts where all of the following conditions apply:

1. Where the largest cross-sectional diameter is equal to or greater than 10 inches (254 mm).

2. The ducts are within the building.

3. The ducts are conveying flammable gases, vapors or fumes.

[F] 415.11.11.2 Combustible nonmetallic exhaust ducts. Automatic sprinkler system protection shall be provided in combustible nonmetallic exhaust ducts where the largest cross-sectional diameter of the duct is equal to or greater than 10 inches (254 mm).

Exception: Ducts need not be provided with auto- matic sprinkler protection as follows:

1. Ducts listed or approved for applications with- out automatic sprinkler system protection.

2. Ducts not more than 12 feet (3658 mm) in length installed below ceiling level.

[F] 415.11.11.3 Automatic sprinkler locations. Sprin- kler systems shall be installed at 12-foot (3658 mm) intervals in horizontal ducts and at changes in direction. In vertical ducts, sprinklers shall be installed at the top and at alternate floor levels.

SECTION 416 APPLICATION OF FLAMMABLE FINISHES

[F] 416.1 General. The provisions of this section shall apply to the construction, installation and use of buildings and structures, or parts thereof, for the application of flammable finishes. Such construction and equipment shall comply with the Florida Fire Prevention Code.

[F] 416.2 Spray rooms. Spray rooms shall be enclosed with not less than 1-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. Floors shall be water- proofed and drained in an approved manner.

[F] 416.2.1 Surfaces. The interior surfaces of spray rooms shall be smooth and shall be so constructed to permit the free passage of exhaust air from all parts of the interior and to facilitate washing and cleaning, and shall be so designed to confine residues within the room. Aluminum shall not be used.

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[F] 416.2.2 Ventilation. Mechanical ventilation and inter- locks with the spraying operation shall be in accordance with the Florida Building Code, Mechanical.

[F] 416.3 Spraying spaces. Spraying spaces shall be venti- lated with an exhaust system to prevent the accumulation of flammable mist or vapors in accordance with the Florida Building Code, Mechanical. Where such spaces are not sepa- rately enclosed, noncombustible spray curtains shall be pro- vided to restrict the spread of flammable vapors.

[F] 416.3.1 Surfaces. The interior surfaces of spraying spaces shall be smooth and continuous without edges; shall be so constructed to permit the free passage of exhaust air from all parts of the interior and to facilitate washing and cleaning; and shall be so designed to confine residues within the spraying space. Aluminum shall not be used.

[F] 416.4 Spray booths. Spray booths shall be designed, con- structed and operated in accordance with the Florida Fire Prevention Code.

[F] 416.5 Fire protection. An automatic sprinkler system or fire-extinguishing system shall be provided in all spray, dip and immersing spaces and storage rooms and shall be installed in accordance with Chapter 9.

SECTION 417 DRYING ROOMS

[F] 417.1 General. A drying room or dry kiln installed within a building shall be constructed entirely of approved noncom- bustible materials or assemblies of such materials regulated by the approved rules or as required in the general and spe- cific sections of this chapter for special occupancies and where applicable to the general requirements of the Florida Building Code, Mechanical.

[F] 417.2 Piping clearance. Overhead heating pipes shall have a clearance of not less than 2 inches (51 mm) from com- bustible contents in the dryer.

[F] 417.3 Insulation. Where the operating temperature of the dryer is 175°F (79°C) or more, metal enclosures shall be insulated from adjacent combustible materials by not less than 12 inches (305 mm) of airspace, or the metal walls shall be lined with 1/4-inch (6.4 mm) insulating mill board or other approved equivalent insulation.

[F] 417.4 Fire protection. Drying rooms designed for high- hazard materials and processes, including special occupan- cies as provided for in Chapter 4, shall be protected by an approved automatic fire-extinguishing system complying with the provisions of Chapter 9.

SECTION 418 ORGANIC COATINGS

[F] 418.1 Building features. Manufacturing of organic coat- ings shall be done only in buildings that do not have pits or basements.

[F] 418.2 Location. Organic coating manufacturing opera- tions and operations incidental to or connected therewith shall not be located in buildings having other occupancies.

[F] 418.3 Process mills. Mills operating with close clear- ances and that process flammable and heat-sensitive materi- als, such as nitrocellulose, shall be located in a detached building or noncombustible structure.

[F] 418.4 Tank storage. Storage areas for flammable and combustible liquid tanks inside of structures shall be located at or above grade and shall be separated from the processing area by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies con- structed in accordance with Section 711, or both.

[F] 418.5 Nitrocellulose storage. Nitrocellulose storage shall be located on a detached pad or in a separate structure or a room enclosed with not less than 2-hour fire barriers con- structed in accordance with Section 707 or horizontal assem- blies constructed in accordance with Section 711, or both.

[F] 418.6 Finished products. Storage rooms for finished products that are flammable or combustible liquids shall be separated from the processing area by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

SECTION 419 LIVE/WORK UNITS

419.1 General. A live/work unit shall comply with Sections 419.1 through 419.9.

Exception: Dwelling or sleeping units that include an office that is less than 10 percent of the area of the dwell- ing unit are permitted to be classified as dwelling units with accessory occupancies in accordance with Section 508.2.

419.1.1 Limitations. The following shall apply to all live/ work areas:

1. The live/work unit is permitted to be not greater than 3,000 square feet (279 m2) in area;

2. The nonresidential area is permitted to be not more than 50 percent of the area of each live/work unit;

3. The nonresidential area function shall be limited to the first or main floor only of the live/work unit; and

4. Not more than five nonresidential workers or employees are allowed to occupy the nonresidential area at any one time.

419.2 Occupancies. Live/work units shall be classified as a Group R-2 occupancy. Separation requirements found in Sec- tions 420 and 508 shall not apply within the live/work unit where the live/work unit is in compliance with Section 419. Nonresidential uses that would otherwise be classified as either a Group H or S occupancy shall not be permitted in a live/work unit.

Exception: Storage shall be permitted in the live/work unit provided the aggregate area of storage in the nonresiden-

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tial portion of the live/work unit shall be limited to 10 per- cent of the space dedicated to nonresidential activities.

419.3 Means of egress. Except as modified by this section, the means of egress components for a live/work unit shall be designed in accordance with Chapter 10 for the function served.

419.3.1 Egress capacity. The egress capacity for each ele- ment of the live/work unit shall be based on the occupant load for the function served in accordance with Table 1004.1.2.

419.3.2 Spiral stairways. Spiral stairways that conform to the requirements of Section 1011.10 shall be permitted.

419.4 Vertical openings. Floor openings between floor lev- els of a live/work unit are permitted without enclosure.

[F] 419.5 Fire protection. The live/work unit shall be pro- vided with a monitored fire alarm system where required by Section 907.2.9 and an automatic sprinkler system in accor- dance with Section 903.2.8.

419.6 Structural. Floors within a live/work unit shall be designed for the live loads in Table 1607.1, based on the function within the space.

419.7 Accessibility. Accessibility shall be designed in accor- dance with Chapter 11 for the function served.

419.8 Ventilation. The applicable ventilation requirements of the Florida Building Code, Mechanical shall apply to each area within the live/work unit for the function within that space.

419.9 Plumbing facilities. The nonresidential area of the live/work unit shall be provided with minimum plumbing facilities as specified by Chapter 29, based on the function of the nonresidential area. Where the nonresidential area of the live/work unit is required to be accessible by the Florida Building Code, Accessibility, the plumbing fixtures specified by Chapter 29 shall be accessible.

SECTION 420 GROUPS I-1, R-1, R-2, R-3 AND R-4

420.1 General. Occupancies in Groups I-1, R-1, R-2, R-3 and R-4 shall comply with the provisions of Sections 420.1 through 420.6 and other applicable provisions of this code.

420.2 Separation walls. Walls separating dwelling units in the same building, walls separating sleeping units in the same building and walls separating dwelling or sleeping units from other occupancies contiguous to them in the same building shall be constructed as fire partitions in accordance with Sec- tion 708.

420.3 Horizontal separation. Floor assemblies separating dwelling units in the same buildings, floor assemblies sepa- rating sleeping units in the same building and floor assem- blies separating dwelling or sleeping units from other occupancies contiguous to them in the same building shall be constructed as horizontal assemblies in accordance with Sec- tion 711.

420.4 Smoke barriers in Group I-1, Condition 2. Smoke barriers shall be provided in Group I-1, Condition 2, to subdi-

vide every story used by persons receiving care, treatment or sleeping and to provide other stories with an occupant load of 50 or more persons, into no fewer than two smoke compart- ments. Such stories shall be divided into smoke compart- ments with an area of not more than 22,500 square feet (2092 m2) and the distance of travel from any point in a smoke com- partment to a smoke barrier door shall not exceed 200 feet (60 960 mm). The smoke barrier shall be in accordance with Section 709.

420.4.1 Refuge area. Refuge areas shall be provided within each smoke compartment. The size of the refuge area shall accommodate the occupants and care recipients from the adjoining smoke compartment. Where a smoke compartment is adjoined by two or more smoke compart- ments, the minimum area of the refuge area shall accom- modate the largest occupant load of the adjoining compartments. The size of the refuge area shall provide the following:

1. Not less than 15 net square feet (1.4 m2) for each care recipient.

2. Not less than 6 net square feet (0.56 m2) for other occupants.

Areas or spaces permitted to be included in the calcula- tion of the refuge area are corridors, lounge or dining areas and other low-hazard areas.

[F] 420.5 Automatic sprinkler system. Group R occupan- cies shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.2.8. Group I-1 occu- pancies shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.2.6. Quick- response or residential automatic sprinklers shall be installed in accordance with Section 903.3.2.

[F] 420.6 Fire alarm systems and smoke alarms. Fire alarm systems and smoke alarms shall be provided in Group I-1, R- 1, R-2 and R-4 occupancies in accordance with Sections 907.2.6, 907.2.8, 907.2.9 and 907.2.10, respectively. Single- or multiple- station smoke alarms shall be provided in Groups I-1, R-2, R-3 and R-4 in accordance with Section 907.2.11.

SECTION 421 HYDROGEN FUEL GAS ROOMS

[F] 421.1 General. Where required by the Florida Fire Pre- vention Code, hydrogen fuel gas rooms shall be designed and constructed in accordance with Sections 421.1 through 421.7.

[F] 421.2 Definitions. The following terms are defined in Chapter 2:

GASEOUS HYDROGEN SYSTEM.

HYDROGEN FUEL GAS ROOM.

[F] 421.3 Location. Hydrogen fuel gas rooms shall not be located below grade.

[F] 421.4 Design and construction. Hydrogen fuel gas rooms not classified as Group H shall be separated from other areas of the building in accordance with Section 509.1.

[F] 421.4.1 Pressure control. Hydrogen fuel gas rooms shall be provided with a ventilation system designed to

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maintain the room at a negative pressure in relation to sur- rounding rooms and spaces.

[F] 421.4.2 Windows. Operable windows in interior walls shall not be permitted. Fixed windows shall be permitted where in accordance with Section 716.

[F] 421.5 Exhaust ventilation. Hydrogen fuel gas rooms shall be provided with mechanical exhaust ventilation in accordance with the applicable provisions of Section 502.16.1 of the Florida Building Code, Mechanical.

[F] 421.6 Gas detection system. Hydrogen fuel gas rooms shall be provided with an approved flammable gas detection system in accordance with Sections 421.6.1 through 421.6.4.

[F] 421.6.1 System design. The flammable gas detection system shall be listed for use with hydrogen and any other flammable gases used in the hydrogen fuel gas room. The gas detection system shall be designed to activate when the level of flammable gas exceeds 25 percent of the lower flammability limit (LFL) for the gas or mixtures present at their anticipated temperature and pressure.

[F] 421.6.2 Gas detection system components. Gas detection system control units shall be listed and labeled in accordance with UL 864 or UL 2017. Gas detectors shall be listed and labeled in accordance with UL 2075 for use with the gases and vapors being detected.

[F] 421.6.3 Operation. Activation of the gas detection sys- tem shall result in all of the following:

1. Initiation of distinct audible and visual alarm signals both inside and outside of the hydrogen fuel gas room.

2. Activation of the mechanical exhaust ventilation system.

[F] 421.6.4 Failure of the gas detection system. Failure of the gas detection system shall result in activation of the mechanical exhaust ventilation system, cessation of hydrogen generation and the sounding of a trouble signal in an approved location.

[F] 421.7 Explosion control. Explosion control shall be pro- vided where required by Section 414.5.1.

[F] 421.8 Standby power. Mechanical ventilation and gas detection systems shall be provided with a standby power system in accordance with Section 2702.

SECTION 422 AMBULATORY CARE FACIILITIES

422.1 General. Occupancies classified as ambulatory care facilities shall comply with the provisions of Sections 422.1 through 422.5 and other applicable provisions of this code.

422.2 Separation. Ambulatory care facilities where the potential for four or more care recipients are to be incapable of self-preservation at any time, whether rendered incapable by staff or staff accepted responsibility for a care recipient already incapable, shall be separated from adjacent spaces, corridors or tenants with a fire partition installed in accor- dance with Section 708.

422.3 Smoke compartments. Where the aggregate area of one or more ambulatory care facilities is greater than 10,000 square feet (929 m2) on one story, the story shall be provided with a smoke barrier to subdivide the story into no fewer than two smoke compartments. The area of any one such smoke compartment shall be not greater than 22,500 square feet (2092 m2). The distance of travel from any point in a smoke compartment to a smoke barrier door shall be not greater than 200 feet (60 960 mm). The smoke barrier shall be installed in accordance with Section 709 with the exception that smoke barriers shall be continuous from outside wall to an outside wall, a floor to a floor, or from a smoke barrier to a smoke barrier or a combination thereof.

422.3.1 Means of egress. Where ambulatory care facili- ties require smoke compartmentation in accordance with Section 422.3, the fire safety evacuation plans provided in accordance with Section 1001.4 shall identify the building components necessary to support a defend-in-place emer- gency response in accordance with the Florida Fire Pre- vention Code.

422.3.2 Refuge area. Not less than 30 net square feet (2.8 m2) for each nonambulatory care recipient shall be pro- vided within the aggregate area of corridors, care recipient rooms, treatment rooms, lounge or dining areas and other low-hazard areas within each smoke compartment. Each occupant of an ambulatory care facility shall be provided with access to a refuge area without passing through or utilizing adjacent tenant spaces.

422.3.3 Independent egress. A means of egress shall be provided from each smoke compartment created by smoke barriers without having to return through the smoke com- partment from which means of egress originated.

[F] 422.4 Automatic sprinkler systems. Automatic sprinkler systems shall be provided for ambulatory care facilities in accordance with Section 903.2.2.

[F] 422.5 Fire alarm systems. A fire alarm system shall be provided for ambulatory care facilities in accordance with Section 907.2.2.

SECTION 423 STORM SHELTERS

423.1 General. In addition to other applicable requirements in this code, storm shelters shall be constructed in accordance with ICC 500.

423.1.1 Scope. This section applies to the construction of storm shelters constructed as separate detached buildings or constructed as safe rooms within buildings for the pur- pose of providing safe refuge from storms that produce high winds, such as tornados and hurricanes. Such struc- tures shall be designated to be hurricane shelters, tornado shelters, or combined hurricane and tornado shelters.

423.2 Definitions. The following terms are defined in Chap- ter 2:

STORM SHELTER.

Community storm shelter.

Residential storm shelter.

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423.3 Critical emergency operations. In areas where the shelter design wind speed for tornados in accordance with Figure 304.2(1) of ICC 500 is 250 MPH, 911 call stations, emergency operation centers and fire, rescue, ambulance and police stations shall have a storm shelter constructed in accor- dance with ICC 500.

Exception: Buildings meeting the requirements for shelter design in ICC 500.

423.4 Group E occupancies. In areas where the shelter design wind speed for tornados is 250 MPH in accordance with Figure 304.2(1) of ICC 500, all Group E occupancies with an aggregate occupant load of 50 or more shall have a storm shelter constructed in accordance with ICC 500. The shelter shall be capable of housing the total occupant load of the Group E occupancy.

Exceptions:

1. Group E day care facilities.

2. Group E occupancies accessory to places of reli- gious worship.

3. Buildings meeting the requirements for shelter design in ICC 500.

SECTION 424 CHILDREN’S PLAY STRUCTURES

424.1 Children’s play structures. Children’s play structures installed inside all occupancies covered by this code that exceed 10 feet (3048 mm) in height and 150 square feet (14 m2) in area shall comply with Sections 424.2 through 424.5.

424.2 Materials. Children’s play structures shall be con- structed of noncombustible materials or of combustible mate- rials that comply with the following:

1. Fire-retardant-treated wood complying with Section 2303.2.

2. Light-transmitting plastics complying with Section 2606.

3. Foam plastics (including the pipe foam used in soft- contained play equipment structures) having a maxi- mum heat-release rate not greater than 100 kilowatts when tested in accordance with UL 1975 or when tested in accordance with NFPA 289, using the 20 kW ignition source.

4. Aluminum composite material (ACM) meeting the requirements of Class A interior finish in accordance with Chapter 8 when tested as an assembly in the maxi- mum thickness intended for use.

5. Textiles and films complying with the fire propagation performance criteria contained in Test Method 1 or Test Method 2, as appropriate, of NFPA 701.

6. Plastic materials used to construct rigid components of soft-contained play equipment structures (such as tubes, windows, panels, junction boxes, pipes, slides and decks) exhibiting a peak rate of heat release not exceeding 400 kW/ m2 when tested in accordance with

ASTM E1354 at an incident heat flux of 50 kW/m2 in the horizontal orientation at a thickness of 6 mm.

7. Ball pool balls, used in soft-contained play equipment structures, having a maximum heat-release rate not greater than 100 kilowatts when tested in accordance with UL 1975 or when tested in accordance with NFPA 289, using the 20 kW ignition source. The minimum specimen test size shall be 36 inches by 36 inches (914 mm by 914 mm) by an average of 21 inches (533 mm) deep, and the balls shall be held in a box constructed of galvanized steel poultry netting wire mesh.

8. Foam plastics shall be covered by a fabric, coating or film meeting the fire propagation performance criteria contained in Test Method 1 or Test Method 2, as appro- priate, of NFPA 701.

9. The floor covering placed under the children’s play structure shall exhibit a Class I interior floor finish clas- sification, as described in Section 804, when tested in accordance with NFPA 253.

[F] 424.3 Fire protection. Children’s play structures shall be provided with the same level of approved fire suppression and detection devices required for other structures in the same occupancy.

424.4 Separation. Children’s play structures shall have a horizontal separation from building walls, partitions and from elements of the means of egress of not less than 5 feet (1524 mm). Children’s playground structures shall have a horizon- tal separation from other children’s play structures of not less than 20 feet (6090 mm).

424.5 Area limits. Children’s play structures shall be not greater than 300 square feet (28 m2) in area, unless a special investigation, acceptable to the building official, has demon- strated adequate fire safety.

SECTION 425 HYPERBARIC FACILITIES

425.1 Hyperbaric facilities. Hyperbaric facilities shall meet the requirements contained in Chapter 14 of NFPA 99.

SECTION [F] 426 COMBUSTIBLE DUSTS,

GRAIN PROCESSING AND STORAGE

426.1 Combustible dusts, grain processing and storage. The provisions of Sections 426.1.1 through 426.1.7 shall apply to buildings in which materials that produce combusti- ble dusts are stored or handled. Buildings that store or handle combustible dusts shall comply with the applicable provi- sions of NFPA 61, NFPA 85, NFPA 120, NFPA 484, NFPA 654, NFPA 655 and NFPA 664 and the Florida Fire Preven- tion Code.

[F] 426.1.1 Type of construction and height exceptions. Buildings shall be constructed in compliance with the height, number of stories and area limitations specified in Sections 504 and 506; except that where erected of Type I or II construction, the heights and areas of grain elevators

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and similar structures shall be unlimited, and where of Type IV construction, the maximum building height shall be 65 feet (19 812 mm) and except further that, in isolated areas, the maximum building height of Type IV structures shall be increased to 85 feet (25 908 mm).

[F] 426.1.2 Grinding rooms. Every room or space occu- pied for grinding or other operations that produce combus- tible dusts in such a manner that the room or space is classified as a Group H-2 occupancy shall be enclosed with fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. The fire-resistance rating of the enclosure shall be not less than 2 hours where the area is not more than 3,000 square feet (279 m2), and not less than 4 hours where the area is greater than 3,000 square feet (279 m2).

[F] 426.1.3 Conveyors. Conveyors, chutes, piping and similar equipment passing through the enclosures of rooms or spaces shall be constructed dirt tight and vapor tight, and be of approved noncombustible materials com- plying with Chapter 30.

[F] 426.1.4 Explosion control. Explosion control shall be provided as specified in the Florida Fire Prevention Code, or spaces shall be equipped with the equivalent mechani- cal ventilation complying with the Florida Building Code, Mechanical.

[F] 426.1.5 Grain elevators. Grain elevators, malt houses and buildings for similar occupancies shall not be located within 30 feet (9144 mm) of interior lot lines or structures on the same lot, except where erected along a railroad right-of-way.

[F] 426.1.6 Coal pockets. Coal pockets located less than 30 feet (9144 mm) from interior lot lines or from struc- tures on the same lot shall be constructed of not less than Type IB construction. Where more than 30 feet (9144 mm) from interior lot lines, or where erected along a rail- road right-of-way, the minimum type of construction of such structures not more than 65 feet (19 812 mm) in building height shall be Type IV.

[F] 426.1.7 Tire rebuilding. Buffing operations shall be located in a room separated from the remainder of the building housing the tire rebuilding or tire recapping oper- ation by a 1-hour fire barrier.

Exception: Buffing operations are not required to be separated where all of the following conditions are met:

1. Buffing operations are equipped with an approved continuous automatic water-spray sys- tem directed at the point of cutting action;

2. Buffing machines are connected to particle-col- lecting systems providing a minimum air move- ment of 1,500 cubic feet per minute (cfm) (0.71 m3/s) in volume and 4,500 feet per minute (fpm) (23 m/s) in-line velocity; and

3. The collecting system shall discharge the rubber particles to an approved outdoor noncombustible or fire-resistant container, which is emptied at frequent intervals to prevent overflow.

SECTIONS [F] 427 through 448 RESERVED

SECTION 449 HOSPITALS

449.1 Scope.

449.1.1 All newly licensed hospitals, including conver- sions of existing buildings or newly constructed hospitals, all hospital outpatient facilities and hospital owned or leased mobile and transportable units unless exempted by Chapter 395.0163, Florida Statutes or modified by Chap- ter 59A-3 Florida Administrative Code, and all additions, alterations or renovations to an existing licensed hospital shall comply with all applicable requirements of this code and the minimum standards of design, construction and specified minimum essential utilities and facilities of this section and shall have plans reviewed and construction surveyed by the state agency authorized to do so by Chap- ter 553.80(1)(c), Florida Statutes to assure compliance with all applicable requirements of this code.

449.1.2 The following are exempt from review under this part:

449.1.2.1 Change of ownership of an existing licensed hospital.

449.1.2.2 Change to an existing hospital’s license type that has no additional physical plant requirements.

449.1.2.3 Change of the functional use of a space, room, or area when no physical plant revisions are made or are required to be made by this code.

449.1.3 The Florida Building Code, Existing Building, Section 101.2, Scope exempts state licensed facilities such as hospitals from compliance with that code. Any repair, alteration, change of occupancy, addition or relocation of an existing state licensed hospital shall comply with the applicable requirements of this code and this section.

449.1.4 For project submission and fee requirements, and other administrative, licensure, and programmatic provi- sions for hospitals, see Agency for Health Care Adminis- tration (AHCA) Chapter 59A-3 Florida Administrative Code and Chapter 395, Florida Statutes.

449.1.5 For state licensure purposes, these codes and stan- dards shall be applicable to the project on the effective date of this code at the time of Stage II preliminary plan approval by the Agency for Health Care Administration (the Agency) as described in Chapter 59A-3 Florida Administrative Code or at the first Stage III construction document review if there has been no previous Stage II preliminary plan approval for that project.

449.2 Additional codes and standards for the design and construction of general, rehabilitative, and psychiatric hospitals, including intensive residential treatment facili- ties (IRTFs) for children and adolescents, that are located inside of buildings or structures, and unless exempted by Chapter 395.0163, Florida Statutes, all hospital outpatient facilities and hospital owned or leased mobile and trans- portable units. In addition to the minimum standards

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required by Section 449 of this code, Chapter 59A-3 Florida Administrative Code, or by Chapter 395, Florida Statutes, all new hospital facilities and all additions, alterations or renova- tions to an existing licensed hospital, as listed in Section 449.2 of this code shall also be in compliance with the fol- lowing codes and standards on the effective date of this code, as described in Section 449.1.5 of this code.

449.2.1 The fire codes described in Chapter 69A-53, Uni- form Fire Safety Standards for Hospitals and Nursing Homes, Florida Administrative Code. The National Fire Protection Association (NFPA) 101A, Alternate Approaches to Life Safety shall not apply to new construc- tion.

449.2.2 The Guidelines for Design and Construction of Hospitals and Outpatient Facilities (The Guidelines), as referenced in Chapter 35 of this code.

449.3 Additional physical plant requirements for general, rehabilitation, and psychiatric hospitals, including inten- sive residential treatment facilities (IRTFs) for children and adolescents, and unless exempted by Chapter 395.0163, Florida Statutes, all hospital outpatient facilities and hospital mobile and transportable units. In addition to the codes and standards referenced in Section 449.2 of this code, the following minimum standards of construction and specified minimum essential facilities, shall apply to all new hospitals and all additions, alterations or renovations to an existing licensed hospital, as described in Section 449.1 of this code and listed in Section 449.3 of this code.

449.3.1 Critical care units. Reference The Guidelines for other requirements.

449.3.1.1 Sliding doors used for access to critical care rooms may be either manual or power operated and if located on an exit access corridor shall be smoke resis- tive and equipped with latching hardware.

449.3.2 Newborn intensive care units. Reference The Guidelines for other requirements.

449.3.2.1 General categories of neonatal services in the State of Florida are Level I, newborn nursery; Level II, intermediate care unit; and Level III, intensive care unit. Facilities which offer obstetrical services shall provide at a minimum a Level I newborn nursery or a holding nursery that shall meet the requirements of The Guidelines, and facilities that offer neonatal care for Level II and Level III neonatal services shall meet the requirements of The Guidelines for a newborn intensive care unit.

449.3.3 Mobile testing and treatment facilities.

449.3.3.1 In addition to any other state of Florida required permits, mobile facilities shall be approved in advance by the Agency for Health Care Administration before they may be utilized for patient services.

449.3.3.2 The mobile facility shall comply with the applicable requirements of the Florida Building Code, Building, The Guidelines, Part 3 Outpatient Facilities, Chapter 3.13 Specific Requirements for Mobile, Trans- portable, and Relocatable Units, and with Section 449 of this code for the type of service to be provided.

449.3.3.3 Mobile or transportable units that are limited to providing noninvasive, diagnostic and treatment ser- vices without the use of anesthetics shall not be required to comply with other sections of The Guide- lines as described in The Guidelines, Part 3 Outpatient Facilities, Chapters 3.13 - 8.2.1.2.

449.3.3.4 Electrical connection to the hospital electrical system shall be permitted only when the mobile facility complies with appropriate requirements of the Florida Building Code, Building.

449.3.3.5 When units provide critical care procedures, there shall be a “code blue” code call station in the unit connected to an attended location to summon assistance from the hospital emergency resuscitation response team.

449.3.4 Architectural details, surfaces, and furnishings. Reference The Guidelines for other requirements.

449.3.4.1 Each patient sleeping room, except for new- born nurseries and neonatal intensive care units or rooms, shall have a window(s) with a view, visible from the patient’s bed, to the exterior of the building or to an atrium that is visually open to the exterior of the building. The clear opening of the patient room win- dow’s width and height shall have a minimum of 20 feet (6.10 m) unobstructed vista to any permanent structure or equipment, and a minimum of 15 feet (4.57 m) unobstructed vista to any vehicular parking area or to the property line measured horizontally from the plane of the window.

449.3.4.2 Ceilings in rooms with ceiling-mounted sur- gical light fixtures and in kitchens shall be a minimum height of 9 feet (2.7 m).

449.3.4.3 A pair of doors opening to a room or closet that is located on an exit access corridor shall be equipped with automatic positive latching for both the active and inactive door leaf and shall be equipped with rabbets, bevels, or an astragal at the meeting edges of the doors. The inactive door leaf shall be equipped with either an automatic or semiautomatic flush bolt to pro- vide positive latching. Where the doors are not required to be equipped with closers, a door coordinator is not required.

449.3.4.4 Toilet compartment partitions and urinal screens shall be constructed of products that do not rust, corrode or delaminate.

449.3.4.5 All fire walls, smoke barriers, horizontal exits and exit passageway partitions shall be constructed prior to the construction of all intervening walls. Where rated walls, barriers or partitions intersect, the continu- ity of the higher priority wall, barrier, or partition shall be maintained through the intersection.

449.3.4.6 Smoke barriers shall be constructed so as to provide a continuous smoke-tight membrane from exte- rior wall to exterior wall and from the floor to the underside of the floor or roof deck above. This includes interstitial space and the area above monolithic fire- rated ceiling membranes. Roof trusses shall be permit-

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ted to penetrate portions of the smoke barrier located above the fire-rated ceiling membrane where the annu- lar space between the penetrating truss member and the smoke barrier is sealed to limit the transfer of smoke.

449.3.4.7 Where it is not possible to visually inspect a fire-rated partition, wall or barrier or a smoke barrier that extends through the attic or interstitial space to the roof or floor deck above because of the location of a monolithic ceiling membrane, ceiling access panel(s) shall be installed adjacent to each side of the partition, wall or barrier at intervals not exceeding 30 feet (9.00 m) and in such locations as necessary to view all sur- faces of the partition, wall or barrier. Other ceiling access panels shall only be installed as required by other sections of the code. Partitions, walls and barriers requiring protected openings or penetrations shall be identified in accordance with Section 703 of this code.

449.3.4.8 Where electrical conduits, cable trays, ducts and utility pipes pass through the smoke barrier, the utilities shall be located so that access is maintained to adjacent wall surfaces and to all damper access panels. The details shall show the studs and reinforcing half studs so that proper support is provided for the wall sur- facing material. There shall be a minimum clearance of 4 inches (102 mm) between all conduits, piping and duct work insulation that are located parallel or adja- cent to a fire-rated wall or to a smoke barrier to facili- tate the inspection of these walls.

449.3.4.9 The use of pocket sliding or folding doors to patient use toilet, baths, or shower rooms shall not be permitted. A sliding door equipped with sliding door hardware located on the patient room side of the wall and not equipped with a bottom door track shall be per- mitted.

449.3.5 Elevators where required. (Reference The Guidelines for other requirements.)

449.3.5.1 All elevators shall be in compliance with the requirements of Chapter 30 of the Florida Building Code, Building and Chapter 69A-47, Florida Adminis- trative Code, “Uniform Fire Safety Standards for Ele- vators.”

449.3.6 Heating, ventilating and air-conditioning sys- tems. Reference The Guidelines for other requirements.

449.3.6.1 Air-handling equipment shall be installed exterior of the building, to include the roof, in a desig- nated equipment room(s), in an open space(s) of an attic(s) or interstitial space(s) located inside the condi- tioned envelope of the building, or in an enclosed space located in an unconditioned attic(s). If the equipment serves only one room, it may be located above the ceil- ing and shall be accessible through an access opening in accordance with the requirements of such openings in this code. Access panels are not required for lay-in ceiling installations, provided the service functions are not obstructed by other above-ceiling construction, such as electrical conduits, piping, audio visual cabling and like equipment components or supports.

449.3.6.2 All new hospital, outpatient surgery and car- diac catheterization facility construction, for both inpa- tients and outpatients, shall have completely ducted air- supply, return, outside air and exhaust systems. In hos- pital buildings with multiple uses, tenants or occupan- cies, located on a separate floor or floors within the building, or located in a medical office building, only the licensed health care areas where invasive proce- dures, as defined by The Guidelines, are performed shall be required to be served by separate ducted mechanical air-supply, return and exhaust systems.

449.3.6.3 In new construction, horizontal offsets of duct system risers penetrating more than one floor shall not be allowed.

449.3.6.4 Flexible ducts shall be listed and labeled to the UL181 Standard for Factory-Made Air Ducts and Air Connectors and shall be Class 0 or Class 1. Flexible ducts shall meet the following additional performance rating criteria:

449.3.6.4.1 The duct shall have a minimum rated air velocity of 4,000 feet per minute, a minimum posi- tive pressure rating of 4 inches water gauge, and a minimum negative pressure rating of 1 inch water gauge.

449.3.6.4.2 The outer vapor barrier shall have a perm rating not greater than 0.05 perms when tested in accordance with ASTM E96, Procedure A.

449.3.6.4.3 Flexible air connectors shall be limited to 14 feet (4267mm) maximum installed length and shall not pass through any wall, partition, or enclo- sure of a vertical shaft that is required to have a fire- resistance rating of 1 hour or more. Flexible air ducts shall not be limited in length.

449.3.6.4.4 Air ducts and exhaust duct systems shall not be constructed of fiberglass duct board.

449.3.6.5 Variable air volume systems shall not be per- mitted for use in surgical departments, obstetrical departments, laboratories, isolation rooms and critical care units and rooms.

449.3.6.6 Filter housing frame blank-off panels shall be permanently attached to the frame, constructed of rigid materials and have sealing surfaces equal to or greater than the filter media installed in the filter frame. All joints between the blank-off panels, filter housing frames and filter support structure shall be caulked air- tight.

449.3.7 Fan and damper control during fire alarm.

449.3.7.1 During an automatic fire alarm activation or the activation of a duct smoke detector, fan systems and fan equipment serving more than one room shall be stopped to prevent the movement of smoke by mechan- ical means from the zone in alarm to adjacent smoke zones. Air movement across smoke barriers shall be permitted when the area is not in automatic fire alarm activation.

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449.3.7.2 Fan control shall be designed so as to mini- mize the interruption of heating, ventilating and air conditioning in compartments remote from the com- partment in alarm.

449.3.7.3 Fan control shall not interfere with the con- tinuous operation of exhaust systems conveying eth- ylene oxide or other hazardous chemicals and fumes or systems required to operate continuously for the health and safety of occupants. Such systems shall include fume hood exhaust deemed by the governing body of the hospital to present a hazard to occupants if exhaust airflow is stopped. Air-handling systems shall be designed to allow for continuous operation of all such systems and to minimize movement of smoke by mechanical means from the zone in alarm.

449.3.8 Carbon monoxide detector. See Section 908.7 of this code.

449.3.9 Plumbing. Reference The Guidelines for other requirements.

449.3.9.1 All plumbing systems shall be designed and installed in accordance with the Florida Building Code, Plumbing.

449.3.10 Fire pump. Where required by another section of this code, a new fire pump, except for a replacement fire pump, that is electric motor-driven shall be connected to the Emergency Power Supply System (EPSS) of the hospital. A fire pump(s) that is not electric motor-driven shall meet the requirements of NFPA 20, Standard for the Installation of Stationary Pumps for Fire Protection, alter- native power.

449.3.11 Electrical requirements. Reference The Guide- lines for other requirements.

449.3.11.1 All material, including equipment, conduc- tors, controls, and signaling devices, shall be installed to provide a complete electrical system with the neces- sary characteristics and capacity to supply the electrical facility requirements as shown in the specifications and as indicated on the plans.

449.3.11.2 All materials and equipment shall be factory listed as complying with applicable standards of Under- writer’s Laboratories, Inc., or other similarly estab- lished standards of a nationally recognized testing laboratory (NRTL) that has been certified by the Occu- pational Safety and Health Administration (OSHA) for that referenced standard.

449.3.11.3 Field labeling of equipment and materials shall be permitted only when provided by a nationally recognized testing laboratory that has been certified by the Occupational Safety and Health Administration (OSHA) for that referenced standard.

449.3.11.4 Nonmetallic sheathed cable or similar sys- tems are not permitted for power and lighting wiring in any facility.

449.3.11.5 Panel boards located in spaces subject to storage shall have the clear working space in accor- dance with Chapter 27, Florida Building Code, Build-

ing. “ELECTRICAL ACCESS - NOT FOR STORAGE” shall be permanently marked on the floor and wall about the panel. Panel boards shall not be located in an exit access corridor or in an unenclosed space or area that is open to an exit access corridor. Panel boards may be located inside of a room or closet that opens into an exit access corridor only when the room or closet is separated from the exit access corridor by a partition and door that comply with this code.

449.3.11.6 There shall be documentation for equipoten- tial grounding in all patient care areas, building service ground electrode systems, lightning protection ground terminals and special systems such as fire alarm, nurse call, paging, generator, emergency power, fault analy- sis and breaker coordination.

449.3.11.7 All spaces occupied by people, machinery and equipment within buildings and approaches to buildings shall have electric lighting.

449.3.11.8 Operating rooms and delivery rooms shall have general lighting for the room in addition to local high intensity, specialized lighting provided by special fixtures at the surgical and obstetrical tables. Each spe- cial lighting unit for local lighting at the tables shall be connected to an independent circuit and shall be pow- ered from the critical branch. A minimum of one gen- eral purpose lighting fixture shall be powered from a normal circuit in an operating room, delivery or similar room.

449.3.11.9 There shall be a maximum of six duplex receptacles on a circuit in general patient care areas.

449.3.11.10 The circuitry of all receptacles required by The Guidelines in critical care areas, in all emergency treatment rooms or areas, and other areas including angiographic laboratories, cardiac catheterization labo- ratories, coronary care units, human physiology labora- tories, intensive care units and postoperative recovery rooms, shall be provided as follows:

449.3.11.10.1 All electrical receptacles at the head of the bed shall be connected to the critical branch of the essential electrical system, except two of the required number shall be connected to a normal power circuit or to a critical branch circuit from a different transfer switch.

449.3.11.10.2 There shall be no more than two duplex or four single receptacles per circuit.

449.3.11.11 All receptacles shall have engraved cover plates to indicate the panel board and circuit numbers powering the device.

449.3.11.12 Branch circuit over-current devices shall be readily accessible to nursing staff and other autho- rized personnel.

449.3.11.13 The electrical system shall have coordi- nated short circuit protection.

449.3.11.14 Provide color coding for the junction boxes for the branches of the essential electrical sys- tem.

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449.3.12 Fire alarm systems. Reference The Guidelines for other requirements.

449.3.12.1 Fire alarm systems. A fire alarm annuncia- tor panel shall be provided at a 24-hour monitored loca- tion. The panel shall indicate visually the zone of actuation of the alarm, and there shall be a system trou- ble signal indicator. Each smoke compartment shall be annunciated as a separate fire alarm zone. A fire alarm system zone shall not include rooms or spaces in other smoke compartments. A fire alarm zone location map to quickly locate alarm condition shall be provided at the fire alarm control panel.

449.3.12.2 In all inpatient care rooms, spaces and areas, including sleeping, treatment, diagnostic, and therapeu- tic, the private operating mode as permitted and described in NFPA 72, National Fire Alarm and Sig- naling Code, shall be required. Only the attendants and other personnel required to evacuate occupants from a zone, area, room, floor, or building shall be required to be notified.

449.3.12.3 The disconnecting device or circuit breaker for the fire alarm control unit shall be clearly identified and secured from unauthorized operation.

449.3.13 Nurse call system. Reference The Guidelines for other requirements.

449.3.13.1 In addition to the requirements of radiofre- quency systems described in The Guidelines, wireless- type nurse call systems shall be permitted if they have been tested and approved by a national recognized test- ing laboratory (NRTL) to meet the requirements of UL 1069, 7th edition, Section 49, Wireless Systems pub- lished October 12, 2007 as referenced in Chapter 35 of this code.

449.3.13.2 In addition to the areas required by The Guidelines, an emergency resuscitation alarm (Code Blue) calling station shall be provided for staff use in each operating and cesarean delivery room.

449.3.13.3 An emergency staff assistance station shall be located within each psychiatric seclusion room and shall be of hands-free operation.

449.3.14 Emergency electric service. Reference The Guidelines for other requirements.

449.3.14.1 A Type 1 essential electrical system shall be provided in all hospitals as described in NFPA 99, Health Care Facilities. The emergency power for this system shall meet the requirements of a Level 1, Type 10, Class 48 generator as described in NFPA 110, Stan- dard for Emergency and Standby Power Systems.

449.3.14.2 In new facility construction, the normal main service equipment shall be separated from the emergency distribution equipment by locating it in a separate room. Transfer switches shall be considered emergency distribution equipment for this purpose.

449.3.14.3 There shall be a generator remote alarm annunciator in accordance with the requirements of

NFPA 110 located at a designated on-site 24-hour staffed location.

449.3.14.4 There shall be illumination of the means of egress in accordance with NFPA 101 and designed for automatic dusk-to-dawn operation. Such illumination shall continue to the public way or to a safe area(s) located at a minimum of 30 feet (9.144 m) from the building and large enough to accommodate the required occupant load of the exit discharge.

449.3.14.5 A minimum of one elevator per bank serv- ing any patient use floor shall be connected to the equipment branch of the essential electric system and arranged for manual or automatic operation during loss of normal power.

449.3.14.6 If a day tank is provided, it shall be equipped with a dedicated low-level fuel alarm and a manual pump. The alarm shall be located at the genera- tor remote alarm annunciator as described in Section 449.3.14.3.

449.3.14.7 Outpatient surgery facilities, cardiac cathe- terization facilities, or pain management facilities that utilize intravenous (IV) drip sedation located in a sepa- rate building or on another campus shall have a Type 1 essential electrical system in compliance with NFPA 99, Health Care Facilities. The emergency power for this system shall meet the requirements of a Level 1, Type 10, Class 8 generator as described in NFPA 110, Standard for Emergency and Standby Power Systems.

449.3.14.8 The generator remote manual stop (some- times called the “generator emergency stop”) shall be switchable and tamper resistant. It shall be located out- side the housing of the generator, adjacent to the open- ing of the generator enclosure or to the door to the generator room, and viewable from the generator loca- tion.

449.3.15 Lightning protection.

449.3.15.1 A lightning protection system shall be pro- vided for all new buildings and additions in accordance with NFPA 780, Installation of Lightning Protection Systems.

449.3.15.2 Where additions are constructed to existing buildings, the existing building’s lightning protection system, if connected to the new lightning protection system, shall be inspected and brought into compliance with current standards.

449.3.15.3 A lightning protection system shall be installed on all buildings in which outpatient surgical procedures, cardiac catherization procedures, or pain management procedures that utilize I.V. drip sedation are provided.

449.3.15.4 There shall be surge protection for all nor- mal and emergency electrical services.

449.3.15.5 Additional surge protection shall be pro- vided for all low voltage and power connections to all electronic equipment in critical care areas and life safety systems and equipment such as fire alarm, nurse

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call and other critical systems. Protection shall be in accordance with appropriate IEEE Standards for the type of equipment protected.

449.3.15.6 All low-voltage system main or branch cir- cuits entering or exiting the structure shall have surge suppressors installed for each pair of conductors and shall have visual indication for protector failure to the maximum extent feasible.

449.3.16 Inpatient room dialysis.

449.3.16.1 If an inpatient requires dialysis due to a chronic condition, it may be accomplished inside the inpatient sleeping room when all of the following are provided:

449.3.16.1.1 A portable dialysis machine with porta- ble reverse osmosis.

449.3.16.1.2 Dedicated closed connections to a water supply and waste water drain. These connec- tions are permitted to be shared with the water sup- ply and waste water drain of the handwashing facility located inside the inpatient room or inside the inpatient toilet room only when the use of the handwashing facility is unimpeded at all times.

449.3.16.1.3 Sufficient electrical circuits and outlets to operate the portable dialysis equipment without overloading the electrical circuit.

449.3.16.1.4 A dedicated equipment room for the cleaning and disinfection of the dialysis equipment.

449.3.16.1.5 A written hospital protocol for the use and maintenance of the inpatient room dialysis equipment signed by the medical director of acute dialysis services.

449.4 Physical plant requirements for disaster prepared- ness of new hospital construction.

449.4.1 Definitions. The following definitions shall apply specifically to all new facilities as used herein:

449.4.1.1 NEW FACILITY. A hospital which has not received a Stage II Preliminary Plan approval from the Agency for Health Care Administration pursuant to this section.

449.4.1.2 NET SQUARE FOOTAGE. The clear floor space of an area excluding cabinetry and other fixed furniture or equipment;

449.4.1.3 DURING AND IMMEDIATELY FOL- LOWING. A period of 72 hours following the loss of normal support utilities to the facility.

449.4.1.4 OCCUPIED PATIENT AREA(S). The location of patients inside of the new facility or in the addition of a wing or floor to an existing facility during and immediately following a disaster. If these patients are to be relocated into an area of the existing facility during and immediately following a disaster, then for purposes of this code, that location will be defined as the “occupied patient area.”

449.4.1.5 PATIENT SUPPORT AREA(S). The area(s) required to ensure the health, safety and well-

being of patients during and immediately following a disaster, such as a nursing station, clean and soiled util- ity areas, food preparation area, and other areas as determined by the facility to be kept operational during and immediately following a disaster.

449.4.1.6 ON-SITE. Either in, immediately adjacent to, or on the campus of the facility, or addition of a wing or floor to an existing facility.

449.4.2 Disaster preparedness construction standards. The following construction standards are in addition to the physical plant requirements described in Sections 449.2 through 449.3. These minimum standards are intended to increase the ability of the facility to be structurally capable of serving as a shelter for patients, staff and the family of patients and staff and equipped to be self-supporting during and immediately following a disaster.

449.4.2.1 Space standards.

449.4.2.1.1 For planning purposes, each new facility shall provide a minimum of 30 net square feet (2.79 m2) per patient served in the occupied patient area(s). The number of patients to be served is to be determined by the facility administrator.

449.4.2.1.2 As determined by the facility, space for administrative and support activities shall be pro- vided for use by facility staff to allow for care of patients in the occupied patient area(s).

449.4.2.1.3 As determined by the facility, space shall be provided for staff and family members of patients and staff.

449.4.2.2 Site standards.

449.4.2.2.1 Except as permitted by Section 1612 of this code, the lowest floor of all new facilities shall be elevated to the base flood elevation as defined in Section 1612 of this code, plus 2 feet, or to the height of hurricane Category 3 (Saffir-Simpson scale) surge inundation elevation, as described by the Sea, Lake, and Overland Surge (SLOSH) from Hurricanes model developed by the Federal Emer- gency Management Agency (FEMA), United States Army Corps of Engineers (USACE), and the National Weather Service (NWS), whichever is higher.

449.4.2.2.2 For all existing facilities, the lowest floor elevations of all additions, and all patient sup- port areas including food service, and all patient support utilities, including mechanical, and electri- cal (except fuel storage as noted in Section 449.4.2.9.3 of this code) for the additions shall be at or above the elevation of the existing building, if the existing building was designed and constructed to comply with either the site standards of Section 449.4 of this code or local flood-resistant require- ments, in effect at the time of construction, which- ever requires the higher elevation, unless otherwise permitted by Section 1612 of this code. If the exist- ing building was constructed prior to the adoption of either the site standards of Section 449.4 of this code

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or local flood-resistant requirements, then the addi- tion and all patient support areas and utilities for the addition as described in this section shall either be designed and constructed to meet the requirements of Section 449.4.2.2.1 of this code or be designed and constructed to meet the dry flood proofing requirements of Section 1612 of this code.

449.4.2.2.3 Substantial improvement, as defined by Section 1612 of this code, to all existing facilities located within flood areas as defined in Section 1612 of this code or within a Category 3 surge inun- dation zone as described in Section 449.4.2.2.1 of this code, shall be designed and constructed in com- pliance with Section 1612 of this code.

449.4.2.2.4 Where an off-site public access route is available to the new facility at or above the base flood elevation, a minimum of one on-site emer- gency access route shall be provided that is located at the same elevation as the public access route.

449.4.2.2.5 New landscaping elements shall be located so if damaged they will not block the on-site emergency access route to the facility. Outdoor signs and their foundations shall be designed to meet the wind load criteria of the Florida Building Code, Building.

449.4.2.2.6 New light standards and their founda- tions used for lighting the on-site emergency access route shall be designed to meet the wind load criteria of ASCE 7 with wind speeds determined from Fig- ure 26.5-1B with appropriate exposure category dependent on site location.

449.4.2.3 Structural standards. Wind load design of the building structure and exterior envelope including exterior wall systems shall be designed in accordance with the code.

449.4.2.4 Roofing standards.

449.4.2.4.1 Loose-laid ballasted roofs shall not be permitted.

449.4.2.4.2 All new roof appendages such as ducts, tanks, ventilators, receivers, dx condensing units and decorative mansard roofs and their attachment sys- tems shall be structurally engineered to meet the wind load requirements of the applicable building code.

449.4.2.5 Debris impact protection standards.

449.4.2.5.1 All exterior window units, skylights, exterior louvers and exterior door units including vision panels and their anchoring systems shall be impact resistant or protected with an impact-resis- tant covering meeting the requirements of the Test- ing Application Standards (TAS) 201, 202, and 203 of this code in accordance with the requirements of Sections 1626.2 through 1626.4 of this code or the debris impact requirements of ASTM E1996 as described in Section 1609.1.2.2. For the purposes of this requirement, facilities located in areas where the ultimate design wind speeds are 130 MPH or less as

described in Figure 1609.3(2) of this code, shall meet the requirements for Wind Zone 1. The impact- resistant coverings may be either permanently attached or may be removable if stored on site of the facility. Facilities located in the high velocity hurri- cane zone (HVHZ) shall comply with Sections 1626.2 through 1626.4.

449.4.2.5.2 The location or application of exterior impact protective systems shall not prevent required exit egress from the building.

449.4.2.5.3 When not being utilized to protect the windows, the permanently attached impact-resistant coverings shall not reduce the percentage of the clear window opening below that required by this code for the patient room.

449.4.2.5.4 Critical systems and utilities identified in this section shall be protected from debris impact by a housing or enclosure complying with the impact protection standards in Sections 1626.2 through 16.26.4 when located at or below 30 feet above the finished grade of the building. Roof mounted equipment shall have fastening systems designed to meet the wind load requirements of the Florida Building Code.

449.4.2.6 Heating, ventilation and air-conditioning (HVAC) standards.

449.4.2.6.1 All new air-moving equipment, dx con- densing units, through-wall units and other HVAC equipment located outside of, partially outside of, or on the roof of the facility at or below 30 feet above the finished grade of the building and providing ser- vice to the new facility shall be permitted only when either of the following are met:

449.4.2.6.1.1 They are located inside a penthouse designed to meet the wind load requirements of the Florida Building Code, Building; or

449.4.2.6.1.2 They are protected in accordance with Section 449.4.2.5.4.

449.4.2.6.2 As determined by the facility, occupied patient areas and patient support areas shall be sup- plied with temperature and humidity control during and immediately following a disaster.

449.4.2.6.3 Ventilation air change rates in occupied patient areas shall be maintained as specified in this section during and immediately following a disaster by connection to the essential electrical system. The fan systems necessary to provide this service shall receive their power from the emergency power sup- ply system and shall be protected from horizontal impact in accordance with Section 449.4.2.6.1.

449.4.2.7 Plumbing standards.

449.4.2.7.1 There shall be an independent on-site supply (i.e., water well) or on-site storage capability (i.e., empty water storage containers or bladders) of potable water at a minimum quantity of 3 gallons (14 L) per in-patient and one gallon (3.7 L) per facil-

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ity staff and other personnel in the new facility or wing or floor addition to an existing facility per day during and immediately following a disaster. For planning purposes, the number of in-patients, staff and other personnel shall be determined in writing by the facility and submitted to AHCA. Hot water in boilers or tanks shall not be counted to meet this requirement.

449.4.2.7.2 The facility shall determine what amount of water will be sufficient to provide for patient services, and shall maintain an on-site supply or on-site storage of the determined amount.

449.4.2.7.3 When utilized to meet the minimum requirements of this rule, selected system appurte- nances such as water pressure maintenance house pumps, and emergency water supply well pumps shall take power from the emergency power supply system(s).

449.4.2.8 Medical gas systems standards. The stor- age, distribution piping system and appurtenances serv- ing the occupied patient area(s) and patient support area(s) shall be contained within a protected area(s) designed and constructed to meet the structural require- ments of the code and debris impact requirements as specified by Sections 1626.2 through 1626.4.

449.4.2.9 Emergency electrical generator and essential electrical system standards for hurricane protection.

449.4.2.9.1 In addition to the requirements of NFPA 99 Health Care Facilities Code and NFPA 70 National Electrical Code, the on-site Level 1 emer- gency power supply system shall provide electrical power to the occupied patient area(s) and patient support area(s) for the following additional equip- ment:

449.4.2.9.1.1 Ice-making equipment to produce ice, or freezer storage equipment for the storage of ice.

449.4.2.9.1.2 If required by the emergency food plan, refrigerator unit(s) food service equipment, range hood exhaust fans and selected lighting within the kitchen and dry storage areas.

449.4.2.9.1.3 Selected heating or air conditioning systems as determined by the facility and ventila- tion systems as required by this code.

449.4.2.9.1.4 Electric lighting required to provide care and service to the patient occupied areas and the necessary patient support areas as defined by this section.

449.4.2.9.2 The emergency power system shall be fueled by a fuel supply stored on-site sized to fuel the generator for 100-percent load for 64 hours or for 72 hours of actual demand load of the occupied patient area(s) and patient support area(s) and patient support utilities during and immediately fol- lowing a disaster, whichever is greater.

449.4.2.9.3 The fuel supply and all fuel lines of the emergency power system generator shall either be located below ground or protected in accordance with Section 449.4.2.5.4.

449.4.2.9.4 All panel boards, transfer switches, dis- connect switches, enclosed circuit breakers or emer- gency system raceway systems required to support the occupied patient area(s), patient support area(s) or support utilities shall be protected in accordance with Section 449.4.2.5.4, and shall not rely on sys- tems or devices outside of this protected area(s) for their reliability or continuation of service. The equipment system shall be kept entirely independent of all other wiring and equipment and shall not enter the same raceways, boxes, or cabinets with other wiring.

449.4.2.9.5 The emergency generator(s) shall be air or self-contained liquid cooled and it and other essential electrical equipment shall be protected in accordance with Section 449.4.2.5.4.

449.4.2.9.6 A new facility shall be equipped with either a permanent on-site optional stand-by genera- tor to operate at least the nonessential loads of the electrical system or the entire normal branch of the electrical system, or there shall be a permanently installed predesigned electrical service entry for the electrical system that will allow a quick connection to a temporary electrical generator to operate at least the nonessential loads of the electrical system or the entire normal branch of the electrical system. This quick connection shall be installed inside of a per- manent metal enclosure rated for this purpose and may be located on the exterior of the building.

449.4.2.10 External emergency communications standards. Reference Chapter 59A-3.081 Florida Administrative Code for requirements.

SECTION 450 NURSING HOMES

450.1 Scope. All newly licensed nursing homes, including conversions of existing buildings or newly constructed nurs- ing homes, and all additions, alterations or renovations to an existing licensed nursing home shall comply with all applica- ble requirements of this code and the minimum standards of design, construction and specified minimum essential utilities and facilities of this section and shall have plans reviewed and construction surveyed by the state agency authorized to do so by Chapter 553.80(1)(c), Florida Statutes to assure compliance with all applicable requirements of this code.

450.1.1 The following are exempt from review under this part:

450.1.1.1 Change of ownership of an existing licensed nursing home.

450.1.1.2 Change to an existing nursing home’s license type that has no additional physical plant requirements

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450.1.1.3 Change of the functional use of a space, room, or area when no physical plant revisions are made or are required to be made by this code

450.1.2 A facility licensed as a nursing home that only admits children 0 years through 20 years of age shall meet these minimum standards as they are required by the func- tional program of the facility.

450.1.3 The Florida Building Code, Existing Building, Section 101.2, Scope exempts state licensed facilities such as nursing homes from compliance with that code. Any repair, alteration, change of occupancy, addition or reloca- tion of an existing state licensed nursing home shall com- ply with the applicable requirements of this code and this section.

450.1.4 For project submission and fee requirements, and other administrative, licensure, and programmatic provi- sions for nursing homes, see Agency for Health Care Administration (AHCA) Chapter 59A-4 Florida Adminis- trative Code and Chapter 400 Part II, Florida Statutes.

450.1.5 For state licensure purposes, these codes and stan- dards shall be applicable to the project on the effective date of this code at the time of Stage II preliminary plan approval by the Agency for Health Care Administration (the Agency) as described in Chapter 59A-4 Florida Administrative Code or at the first Stage III construction document review if there has been no previous Stage II preliminary plan approval for that project.

450.2 Additional codes and standards for the design and construction of nursing homes. In addition to the minimum design and construction standards required by Section 450 of this code, Chapter 59A-4, Minimum Standards for Nursing Homes, Florida Administrative Code or by Chapter 400 Part II, Florida Statutes, the following codes and standards shall also be met on the effective date of this code as described in Section 450.1.5 of this code:.

450.2.1 The fire codes described in Chapter 69A-53, Uni- form Fire Safety Standards for Hospitals and Nursing Homes, Florida Administrative Code.

450.2.2 The Guidelines for Design and Construction of Residential Health, Care, and Support Facilities (The Guidelines), including Chapter 3.2 Specific Requirements for Nursing Homes as referenced in Chapter 35 of this code.

450.3 Additional physical plant requirements for nursing homes. In addition to the codes and standards referenced in Section 450.2 the following minimum standards of construc- tion and specified minimum essential facilities shall apply to all new nursing homes, and all additions, alterations or reno- vations to an existing licensed nursing home, as described in Section 450.1 and listed in this section.

450.3.1 Special considerations:

450.3.1.1 Nursing homes designed to serve only for children 0 through 20 years of age may have a maxi- mum room capacity of four persons.

450.3.1.2 Skilled nursing units that are part of a hospi- tal and licensed as a hospital bed but certified as a skilled nursing bed shall meet the requirements for a skilled nursing unit in the FGI Guidelines for Design and Construction of Hospitals and Outpatient Facili- ties as referenced in Chapter 35 of this code.

450.3.2 Resident rooms. In addition to the requirements of The Guidelines, Chapter 3.2, each resident room shall meet the following minimum standards:

450.3.2.1 In new construction and additions, the maxi- mum room capacity of each resident room shall be two persons. In double occupancy resident rooms, sleeping areas shall be separated from each other by a wall or partition to increase acoustic and visual privacy. Each person lying in bed shall have direct visual access to an exterior window at all times. Either doors or cubicle curtains to these individual resident sleeping areas shall be provided.

450.3.2.2 Each resident room shall have a minimum of 100 square feet (9.29 m2) of clear floor area per bed in a double occupancy resident room and 120 square feet (11.15 m2) of clear floor area in a single occupancy res- ident room, exclusive of the space consumed by the toi- let room, closet(s), wardrobe(s), lavatory(ies), alcove(s), and either the space for the door swing(s) into the room or the space for entrance vestibule, whichever is greater. For the purpose of determining the minimum clear floor area, the entrance vestibule is defined as that floor area located between the room entrance door and the room floor area containing the resident bed(s).

450.3.2.3 Where renovation work is undertaken that alters the room configuration, every effort shall be made to meet these minimum space standards. When this is not possible due to existing physical conditions or constraints, and with the approval of the Agency, a resident room shall have no less than 80 square feet (7.43 m2) of clear floor area per bed in a double occu- pancy resident room and 100 square feet (9.29 m2) of clear floor area in a single occupancy resident room.

450.3.2.4 The design for privacy shall not restrict resi- dent access at any time to the room entrance, resident armchair, toilet or bathroom, wardrobe, exterior win- dow or closet.

450.3.2.5 Each new resident room, and each individual resident sleeping area, as described in Section 450.3.2.1, shall have an exterior window(s) to the out- side that is physically accessible to each resident at all times and visible from the resident’s bed. The window shall be sized with a clear opening of 8 percent of the gross square footage of the resident sleeping room or individual resident sleeping area as described in Sec- tion 450.3.2.1. The clear opening of the resident room window width and height shall have a minimum of 20 feet (6.10 m) unobstructed vista to any permanent structure, or equipment, and 15 feet (4.57 m) unob- structed vista to any vehicular parking areas or property

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line measured horizontally from the plane of the win- dow.

450.3.3 Resident support areas and services.

450.3.3.1 Staff work area(s) (nurse station). See The Guidelines for requirements.

450.3.3.2 Clean utility room. See The Guidelines for requirements.

450.3.3.3 Soiled utility or soiled holding room(s). See The Guidelines for requirements.

450.3.3.4 Medication storage and distribution. See The Guidelines for requirements.

450.3.3.5 A nourishment room. See The Guidelines for requirements.

450.3.3.6 Ice for residents’ consumption. See The Guidelines for requirements. Where the icemaker unit is accessible to residents or the public, it shall be a self- dispensing type.

450.3.4 Resident living, social, and treatment areas. See The Guidelines for additional requirements.

450.3.4.1 Dining, lounges, recreation areas, and social areas for residents shall be provided. The total area of these spaces shall be a minimum of 35 square feet (3.25 m2) per bed with a minimum total area of 225 square feet (20.90 m2). At least 20 square feet (1.86 m2) per resident shall be available for dining. Additional space may be required for resident day care programs. Stor- age for supplies and equipment shall be provided in the recreation area.

450.3.4.2 Storage for supplies, and resident needs, shall be provided. Storage shall be on site but not necessarily in the same building as the resident rooms, provided access is convenient. The minimum required area shall be 5 square feet (0.46 m2) per resident up to 600 square feet (55.74 m2). See The Guidelines for additional requirements.

450.3.4.3 Outdoor area(s) shall be provided for the use of all residents and shall include walking paths of dura- ble materials, benches, shaded areas, and visual focus- ing element(s) such as landscaping, sculpture, or fountain(s). Security fencing if used shall be of a resi- dential design and provide some visual connection to the exterior of the secured area. If an exterior visual connection is not possible or desirable then the interior of the outside area shall be landscaped to be visually interesting. See The Guidelines for additional require- ments.

450.3.4.4 A barber/beauty room shall be provided with facilities and equipment for resident hair care and grooming. The area of the room shall be a minimum of 120 square feet (11.15 m2) with the least dimension of 10 feet (3.05 m). See The Guidelines for additional requirements.

450.3.5 Details and finishes. See The Guidelines for addi- tional requirements.

450.3.5.1 Doors to all rooms containing bathtubs, showers, and water closets for resident use located in double occupancy rooms or that are shared between two single occupancy rooms, shall be equipped with privacy hardware that permits emergency access with- out the use of keys. When such room has only one entrance and is equipped with a swing door, the door shall open outward, or be equipped with emergency release hardware. When emergency release hardware is utilized on a swing door located in a public area, it shall provide visual privacy for the resident and if required by other sections of this code, be smoke resistant. The toilet room door that swings open into the resident room shall not impede the swing of any other door that opens into the resident room.

450.3.5.2 Interior corridor doors, except those to small closets, janitor’s closets, electrical or mechanical rooms, housekeeping closets and other small rooms not subject to occupancy, shall not swing into the corridor. A door located on the exit access corridor, and required to swing outward, shall open into an alcove.

450.3.5.3 A sliding door equipped with sliding hard- ware located on the resident room side of the wall and without a bottom track shall be permitted on an individ- ual resident toilet or bathroom. If a sliding door is used on a resident toilet or bathroom, a D-shaped handle at least 4 inches (10.16 cm) long shall be provided to open the door.

450.3.5.4 Door thresholds, except where required at exterior doors, and expansion joint covers shall be designed to facilitate use of wheelchairs and carts and to prevent tripping and shall provide a smooth and level transition from surface-to-surface.

450.3.5.5 Towel bars shall be provided at each bathing facility.

450.3.5.6 Toilet compartment partitions and urinal screens shall be constructed of a product that does not rust, corrode or delaminate.

450.3. 5.7 A minimum of one electric drinking fountain or water and cup dispenser shall be provided per resi- dent floor unless drinking water is available from the resident dietary area.

450.3.5.8 Wall coverings that promote the growth of mold and mildew shall be avoided on exterior walls or on walls that are located in normally wet locations.

450.3.5.9 All fire walls, smoke barriers, horizontal exits and exit passageway partitions shall be constructed prior to the construction of all intervening walls. Where rated walls, barriers or partitions intersect, the continu- ity of the higher priority wall, barrier, or partition shall be maintained through the intersection.

450.3.5.10 Smoke barriers shall be constructed to pro- vide a continuous smoke-tight membrane from exterior wall to exterior wall and from the floor to the underside of the floor or roof deck above. This includes intersti- tial space and the area above monolithic fire-rated ceil- ing membranes. Roof trusses shall be permitted to

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penetrate portions of the smoke barrier located above the fire-rated ceiling membrane where the annular space between the penetrating truss member and the smoke barrier is sealed to limit the transfer of smoke.

450.3.5.11 Where it is not possible to visually inspect a fire-rated partition, wall or barrier or a smoke barrier that extends through the attic or interstitial space to the roof or floor deck above because of the location of a monolithic ceiling membrane, ceiling access panel(s) shall be installed adjacent to each side of the partition, wall or barrier at intervals not exceeding 30 feet (9.0 m) and in such locations as necessary to view all surfaces of the partition, fire wall or smoke barrier. Other ceiling access panels shall only be installed as required by other sections of the code. Partitions, walls and barriers requiring protected openings or penetrations shall be identified in accordance with Section 703 of this code.

450.3.5.12 Where electrical conduits, cable trays, ducts and utility pipes pass through the smoke partition, the utilities shall be located so that access is maintained to adjacent wall surfaces and to all damper access panels. The details shall show the studs and reinforcing half studs so that proper support is provided for the wall sur- facing material. There shall be a minimum clearance of 4 inches (102 mm) between all conduits, piping, and duct work insulation that are located parallel or adja- cent to a fire wall or to a smoke barrier to facilitate the inspection of these walls.

450.3.6 Elevators. All buildings having resident use areas on more than one floor shall have hospital-type electric or hydraulic elevator(s) that shall be in compliance with the requirements of Chapter 30 of this code and Chapter 69A- 47, Florida Administrative Code, Uniform Fire Safety Standards for Elevators. See The Guidelines for additional requirements.

450.3.7 Heating, ventilating and air-conditioning (HVAC) systems. See The Guidelines for additional requirements.

450.3.7.1 Air-handling equipment shall be installed exterior of the building, to include the roof, in a desig- nated equipment room(s), in an open space(s) of an attic(s) or interstitial space(s) located inside the condi- tioned envelop of the building, or in an enclosed space located in an unconditioned attic(s). If the equipment serves only one room, it may be located above the ceil- ing and shall be accessible through an access opening in accordance with the requirements of such openings in this code. Access panels are not required for lay-in ceiling installations, provided the service functions are not obstructed by other above-ceiling construction, such as electrical conduits, piping, audio visual cabling and like equipment components or supports.

450.3.7.2 All outdoor air intakes shall be located a min- imum of 3 feet (0.91 m) above surrounding surfaces and a minimum of 10 feet (3.05 m) horizontally from any exhaust air or plumbing vent. This requirement shall take priority over referenced standards.

450.3.7.3 The transfer of air quantities through one space to an adjacent space is not permitted except that the transfer of air to maintain space relative pressure by the under cutting of doors is permitted. The maximum allowable air quantity for door undercuts shall be 75 cfm (35.38 L/s) for single door widths up to 44 inches (1117 mm).

450.3.7.4 All supply, return and exhaust ventilation fans shall operate continuously. Dietary hood, laundry area, administrative areas that are separated from all resident areas and support areas and maintenance area supply and exhaust fans shall be exempted from contin- uous operation.

450.3.7.5 Cooling coil condensate shall be piped to a roof drain, floor drain or other approved location.

450.3.7.6 Each new resident sleeping room or resident sleeping area that is separated by a permanent partition and door shall be provided with a separate thermostat to provide individual adjustment of room or area tempera- ture.

450.3.8 Exhaust. See The Guidelines for additional requirements.

450.3.8.1 Exhaust fans and other fans operating in con- junction with a negative duct system pressure shall be located at the discharge end of the system. Fans located immediately within the building located at the end of all exhaust ducts shall be permitted. Existing, noncon- forming systems need not be brought into compliance when equipment is replaced due to equipment failure.

450.3.8.2 Exhaust hoods in food preparation areas shall be listed or certified by a nationally recognized testing laboratory (NRTL).

450.3.9 Ducts. See The Guidelines for additional require- ments.

450.3.9.1 All new facility construction shall have totally ducted supply, return, exhaust and outside air systems including areas of all occupancy classifica- tions.

450.3.9.2 In new construction, duct system risers pene- trating more than one floor shall be installed in vertical fire-rated shafts. Horizontal offsets of the risers shall not be allowed. Fire/smoke dampers shall be installed at duct penetrations of the chase. Existing nonconform- ing systems shall be brought into compliance when remodel or renovation work is proposed.

450.3.10 Fan and damper control during fire alarm. See The Guidelines for additional requirements.

450.3.10.1 During an automatic fire alarm or the acti- vation of a duct smoke detector, fan systems and fan equipment serving more than one room shall be stopped to prevent the movement of smoke by mechan- ical means from the zone in alarm to adjacent smoke zones.

450.3.10.2 Air-handling and fan coil units serving exit access corridors for the zone in alarm shall shut down upon fire alarm.

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450.3.10.3 Smoke or fire/smoke dampers shall close upon fire alarm and upon manual shutdown of the asso- ciated supply, return or exhaust fan.

450.3.11 Plumbing. See The Guidelines for additional requirements.

450.3.11.1 Grease interceptors shall be located outside of the building.

450.3.11.2 Provide deep seal traps for floor drains in resident showers.

450.3.11.3 Food preparation sinks, pot washing, dish- washers, janitor sinks, floor drains, and cart and can wash drains shall run through the grease trap. Garbage disposers shall not run through the grease trap.

450.3.11.4 Ice machines, rinse sinks, dishwashers, and beverage dispenser drip receptacles shall be indirectly wasted.

450.3.11.5 A backflow preventer shall be installed on the facility main water source(s).

450.3.11.6 All piping, except control-line tubing, shall be identified. All valves shall be tagged, and a valve schedule shall be provided to the facility owner for per- manent record and reference.

450.3.11.7 If eye wash stations are provided, they shall be installed in accordance with American National Standards Institute (ANSI) Standard Z358.1 for Emer- gency Eyewash and Shower Equipment as referenced in Chapter 35 of this code.

450.3.12 Medical gas and vacuum systems. If provided, a medical gas and vacuum system shall be in conformance with the requirements for a Category 2 Building System as described in NFPA 99, Health Care Facilities Code. See The Guidelines for additional requirements.

450.3.13 Fire pump.

450.3.13.1 Where required by another section of this code, a new fire pump, except for a replacement fire pump, that is electric motor-driven shall be connected to the Emergency Power Supply System (EPSS) of the hospital. A fire pump(s) that is not electric motor- driven shall meet the requirements of NFPA 20, Stan- dard for the Installation of Stationary Pumps for Fire Protection alternative power.

450.3.14 Electrical requirements. See The Guidelines for additional requirements.

450.3.14.1 All material, including equipment, conduc- tors, controls, and signaling devices, shall be installed to provide a complete electrical system with the neces- sary characteristics and capacity to supply the electrical facility requirements as shown in the specifications and as indicated on the plans. All materials and equipment shall be listed as complying with applicable standards of Underwriter’s Laboratories, Inc., or other nationally recognized testing facilities. Field labeling of equip- ment and materials will be permitted only when pro- vided by a nationally recognized testing laboratory (NRTL) that has been certified by the Occupational Safety and Health Administration (OSHA) for that ref- erenced standard.

450.3.14.2 For purposes of electrical requirements, a resident room, a resident therapy area or an examina- tion room that is not equipped with a piped medical gas or vacuum system shall be reviewed as a basic care room or space as defined in NFPA 99 Health Care Facilities Code. A resident room, a resident therapy area or an examination room that is equipped with a piped medical gas or vacuum system shall be reviewed as a general care room or space as defined in NFPA 99 Health Care Facilities Code, and Chapter 27, Electrical Systems, of this code.

450.3.14.3 Panels may be located in spaces subject to storage and shall have the clear working space in accor- dance with Chapter 27, permanently marked “ELEC- TRICAL—NOT FOR STORAGE” with a line outlining the required clear working space on the floor and wall.

450.3.14.4 Panel boards shall not be located in an exit access corridor or in an unenclosed space or area that is open to an exit access corridor. Panel boards may be located inside of a room or closet that opens into an exit access corridor only when the room or closet is sepa- rated from the exit access corridor by a partition and door that comply with this code.

450.3.14.5 There shall be documentation for equipoten- tial grounding in all patient care areas, building service ground electrode systems, lightning protection ground terminals and special systems such as fire alarm, nurse call, paging, generator, emergency power and breaker coordination.

450.3.15 Lighting. See The Guidelines for additional requirements.

450.3.15.1 All spaces occupied by people, machinery and equipment within buildings, approaches to build- ings and parking lots shall have electric lighting.

450.3.15.2 Resident bedrooms shall have general light- ing from ceiling mounted fixtures, floor lamp fixtures or table mounted fixtures. Separate fixed night lighting shall be provided. The night-light shall have a switch at the entrance to each resident’s room or separate sleep- ing area. A reading light shall be provided for each res- ident. Resident reading lights and other fixed lights not switched at the door shall have switch controls conve- nient for use at the luminary. Wall-mounted switches for control of lighting in resident areas shall be of quiet operating type.

450.3.15.3 All lighting in the resident use areas includ- ing corridors, shared spaces, treatment areas, sleeping areas, social areas and living areas shall meet the rec- ommendations of ANSI/IES RP-28-07 Lighting and the Visual Environment for Senior Living as referenced in Chapter 35 of this code.

450.3.15.4 All general resident room lighting and all corridor lighting used by residents shall be designed to minimize glare such as indirect lighting.

450.3.16 Fire alarm systems.

450.3.16.1 A fire alarm annunciator panel shall be pro- vided at a single designated 24-hour monitored loca-

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tion. The panel shall indicate visually, the zone of actuation of the alarm and audibly and visually system trouble. Each smoke compartment shall be annunciated as a separate fire alarm zone. A fire alarm system zone shall not include rooms or spaces in other smoke com- partments. A zone location map to quickly locate alarm condition shall be provided at the fire alarm control panel.

450.3.16.2 In all resident care rooms, spaces and areas, including sleeping, treatment, diagnostic and therapeu- tic, the design and installation of the private operating mode fire alarm as permitted and described in NFPA 72, National Fire Alarm and Signaling Code, shall be required. Only the attendants and other personnel required to evacuate occupants from a zone, area, room, floor, or building shall be required to be notified.

450.3.16.3 The disconnecting device or circuit breaker for the fire alarm control unit shall be clearly identified and secured from unauthorized operation.

450.3.17 Nurse call systems. Wired- or wireless-type nurse call systems shall be permitted if they have been tested and approved by a national recognized testing labo- ratory (NRTL) to meet the requirements of UL 1069, 7th edition, published October 12, 2007, as referenced in Chapter 35 of this code. All wireless systems shall have been tested and approved by a nationally recognized test- ing laboratory (NRTL) to meet the requirements of Sec- tion 49, Wireless Systems of UL 1069, 7th edition as referenced in Chapter 35 of this code. All nurse call sys- tems whether wired or wireless shall have electronically supervised visual and audible annunciation in accordance with the supervision criteria of UL 1069, 7th edition for nurse call systems and tested and approved by a nationally recognized testing laboratory (NRTL) to meet those requirements.

450.3.17.1 A nurse call system shall be provided that will register a call from a call button from each resident bed to the related staff work area(s) by activating a visual signal at the resident room door or wireless pager and activating a visual and audible signal in the clean utility, soiled utility, nourishment station, medication prep or mobile nurse station receiver and the master station of the resident. If a mobile nurse station receiver is utilized to receive the resident call, it will be worn by all staff who are assigned to the resident unit and shall identify the specific resident and or room from which the call was placed. Audible signals may be temporar- ily silenced, provided subsequent calls automatically reactivate the audible signal. In rooms containing two or more calling stations, indicating lights shall be pro- vided for each calling station. In multicorridor nursing units, corridor zone lights shall be installed at corridor intersections in the vicinity of staff work areas.

450.3.17.2 An emergency calling station of the pull cord-type shall be provided and shall be conveniently located for resident use at each exam room (if pro- vided), resident toilet, bath or shower room but not inside of the shower unless the nurse call device is listed for wet locations. The call signal shall be the

highest priority and shall be cancelled only at the emer- gency calling station. The emergency calling station shall activate distinctive audible and visual signals immediately at the resident room door or wireless pager, and activate a visual and audible signal in the clean utility, soiled utility, nourishment station, medi- cation prep or mobile nurse station receiver and the master station of the resident unit. If a mobile nurse sta- tion receiver is utilized to receive the resident call, it will be worn by all staff who are assigned to the resi- dent unit and shall identify the specific resident and or room from which the call was placed.

450.3.17.3 The nurse call master station shall be located inside the resident unit at a staff administrative area and shall not block any incoming resident calls. The master station control settings shall not prevent the activation of the incoming audible and visual signals. In wireless systems, all orphaned calls to mobile nurse station receivers will register at the nurse call master station.

450.3.17.4 Activation of an emergency call shall not cancel a normal call from the same room.

450.3.17.5 A corridor dome light shall be located directly outside of any resident care area that is equipped with a wired nurse call system.

450.3.18 Essential electrical system.

450.3.18.1 A Type 1 essential electrical system shall be provided in all new nursing homes as described in NFPA 99, Health Care Facilities Code. The emergency power for this system shall meet the requirements of a Level 1, Type 10, Class 48 generator as described in NFPA 110, Standard for Emergency and Standby Power Systems.

450.3.18.2 In new facility construction, the normal main service equipment shall be separated from the emergency distribution equipment by locating it in a separate room. Transfer switches shall be considered emergency distribution equipment for this purpose.

450.3.18.3 There shall be a generator remote alarm annunciator in accordance with the requirements of NFPA 110 located at a designated on-site 24-hour staffed location.

450.3.18.4 There shall be illumination of the means of egress in accordance with NFPA 101 and designed for automatic dusk-to-dawn operation. Such illumination shall continue to the public way or to a safe area(s) located at a minimum of 30 feet (9.144 m) from the building and large enough to accommodate the required occupant load of the exit discharge.

450.3.18.5 A minimum of one elevator per bank serv- ing any patient use floor shall be connected to the equipment branch of the essential electric system and arranged for manual or automatic operation during loss of normal power.

450.3.18.6 If a day tank is provided, it shall be equipped with a dedicated low-level fuel alarm and a manual pump. The alarm shall be located at the genera-

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tor remote alarm annunciator as described in Section 450.3.18.3

450.3.18.7 The generator remote manual stop (some- times called the “generator emergency stop”) shall be tamper resistant. It shall be located outside of the hous- ing of the generator, adjacent to the opening of the gen- erator enclosure or to the door to the generator room, and viewable from the generator.

450.3.19 Lightning protection.

450.3.19.1 A lightning protection system shall be pro- vided for all new buildings and additions in accordance with NFPA 780, Installation of Lightning Protection Systems.

450.3.19.2 Where additions are constructed to existing buildings, the existing building’s lightning protection system, if connected to the new lightning protection system, shall be inspected and brought into compliance with current standards.

450.3.19.3 There shall be surge protection for all nor- mal and emergency electrical services.

450.3.19.4 Additional surge protection shall be pro- vided for all low-voltage and power connections to all electronic equipment in critical care areas and life safety systems and equipment such as fire alarm, nurse call and other critical systems. Protection shall be in accordance with appropriate IEEE Standards for the type of equipment protected.

450.3.19.5 All low-voltage system main or branch cir- cuits entering or exiting the structure shall have surge suppressors installed for each pair of conductors and shall have visual indication for protector failure to the maximum extent feasible.

450.4 Physical plant requirements for disaster prepared- ness of new nursing home construction.

450.4.1 Definitions. The following definitions shall apply specifically to this section:

450.4.1.1 NEW FACILITY. A nursing home which has not received a Stage II preliminary plan approval from the Agency for Health Care Administration pursu- ant to this section.

450.4.1.2 NET SQUARE FOOTAGE. The clear floor space of an area excluding cabinetry and other fixed furniture or equipment.

450.4.1.3 DURING AND IMMEDIATELY FOL- LOWING. A period of 72 hours following the loss of normal support utilities to the facility.

450.4.1.4 OCCUPIED RESIDENT AREA(S). The location of residents inside of the new facility or in the addition of a wing or floor to an existing facility during and immediately following a disaster. If these residents are to be relocated into an area of the existing facility during and immediately following a disaster, then for these purposes, that location will be defined as the “occupied resident area.”

450.4.1.5 RESIDENT SUPPORT AREA(S). The area(s) required to ensure the health, safety and well- being of residents during and immediately following a disaster, such as a staff work area, clean and soiled util- ity areas, food preparation area and other areas as deter- mined by the facility to be kept operational during and immediately following a disaster.

450.4.1.6 ON SITE. Either in, immediately adjacent to, or on the campus of the facility, or addition of a wing or floor to an existing facility.

450.4.1.7 RESIDENTS SERVED. The number of res- idents as determined by the facility that will be served in the occupied resident area(s) during and immediately following a disaster.

450.4.2 Disaster preparedness construction standards. The following construction standards are in addition to the physical plant requirements described in Sections 450.2 through 450.3. These minimum standards are intended to increase the ability of the facility to be structurally capable of serving as a shelter for residents, staff and the family of residents and staff and equipped to be self-supporting during and immediately following a disaster:

450.4.2.1 Space standards.

450.4.2.1.1 For planning purposes, each new facility shall provide a minimum of 30 net square feet (2.79 m2) per resident served in the occupied resident area(s). The number of residents to be served is to be determined by the facility administration.

450.4.2.1.2 As determined by the facility, space for administrative and support activities shall be pro- vided for use by facility staff to allow for care of res- idents in the occupied resident area(s).

450.4.2.1.3 As determined by the facility, space shall be provided for all staff and family members of residents and staff.

450.4.2.2 Site standards.

450.4.2.2.1 Except as permitted by Section 1612 of this code, the lowest floor of all new facilities shall be elevated to the base flood elevation as defined in Section 1612 of this code, plus 2 feet (607 mm), or to the height of hurricane Category 3 (Saffir-Simp- son scale) surge inundation elevation, as described by the Sea, Lake, and Overland Surge (SLOSH) from Hurricanes model developed by the Federal Emergency Management Agency (FEMA), United States Army Corps of Engineers (USACE), and the National Weather Service (NWS), whichever is higher.

450.4.2.2.2 For all existing facilities, the lowest floor elevations of all additions, and all resident sup- port areas including food service, and all resident support utilities, including mechanical, and electri- cal (except fuel storage as noted in Section 450.4.2.9.3 of this code) for the additions shall be at or above the elevation of the existing building, if the existing building was designed and constructed to comply with either the site standards of Section

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450.4 of this code or local flood-resistant require- ments in effect at the time of construction, whichever requires the higher elevation, unless otherwise per- mitted by Section 1612 of this code. If the existing building was constructed prior to the adoption of either the site standards of Section 450.4 of this code or local flood-resistant requirements, then the addi- tion and all resident support areas and utilities for the addition as described in this section shall either be designed and constructed to meet the requirements of Section 450.4.2.2.1 of this code or be designed and constructed to meet the dry flood proofing require- ments of Section 1612 of this code.

450.4.2.2.3 Substantial improvement, as defined by Section 1612 of this code, to all existing facilities located within flood areas as defined in Section 1612 of this code or within a Category 3 surge inundation zone as described in Section 450.4.2.2.1 of this code, shall be designed and constructed in compliance with Section 1612 of this code.

450.4.2.2.4 Where an off-site public access route is available to the new facility at or above the base flood elevation, a minimum of one on-site emer- gency access route shall be provided that is located at the same elevation as the public access route.

450.4.2.2.5 New landscaping elements shall be located so if damaged they will not block the on-site emergency access route to the facility. Outdoor signs and their foundations shall be designed to meet the wind load criteria of this code.

450.4.2.2.6 New light standards and their founda- tions used for lighting the on-site emergency access route shall be designed to meet the wind load criteria of ASCE 7 with wind speeds determined from Figure 26.5-1B with appropriate exposure category depen- dent on site location.

450.4.2.3 Structural standards. Wind load design of the building structure and exterior envelope including exterior wall systems shall be designed in accordance with this code.

450.4.2.4 Roofing standards.

450.4.2.4.1 Loose-laid ballasted roofs shall not be permitted.

450.4.2.4.2 All new roof appendages such as ducts, tanks, ventilators, receivers, dx condensing units and decorative mansard roofs and their attachment sys- tems shall be structurally engineered to meet the wind load requirements of the applicable building code.

450.4.2.5 Debris impact protection standards.

450.4.2.5.1 All exterior window units, skylights, exterior louvers and exterior door units including vision panels and their anchoring systems shall be impact resistant or protected with an impact-resistant covering meeting the requirements of the Testing Application Standards (TAS) 201, 202, and 203 of this code in accordance with the requirements of

Sections 1626.2 through 1626.4 of this code or the debris impact requirements of ASTM E1996 as described in Section 1609.1.2.2. For the purposes of this requirement, facilities located where the ultimate design wind speeds are 130 MPH or less, as described in Figure 1609.3(2) of this code, shall meet the requirements for Wind Zone 1. The impact- resistant coverings may be either permanently attached or may be removable if stored on site of the facility. Facilities located in the high velocity hurri- cane zone (HVHZ) shall comply with Sections 1626.2. through 1626.4.

450.4.2.5.2 The location or application of exterior impact protective systems shall not prevent required exit egress from the building.

450.4.2.5.3 When not being utilized to protect the windows, the permanently attached impact-resistant coverings shall not reduce the percentage of the clear window opening below what is required by this code for the patient room.

450.4.2.5.4 Critical systems and utilities identified in this section shall be protected from debris impact by a housing or enclosure complying with the impact protection standards in Sections 1626.2 through 16.26.4 when located at or below 30 feet above the finished grade of the building. Roof mounted equip- ment shall have fastening systems designed to meet the wind load requirements of the Florida Building Code.

450.4.2.6 Heating, ventilation and air-conditioning (HVAC) standards.

450.4.2.6.1 All new air-moving equipment, dx con- densing units, through-wall units and other HVAC equipment located outside of, partially outside of, or on the roof of the facility at or below 30 feet above the finished grade of the building and providing ser- vice to the new facility shall be permitted only when either of the following are met:

450.4.2.6.1.1 They are located inside a penthouse designed to meet the wind load requirements of the Florida Building Code, Building; or

They are protected in accordance with Section 450.4.2.5.4.

450.4.2.6.2 As determined by the facility, occupied resident areas and resident support areas shall be supplied with temperature and humidity control during and immediately following a disaster.

450.4.2.6.3 Ventilation air change rates in occupied patient areas shall be maintained as specified in this section during and immediately following a disaster by connection to the essential electrical system. The fan systems necessary to provide this service shall receive their power from the emergency power sup- ply system and shall be protected from horizontal impact in accordance with Section 450.4.2.6.1.

450.4.2.7 Plumbing standards.

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450.4.2.7.1 There shall be an independent on-site supply (i.e., water well) or on-site storage capability (i.e., empty water storage containers or bladders) of potable water at a minimum quantity of 3 gallons (11 L) per resident served per day during and imme- diately following a disaster. For planning purposes the number of in-patients shall be determined in writing by the facility. Hot water in boilers or tanks shall not be counted to meet this requirement.

450.4.2.7.2 There shall be an independent on-site supply or storage capability of potable water at a minimum quantity of 1 gallon (4 L) per facility staff, and other personnel in the facility per day during and immediately following a disaster. For planning purposes, the number of these personnel shall be estimated by the facility. Hot water in boilers or tanks shall not be counted to meet this requirement.

450.4.2.7.3 The facility shall determine what amount of water will be sufficient to provide for res- ident services, and shall maintain an on-site supply or on-site storage of the determined amount.

450.4.2.7.4 When used to meet the minimum requirements of this rule, selected system appurte- nances such as water pressure maintenance house pumps and emergency water supply well pumps shall take power from the emergency power supply system(s).

450.4.2.8 Medical gas systems standards. The stor- age, distribution piping system and appurtenances shall be contained within a protected area(s) designed and constructed to meet the structural requirements of this code and debris impact requirements as specified by Sections 1626.2 through 1626.4.

450.4.2.9 Emergency electrical generator and essential electrical system standards for hurricane protection.

450.4.2.9.1 In addition to the requirements of NFPA 99 Health Care Facilities Code and NFPA 70 National Electrical Code, the on-site Level 1 emer- gency electrical power supply system shall provide electrical power to the occupied patient area(s) and patient support area(s) for the following additional equipment:

450.4.2.9.1.1 Ice-making equipment to produce ice or freezer storage equipment for the storage of ice.

450.4.2.9.1.2 If required by the emergency food plan, refrigerator unit(s) food service equipment, range hood exhaust fans and selected lighting within the kitchen and dry storage areas.

450.4.2.9.1.3 At a minimum, there shall be one clothes washer and one clothes dryer for laundry service.

450.4.2.9.1.4 Selected heating or air conditioning systems as determined by the facility, and venti- lation systems as required by this code.

450.4.2.9.1.5 Electric lighting required to provide care and service to the patient occupied areas and the necessary patient support areas as defined by this section.

450.4.2.9.2 The emergency power supply shall be fueled by a fuel supply stored on-site sized to fuel the generator for 100-percent load for 64 hours or for 72 hours of actual demand load of the occupied patient area(s) and patient support area(s) and patient support utilities during and immediately fol- lowing a disaster, whichever is greater.

450.4.2.9.3 The fuel supply and all fuel lines of the emergency power supply shall either be located below ground or protected in accordance with Sec- tion 450.4.2.5.4.

450.4.2.9.4 All panel boards, transfer switches, dis- connect switches, enclosed circuit breakers or emer- gency system raceway systems required to support the occupied patient area(s), patient support area(s) or support utilities shall be protected in accordance with Section 450.4.2.5.4 and shall not rely on sys- tems or devices outside of this protected area(s) for their reliability or continuation of service. The equipment system shall be kept entirely independent of all other wiring and equipment and shall not enter the same raceways, boxes, or cabinets with other wiring.

450.4.2.9.5 The emergency generator(s) shall be air or self-contained liquid cooled and it and other essential electrical equipment shall be protected in accordance with Section 450.4.2.5.4.

450.4.2.9.6 A new facility shall be equipped with either a permanent on-site optional stand-by genera- tor to operate at least the nonessential loads of the electrical system or the entire normal branch of the electrical system, or there shall be a permanently installed predesigned electrical service entry for the electrical system that will allow a quick connection to a temporary electrical generator to operate at least the nonessential loads of the electrical system or the entire normal branch of the electrical system. This quick connection shall be installed inside of a per- manent metal enclosure rated for this purpose and may be located on the exterior of the building.

450.4.2.9.7 Existing facilities that are not required to have an emergency power supply system shall be permitted to renovate existing utility systems with- out having to add an emergency power supply sys- tem.

450.4.2.10 External emergency communications standards. Reference Chapter 59A-4, Florida Admin- istrative Code for requirements.

SECTION 451 AMBULATORY SURGICAL CENTERS

451.1 Scope.

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451.1.1 All newly licensed or newly constructed ambula- tory surgical centers, including conversions of existing buildings, all ambulatory surgical center outpatient facili- ties and ambulatory surgical center mobile and transport- able units, unless exempted by Chapter 395.0163, Florida Statutes and all additions, alterations or renovations to an existing licensed ambulatory surgical center shall comply with all applicable requirements of this code and the mini- mum standards of design, construction and specified mini- mum essential utilities and facilities of this section and shall have plans reviewed and construction surveyed by the state agency authorized to do so by Chapter 553.80(1)(c), Florida Statutes to assure compliance with all applicable requirements of this code.

451.1.2 The following are exempt from review under this part:

451.1.2.1 Change of ownership of an existing licensed ambulatory surgical center.

451.1.2.2 Change to an existing ambulatory surgical center’s license type that has no additional physical plant requirements.

451.1.2.3 Change of the functional use of a space, room, or area when no physical plant revisions are made or are required to be made by this code.

451.1.3 The Florida Building Code, Existing Building, Section 101.2, Scope exempts state licensed facilities such as ambulatory surgical centers from compliance with that code. Any repair, alteration, change of occupancy, addi- tion or relocation of an existing state licensed ambulatory surgical center shall comply with the applicable require- ments of this code and this section.

451.1.4 For project submission and fee requirements, and other administrative, licensure, and programmatic provi- sions for ambulatory surgical centers, see Agency for Health Care Administration (AHCA) Chapter 59A-5 Flor- ida Administrative Code (F.A.C.) and Chapter 395, Flor- ida Statutes.

451.1.5 For state licensure purposes, these codes and stan- dards shall be applicable to the project on the effective date of this code at the time of Stage II preliminary plan approval by the Agency for Health Care Administration (the Agency) as described in Chapter 59A-5 Florida Administrative Code or at the first Stage III construction document review if there has been no previous Stage II preliminary plan approval for that project.

451.2 Additional codes and standards for the design and con- struction of ambulatory surgical centers and, unless exempted by Chapter 395.0163, Florida Statutes, all ambulatory surgi- cal center outpatient facilities and ambulatory surgical center owned or leased mobile and transportable units. In addition to the minimum standards required by Section 451 of this code, Chapter 59A-5, Florida Administrative Code or by Chapter 395, Florida Statutes, all new ambulatory surgical centers and all additions, alterations or renovations to existing ambu- latory surgical centers shall also be in compliance with the following codes and standards on the effective date of this code as described in Section 451.1.5 of this code:

451.2.1 The Florida Fire Prevention Code as described in Chapter 633.208 Florida Statutes, Minimum fire safety standards.

451.2.2 The Guidelines for Design and Construction of Hospitals and Outpatient Facilities (The Guidelines), including chapter 3.7 Specific Requirements For Outpa- tient Surgical Facilities as reference in Chapter 35 of this code.

451.3 Additional physical plant requirements for ambula- tory surgical centers.

451.3.1 In addition to the codes and standards referenced in Section 451.2 of this code, the minimum standards of construction and specified minimum essential facilities described in Section 451.3 of this code shall apply to all ambulatory surgical centers as described in Section 451.1 of this code. and to all new additions, alterations or reno- vations to existing ambulatory surgical center on the effec- tive date of the code.

451.3.2 Reserved.

451.3.3 Recovery area. Reference The Guidelines for other requirements.

451.3.3.1 Only the post-anesthesia recovery positions, as described in The Guidelines, will be listed as recov- ery positions for purposes of licensure.

451.3.4 Architectural details, surfaces, and furnishings. Reference The Guidelines for other requirements.

451.3.4.1 No doors shall swing into the corridor except those to small closets or small mechanical or electrical rooms that cannot be usefully occupied with the doors in the closed position.

451.3.4.2 All exit access corridor doors must be equipped with automatic positive latching hardware.

451.3.4.3 The use of sliding pocket doors to patient use toilets shall not be permitted.

451.3.4.4 All fire walls, fire barriers, smoke barriers, horizontal exits and exit passageway partitions shall be constructed prior to the construction of all intervening walls. Where rated walls, barriers or partitions inter- sect, the continuity of the higher priority wall, barrier, or partition shall be maintained through the intersec- tion.

451.3.4.5 Smoke barriers shall be constructed so as to provide a continuous smoke-tight membrane from exte- rior wall to exterior wall and from the floor to the underside of the floor or roof deck above. This includes interstitial space and the area above monolithic fire- rated ceiling membranes. Roof trusses shall be permit- ted to penetrate portions of the smoke barrier located above the fire-rated ceiling membrane where the annu- lar space between the penetrating truss member and the smoke barrier is sealed to limit the transfer of smoke.

451.3.4.6 Where it is not possible to inspect a fire-rated partition, fire wall or a smoke barrier that extends through the attic or interstitial space to the roof or floor deck above because of the location of a monolithic ceil- ing membrane, ceiling access panel(s) shall be installed

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adjacent to each side of the partition, wall or barrier at intervals not exceeding 30 feet (9.00 m) and in such locations as necessary to view all surfaces of the parti- tion, wall or barrier. Other ceiling access panels shall only be installed as required by other sections of the code. Partitions, walls and barriers requiring protected openings or penetrations shall be identified in accor- dance with Section 703 of this code.

451.3.5 Elevators where required. Reference The Guide- lines for other requirements.

451.3.5.1 All new ambulatory surgical centers located in multistory buildings where patient treatment areas are located on other than the exit floor shall have at least one 2,500 pound (933 kg) capacity elevator that shall be in compliance with the requirements of Section 451.3.13.5 of this code and the requirements of Chapter 30 of the code.

451.3.5.2 This required elevator shall be sized to accommodate an ambulance stretcher 76 inches (1931 mm) long and 24 inches (610 mm) wide in the horizon- tal position. This elevator shall be identified with a sign indicating it as the ambulance stretcher elevator.

451.3.6 Air-conditioning, heating and ventilating sys- tems. Reference The Guidelines for other requirements.

451.3.6.1 Air-handling equipment shall be located either on the roof of the building it serves or in mechan- ical equipment rooms unless it serves only one room and is located in that room. In buildings with multiple uses, tenants or occupancies, the licensed health care areas required by this code to maintain filter efficien- cies and relative air pressure relationships shall be served by separate ducted mechanical air supply, return and exhaust systems. This equipment may be located in other areas of the building or in the same room as the building air-handling equipment if access during nor- mal business hours is available.

451.3.6.2 Variable volume systems shall not be permit- ted in surgical procedures rooms and recovery rooms.

451.3.6.3 Friable duct linings exposed to air movement shall not be used in ducts, terminal boxes or other sys- tems supplying operating rooms and recovery rooms, unless terminal filters of at least 90-percent efficiency are installed downstream of linings. Flexible duct work shall have a continuous metal inner liner encased by insulating material with an outer vapor jacket conform- ing to UL 181 unless the flexible duct meets the follow- ing criteria:

451.3.6.3.1 The duct conforms to UL Class 1 Air Duct, Standard 181 with minimum rated air velocity of 4,000 feet per minute, and is pressure rated for a minimum of 4-inches water gage positive pressure and 1-inch water gage negative pressure.

451.3.6.3.2 The inner core of the duct is constructed of Chlorinated Polyethylene (CPE) material encir- cling a steel helix bonded to the CPE.

451.3.6.3.3 The duct has a fire-retardant metalized vapor barrier that is reinforced with crosshatched

fiberglass scrim having a permanence of not greater than 0.05 perms when tested in accordance with ASTM E96 Procedure A.

451.3.6.3.4 The duct has passed an impact test simi- lar to the UL181 standard, conducted by a nationally recognized testing laboratory (NRTL) except it shall use a 25-pound weight dropped from a height of 10 feet. As a result of the test, the inner and outer sur- faces of the sample shall not have ruptured, broken, torn, ripped, collapsed or separated in order for the duct to pass the test. In addition, the helix shall rebound to a cross-sectional elliptical area not less than 80 percent of the original test sample diameter. The use of flexible duct shall be limited to flexible air connector applications.

451.3.6.4 Filter housing frame blank-off panels shall be permanently attached to the frame, constructed of rigid materials and have sealing surfaces equal to or greater than the filter media installed in the filter frame. All joints between the blank-off panels, filter housing frames and filter support structure shall be caulked air tight.

451.3.6.5 Air ducts and exhaust systems shall not be constructed of fiberglass duct board.

451.3.6.6 Roof top mounted mechanical equipment including air handler units, condensers, vents, exhaust fans, and other such equipment are not required to meet the impact requirements of the code.

451.3.6.7 All new ambulatory surgical centers shall have completely ducted air-supply, return, outside air, and exhaust systems.

451.3.7 Fan and damper control during fire alarm.

451.3.7.1 During an automatic fire alarm activation, fan systems and fan equipment serving more than one room shall be stopped to prevent the movement of smoke by mechanical means from the zone in alarm to adjacent smoke zones or to adjacent areas within the smoke zone if there is only one zone in the facility.

451.3.7.2 Fan control shall be designed so as to mini- mize the interruption of heating, ventilating and air conditioning in compartments remote from the com- partment in alarm.

451.3.7.3 Fan control shall not interfere with the con- tinuous operation of exhaust systems conveying eth- ylene oxide or other hazardous chemicals and fumes or systems required to operate continuously for the health and safety of occupants. Air-handling systems shall be designed to allow for continuous operation of all such systems and to minimize movement of smoke by mechanical means from the zone in alarm.

451.3.8 Plumbing fixtures. Reference The Guidelines for other requirements.

451.3.8.1 Plumbing shall comply with the Florida Building Code, Plumbing.

451.3.9 Fire pump.

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451.3.9.1 Where required by another section of this code, a new fire pump, except for a replacement fire pump, that is electric motor-driven shall be connected to the emergency power supply system (EPSS) of the ambulatory surgical center. A fire pump(s) that is not electric motor-driven shall meet the requirements of NFPA 20, Standard for the Installation of Stationary Pumps for Fire Protection alternative power.

451.3.10 Electrical requirements. Reference The Guide- lines for other requirements.

451.3.10.1 All material, including equipment, conduc- tors, controls, and signaling devices, shall be installed to provide a complete electrical system with the neces- sary characteristics and capacity to supply the electrical facilities shown in the specifications or indicated on the plans.

451.3.10.2 All materials and equipment shall be factory listed as complying with applicable standards of Under- writer's Laboratories, Inc., or other similarly estab- lished standards of a nationally recognized testing laboratory (NRTL) that has been certified by the Occu- pational Safety and Health Administration (OSHA) for that referenced standard.

451.3.10.3 Field labeling of equipment and materials shall be permitted only when provided by a nationally recognized testing laboratory that has been certified by the Occupational Safety and Health Administration (OSHA) for that referenced standard.

451.3.10.4 There shall be documentation for equipoten- tial grounding in all patient care areas, building service ground electrode systems, and special systems such as fire alarm, nurse call, paging, generator, emergency power and breaker coordination.

451.3.10.5 All spaces occupied by people, machinery and equipment within buildings, and the approaches thereto, and parking lots, shall have electric lighting.

451.3.10.6 Patients’ recovery rooms shall have general lighting. Fixed lights not switched at the door shall have switch controls convenient for use at the luminar- ies. All switches for control of lighting in recovery areas shall be of the quiet operating type.

451.3.10.7 Operating rooms shall have general lighting for the room in addition to localized specialized light- ing provided by a special lighting unit required at the surgical table. The type of special lighting unit shall be as specified by the functional program of the facility. Each special lighting unit for localized lighting at the surgical table shall be permanently installed and perma- nently connected to an independent circuit that shall be powered from the critical branch. In addition, a mini- mum of one general purpose lighting fixture shall be powered from a normal circuit in all operating rooms.

451.3.10.8 The number and circuitry of all duplex receptacles in operating rooms, cardiac catheterization laboratories, and post-operative recovery rooms, shall be provided as follows:

451.3.10.8.1 A minimum of four duplex receptacles shall be connected to the critical branch of the essen- tial electrical system.

451.3.10.8.2 A minimum of two duplex receptacles shall be connected to a normal power circuit or to a critical branch circuit from a different transfer switch.

451.3.10.8.3 There shall be no more than two duplex receptacles per circuit for all receptacles for the areas as listed.

451.3.10.9 All receptacles shall have engraved cover plates to indicate the panel board and circuit numbers powering the device.

451.3.10.10 Branch circuit over-current devices shall be readily accessible to nursing staff and other autho- rized personnel.

451.3.10.11 Nonmetallic sheathed cable or similar sys- tems are not permitted for power and lighting wiring in any facility.

451.3.10.12 Panel boards located in spaces subject to storage shall have the clear working space in accor- dance with Chapter 27 of the Florida Building Code, Building. “ELECTRICAL ACCESS—NOT FOR STORAGE” shall be permanently marked on the floor and wall about the panel. Panel boards shall not be located in an exit access corridor or in an unenclosed space or area that is open to an exit access corridor. Panel boards may be located inside of a room or closet that opens into an exit access corridor only when the room or closet is separated from the exit access corridor by a partition and door that comply with this code.

451.3.10.13 The electrical system shall have coordi- nated short circuit protection.

451.3.10.14 Provide color coding for the junction boxes for the branches of the essential electrical sys- tem.

451.3.10.15 Duplex receptacles for general use shall be installed approximately 50 feet (15 240 mm) apart in all general purpose corridors and within 25 feet (7620 mm) of ends of corridors.

451.3.11 Nurses’ calling system.

451.3.11.1 Wired- or wireless-type nurse call systems shall be permitted if they have been tested and approved by a nationally recognized testing laboratory (NRTL) to meet the requirements of UL 1069, 7th edi- tion, published October 12, 2007, as referenced in Chapter 35 of this code. All wireless systems shall be tested and approved by a nationally recognized testing laboratory (NRTL) to meet the requirements of Section 49, “Wireless Systems” of UL 1069, 7th edition as refer- enced in Chapter 35 of this code. All nurse call systems whether wired or wireless shall have electronically supervised visual and audible annunciation in accor- dance with the supervision criteria of UL 1069, 7th edi- tion, for wireless nurse call systems and tested and

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approved by a nationally recognized testing laboratory (NRTL) to meet those requirements.

451.3.11.2 In facilities which contain more than eight recovery beds, or where recovery beds are not in view from the nurses’ station, a nurses’ calling system shall be provided. Each recovery bed shall be provided with a call button. Two call buttons serving adjacent beds may be served by one calling station. Call shall activate a visual and audible signal at the nurses’ station and in the clean workroom and soiled workroom. Call shall also activate a corridor dome light located at each patient recovery position.

451.3.11.3 A nurses’ call emergency system shall be provided at each patient toilet and dressing room. Acti- vation shall be by a pull cord conveniently located for patient use. This system will activate distinct audible and visual signals in the recovery room nurses’ station and in the surgical suite nurses’ station. The emergency call system shall be designed so that signal light activa- tion will remain lighted until turned off at patient’s call- ing station.

451.3.11.4 A corridor dome light shall be located directly outside of any patient use area that is equipped with a nurse call system.

451.3.12 Fire alarm systems.

451.3.12.1 A fire alarm annunciator panel shall be pro- vided for each facility or building within the Ambula- tory Surgical Center (ASC) at a location that is constantly attended during the facility’s hours of opera- tion and shall annunciate any fire alarm in the building from any manual or automatic fire alarm device. The panel shall indicate the zone of actuation of the alarm, and there shall be a trouble signal indicator.

451.3.12.2 A shared building fire alarm system shall be permitted.

451.3.12.3 Each smoke compartment shall be annunci- ated as a separate fire alarm zone. A fire alarm system zone shall not include rooms or spaces in other smoke compartments and shall be limited to a maximum area of 22,500 square feet (2090 m2).

451.3.13 Emergency electrical service. Reference The Guidelines for other requirements.

451.3.13.1 A Type 1 essential electrical system shall be provided in ambulatory surgical centers as described in NFPA 99, Health Care Facilities Code. The emergency power for this system shall meet the requirements of a Level 1, Type 10, Class 8 generator as described in NFPA 110, Standard for Emergency and Standby Power Systems.

451.3.13.2 In new facility construction, the normal main service equipment shall be separated from the emergency distribution equipment by locating it in a separate room. Transfer switches shall be considered emergency distribution equipment for this purpose.

451.3.13.3 There shall be a generator remote alarm annunciator in accordance with the requirements of

NFPA 110 located at a designated on-site staffed loca- tion during the hours of operation of the ambulatory surgical center.

451.3.13.4 Reserved.

451.3.13.5 There shall be illumination of the means of egress in accordance with NFPA 101 and designed for automatic dusk-to-dawn operation. Such illumination shall continue to the public way or to a safe area(s) located a minimum of 30 feet (9.144 m) from the build- ing and large enough to accommodate the required occupant load of the exit discharge.

451.3.13.6 A minimum of one elevator serving any patient treatment floor shall be in compliance with Sec- tion 451.3.5 and shall be connected to the equipment branch of the essential electric system and arranged for manual or automatic operation during loss of normal power.

451.3.13.7 If a day tank is provided, it shall be equipped with a dedicated low-level fuel alarm and a manual pump. The alarm shall be located at the genera- tor remote alarm annunciator.

451.3.13.8 Reserved.

451.3.13.9 Electric lighting required to provide care and service to the patient treatment areas shall be con- nected to the essential electrical system.

451.3.13.10 The generator remote manual stop (some- times called the “generator emergency stop”) shall be switchable and tamper resistant. It shall be located out- side of and away from the housing of the generator, and if the generator is located inside an enclosure or room, it shall be located adjacent to the opening of the genera- tor enclosure or to the door of the generator room and shall be viewable from the generator location.

451.3.14 Fire protection. An ambulatory surgical center (ASC) located in a building containing a fire protection sprinkler system, shall be provided with a dedicated sup- ply main serving only the space occupied by the ASC when the ASC is located on the same floor of the building with other building tenants. The supply main shall origi- nate at the fire main piping riser serving the floor the ASC space is occupying. The ASC supply main shall be equipped with an indicating control valve containing a tamper switch installed at the tap to the building fire riser in a readily accessible location. The valve shall have a per- manent tag identifying the supply main as that of the ASC.

451.3.15 Medical gas. If there is a piped medical gas installation in the ASC, it shall comply with the require- ments of NFPA 99 Health Care Facilities Code.

SECTION 452 BIRTHING CENTERS

452.1 Scope. All birthing centers shall comply with the fol- lowing design and construction standards as described herein.

Note: Other administrative and programmatic provisions may apply. See Agency of Health Care Administration

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[AHCA] Rule 59A-11, Florida Administrative Code and Chapter 383, Florida Statutes.

452.2 Physical environment, water supply and fire safety.

452.2.1 At least one birthing room shall be maintained which is adequate and appropriate to provide for the equipment, staff, supplies and emergency procedures required for the physical and emotional care of a maternal client, her support person and the newborn during labor, birth, and the recovery period.

452.2.2 The birth center shall be designed to provide ade- quate space for the following:

452.2.2.1 Birth rooms shall be located to provide unim- peded, rapid access to an exit of the building which will accommodate emergency transportation vehicles.

452.2.2.2 Adequate fixed or portable work surface areas shall be maintained for use in the birth room.

452.2.2.3 A separate space for a clean area and a con- taminated area; if it is not feasible to provide such sepa- rate areas, special procedures shall be established for the disposal of infectious waste. Sanitary waste con- tainers, soiled linen containers, storage cabinets and an autoclave, pressure cooker or other effective steriliza- tion equipment shall be available.

452.2.2.4 Prenatal and postpartum examinations which will provide privacy for the patient, hand-washing facilities and the appropriate equipment for staff.

452.2.2.5 Medical record storage, client interviews, instruction and waiting rooms.

452.2.3 Toilet and bathing facilities.

452.2.3.1 A toilet and lavatory shall be maintained in the vicinity of the birth room.

452.2.3.2 Hand-washing facilities shall be in or imme- diately adjacent to the birth room.

452.2.3.3 A bathtub or shower shall be available for cli- ent use.

452.2.3.4 All floor surfaces, wall surfaces, water clos- ets, lavatories, tubs, showers, shall be kept clean, and all appurtenances of the structures shall be of sound construction, properly maintained, in good repair and free from safety hazards.

452.2.4 There shall be provisions and facilities for secure storage of personal belongings and valuables of clients.

452.2.5 There shall be provisions for visual privacy for each maternal client and her support person.

452.2.6 Hallways and doors providing access and entry into the birth center and birth room shall be of adequate width and conformation to accommodate maneuvering of ambulance stretchers and wheelchairs.

452.2.7 All areas of the facility shall be well lighted and shall have light fixtures capable of providing at least 20 footcandles (200 lux) of illumination at 30 inches (762 mm) from the floor to permit observation, cleaning and maintenance. Light fixtures shall be properly maintained and kept clean.

452.2.8 All housing facilities shall have adequate ventila- tion and be kept free of offensive odors.

452.2.8.1 If natural ventilation is utilized, the opened window area for ventilation purposes shall be equal to one-tenth of the floor space in the residential area.

452.2.8.2 When mechanical ventilation or cooling sys- tems are employed, the system shall be properly main- tained and kept clean. Intake air ducts shall be designed and installed so that dust or filters can be readily removed. In residence areas and segregation rooms with solid doors, mechanical ventilation systems shall provide a minimum of 10 cubic feet (0.3 m3) of fresh or filtered recirculated air per minute for each client occu- pying the area.

452.2.8.3 All toilet rooms shall be provided with direct openings to the outside or provided with mechanical ventilation to the outside.

452.2.9 Adequate heating and cooling facilities shall be provided to maintain a minimum temperature of 68°F (20°C) and maximum temperature of 78°F (26°C) at a point 20 inches (508 mm) above the floor.

452.2.10 All heating devices shall comply with fire pre- vention provisions found in Rule 69A-3, Fire Prevention, General Provision, Florida Administrative Code.

452.2.11 Laundry.

452.2.11.1 Where laundry facilities are provided, laun- dry facilities shall be of sound construction and shall be in good repair and clean. Adequate space shall be pro- vided and areas shall be designated for the separation of clean and soiled clothing, linen and towels.

452.2.11.2 Laundry rooms shall be well lighted and properly ventilated. Clothes dryers shall be vented to the exterior.

452.2.12 Insect and rodent control. Facilities shall be kept free of all insects and rodents. All outside openings shall be effectively sealed or screened with 16 mesh screening or equivalent to prevent entry of insects or rodents.

452.2.13 Outdoor areas. Outdoor areas shall be well drained. Indoor and outdoor recreational areas shall be provided with safeguards designed for the needs of the res- idents.

452.2.14 Water supply.

452.2.14.1 Drinking water shall be accessible to all cli- ents. When drinking fountains are available, the jet of the fountain shall issue from a nozzle of nonoxidizing impervious material set at an angle from the vertical. The nozzle and every other opening in the water pipe or conductor leading to the nozzle shall be above the edge of the bowl so that such nozzle or opening will not be flooded in case a drain from the bowl of the fountain becomes clogged. The end of the nozzle shall be pro- tected by nonoxidizing guards to prevent persons using the fountain from coming into contact with the nozzle. Vertical or bubbler drinking fountains shall be replaced with approved-type water fountains or be disconnected.

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When no approved drinking fountains are available, cli- ents shall be provided with single service cups which shall be stored and dispensed in a manner to prevent contamination. Common drinking cups are prohibited.

452.2.14.2 Hot and cold running water under pressure and at safe temperature, not to exceed 110°F (43°C) to prevent scalding, shall be provided to all restrooms, lavatories and bathing areas.

452.2.15 Sewage disposal.

452.2.15.1 All sanitary facilities shall comply with the requirements of the Florida Building Code, Plumbing.

452.2.15.2 For facilities with nine or more birth rooms, mop sinks or curbed areas with floor drains shall be available in convenient locations throughout the facility to facilitate cleaning and for the proper disposal of cleaning water.

452.2.16 Fire control. Each birth center shall provide fire protection through the elimination of fire hazards, the installation of necessary safeguards such as extinguishers and smoke alarms to insure rapid and effective fire con- trol.

452.2.16.1 To safeguard all clients, the birth center shall have:

452.2.16.1.1 “No Smoking” signs prominently dis- played in those areas where smoking is not permit- ted.

452.2.16.1.2 Fire regulations and evacuation route prominently posted.

452.2.16.2 The written fire control plan approved by the appropriate local fire authority shall contain provi- sions for prompt reporting of all fires, extinguishing fires, protection of personnel and guests, evacuation, and cooperation with fire-fighting authorities.

452.2.16.3 New centers’ carpeting must comply with the maximum flame spread rating of 75 in accordance with ASTM E84 test as required under Chapter 69A- 3.012 Standards of the National Fire Protection Associ- ation Adopted, Florida Administrative Code. Those existing centers not having affirmative evidence of complying with such flame spread rating shall establish fire control measures including the prohibition of smoking in carpeted areas. Such procedures shall be approved by the authority having jurisdiction.

SECTION 453 STATE REQUIREMENTS FOR EDUCATIONAL FACILITIES

453.1 Scope: Public educational facilities. Public educa- tional facilities shall comply with the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal. These are minimum standards; boards may impose more restrictive requirements. Additional require- ments for public educational facilities in Florida, including public schools and public Florida colleges, are found in these standards.

Note: Other administrative and programmatic provisions may apply. See Department of Education Rule 6A-2.0010 and Chapter 1013, Florida Statutes.

453.2 Public schools and Florida colleges general require- ments.

453.2.1 Owner. Each school board and Florida college board of trustees is deemed to be the owner of facilities within its respective jurisdiction. Boards shall provide for enforcement of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Mar- shal, including standards for health, sanitation, and others as required by law.

453.2.2 Exemption from local requirements. All public educational and ancillary plants constructed by a school board or a Florida college board are exempt from all other state, county, district, municipal, or local building codes, interpretations, building permits, and assessments of fees for building permits, ordinances, road closures, and impact fees or service availability fees as provided in Section 1013.371(1)(a), Florida Statutes.

453.3 Code enforcement.

453.3.1 School boards and Florida college boards. Sec- tion 553.80(6), Florida Statutes, provides options for plan review services and inspections by school boards and Flor- ida college boards.

453.3.2 Owner review and inspection. A school board or Florida college board which undertakes the construction, remodeling, renovation, lease, or lease-purchase of any educational plant or ancillary facility, or day labor project, regardless of cost or fund source, shall review construction documents as required by law in Section 1013.38, Florida Statutes, and Section 553.80(6), Florida Statutes, and shall ensure compliance with requirements of law, rule, and the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal. Section 553.80(6), Florida Statutes, states that district school boards and Florida college boards shall provide for plan review and inspections for their projects. They shall use personnel certified under Part XII of Chapter 468, Florida Statutes to perform the plan reviews and inspections or use one of the options provided in Section 1013.38, Florida Statutes. Under this arrangement, school boards and Flor- ida college boards are not subject to local government per- mitting, plan review, and inspection fees.

453.3.3 Local government review and inspection. As an option to the owner providing plan review and inspection services, school boards and Florida college boards may use local government code enforcement officers who will not charge fees more than the actual labor and administra- tive costs for the plan review and inspections. Local gov- ernment code enforcement offices shall expedite permitting. Any action by local government not in compli- ance with Section 553.80(6), Florida Statutes, may be appealed to the Florida Building Commission, which may suspend the authority of that local government to enforce the Florida Building Code and the Florida Fire Preven- tion Code as adopted by the State Fire Marshal on the facilities of school boards and Florida college boards.

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453.3.4 Other regulatory agencies. Boards shall coordi- nate the planning of projects with state and regional regu- latory and permitting agencies, as applicable. Other state or local agencies may inspect new construction or existing facilities when required by law; however, such inspections shall be in conformance with the code as modified by this section.

453.3.5 Day labor projects. Any one construction project estimated to cost $300,000 or less where bonafide board employees or contracted labor provide the work. Day labor projects are subject to the same Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal as new construction.

453.3.6 Routine maintenance. Maintenance projects are subject to the same Florida Building Code and Florida Fire Prevention Code as adopted by the State Fire Marshal as new construction. Chapter 489, Florida Statutes, exempts boards from the use of a licensed general contrac- tor for projects up to $200,000 where bonafide board employees provide the work. Maintenance projects which include construction, renovation and/or remodeling, shall be reviewed for compliance with the code.

453.3.7 Certificate of occupancy. New buildings, addi- tions, renovations, and remodeling shall not be occupied until the building has received a certificate of occupancy for compliance with codes that were in effect on the date of permit application.

453.3.8 Reuse and prototype plans shall be code updated with each new project.

453.4 Reference documents. School Boards and Florida College Boards of Trustees. In addition to complying with the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal, and other adopted stan- dards and this section, public educational facilities and sites shall comply with applicable federal and state laws and rules.

453.4.1 Rule 6A-2.00.10 [State Requirements for Edu- cational Facilities (SREF)]. A Florida Department of Education document which includes required design stan- dards, standards for rehabilitation of historical resources, capital outlay project process requirements, and various agencies having jurisdiction during project planning and construction.

453.4.2 Flood-resistant construction. Educational facili- ties in flood hazard areas shall comply with ASCE 24.

453.4.3 Florida statutes and state rules. Including, but not limited to, Chapters 255, 468, 471, 481, 489, 553, 633, 1013, and Section 287.055, Florida Statutes, and various state rules as applicable to specific projects.

453.4.4 Accessibility requirements for children’s envi- ronments. U.S. Department of Justice and the U.S. Archi- tectural and Transportation Barriers Compliance Board.

453.4.5 Handbook for public playground safety. Play- grounds and equipment shall be designed and installed using the Public Playground Safety Handbook by the U. S. Consumer Product Safety Commission, and the ASTM/ CPSC Playground Audit Guide as applicable.

453.4.6 ANSI Z535.1. American National Standard Safety Color Code for marking physical hazards, is used in shops where machinery requires marking and safety zones.

453.4.7 ASCE 7. American Society of Civil Engineers.

453.4.8 Life Cycle Cost Guidelines for Materials and Building Systems for Florida’s Public Educational Facili- ties, available from the Department of Education, Office of Educational Facilities shall be considered.

453.5 Definitions.

453.5.1 ASSEMBLY. Assembly occupancies are build- ings or portions of buildings used for gatherings of 50 or more persons, such as auditoriums, gymnasiums, multi- purpose rooms, classrooms and labs, cafeterias, stadiums, media centers and interior courtyards. Assembly occupan- cies include adjacent and related spaces to the main seat- ing area, such as stages, dressing rooms, workshops, lobbies, rest rooms, locker rooms, and store rooms. School board and Florida college facilities shall follow the requirements of Florida Fire Prevention Code as adopted by the State Fire Marshal for assembly spaces.

453.5.2 BOARD. A district school board and a Florida college board of trustees.

453.5.3 BOILER. A fuel-fired, heat-producing appliance with a minimum input capacity of 60,000 Btu per hour and intended to supply hot water or steam. Boilers and the inspection of boilers shall comply with Section 554, Flor- ida Statutes, the Boiler Safety Act.

453.5.4 CERTIFICATE OF OCCUPANCY. Documen- tation issued by an authority having jurisdiction which indicates inspection and approval of completion of a con- struction project pursuant to the requirements of Florida law.

453.5.5 COURTYARD. A court or enclosure adjacent to, or surrounded by, a building(s) and/or walls.

453.5.5.1 “Exterior courtyard” is a courtyard which is not roofed, has a minimum width of 40 feet (1219 mm), and

a. has an opening a minimum width of 40 feet (1219 mm), with no obstructions, on at least one end, or

b. has fences between the buildings for security pur- poses, and the required exiting capacity of the courtyard is provided for by means of doors or gates from the courtyard.

An exterior courtyard may be considered exterior space and used for exiting of adjacent spaces. For an exterior courtyard with an opening between 40 feet (1219 mm) and 60 feet wide (18 288 mm), the building walls and wall openings must meet the requirements of Florida Building Code, Building Tables 601 and 602 and the maximum travel distance to the courtyard open- ing/exit shall not exceed 150 feet (45 720 mm) from any point within the courtyard. If the minimum court- yard width exceeds 60 feet (18 288 mm), the travel dis- tance to a courtyard opening/exit may exceed 150 feet (945 720 mm).

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453.5.5.2 “Enclosed courtyard” is a courtyard which is not roofed by more than 50 percent of the courtyard area and which is substantially surrounded by a build- ing(s) on two sides or more and each opening to the exterior is less than 40 feet (1219 mm) in width. The courtyard area shall be calculated for maximum occu- pancy as an assembly space and the number and size of remotely located exits shall be calculated for the maxi- mum possible load. The maximum possible load is the greater of the calculated capacity of the courtyard or the load imposed by the surrounding spaces. An enclosed courtyard may be used as a component of exit access provided that the walls and wall openings meet the requirements of Florida Building Code, Building Tables 601 and 602 and the maximum travel to the exit discharge does not exceed 150 feet (45 720 mm) from any point within the enclosed courtyard. An enclosed courtyard cannot serve as the exterior for exiting or for emergency rescue openings.

453.5.5.3 “Roofed courtyard” is a courtyard which is roofed by more than 50 percent of the courtyard area in any manner. Roofed courtyards may be used for assem- bly spaces and shall not be used as a component of exit- ing from adjacent spaces.

453.5.6 FACILITY. Additionally defined as follows:

453.5.6.1 “Ancillary facility” is a building or other facility necessary to provide district-wide support ser- vices, such as an energy plant, bus garage, warehouse, maintenance building, or administrative building.

453.5.6.2 “Ancillary plant” is buildings, site, and site improvements necessary to provide district-wide vehi- cle maintenance, storage, building maintenance activi- ties, or administrative functions necessary to provide support services to an educational program.

453.5.6.3 “Auxiliary facility” consists of the support spaces located at educational facilities and plants which do not contain student stations but are used by students, such as libraries, administrative offices, and cafeterias.

453.5.6.4 “Educational facility” consists of buildings and equipment, structures, and special educational use areas that are built, installed, or established to serve pri- marily the educational purposes and secondarily the social and recreational purposes of the community.

453.5.6.5 “Educational plant” comprises the educa- tional facilities, site, and site improvements necessary to accommodate students, faculty, administrators, staff, and the activities of the educational program.

453.5.6.6 “Existing facility” is a facility owned, rented or leased.

453.5.6.7 “Leased facility” is a facility not owned, but contracted for use.

453.5.6.8 “Permanent facility” is a facility designed for a fixed location.

453.5.6.9 “Relocatable/portable facility” is a building which is designed with the capability of being moved to a new location.

453.5.6.10 “Modular facility” is a structure which, when combined with other modules and/or demount- able roof and/or wall sections, forms a complete build- ing. This facility may be relocatable.

453.5.7 MAINTENANCE AND REAPAIR. The upkeep of educational and ancillary plants including, but not lim- ited to, roof or roofing replacement, short of complete replacement of membrane or structure; repainting of inte- rior or exterior surfaces; resurfacing of floors; repair or replacement of glass and hardware; repair or replacement of electrical and plumbing fixtures; repair of furniture and equipment; replacement of system equipment with equiva- lent items meeting current code requirements providing that the equipment does not place a greater demand on utilities, structural requirements are not increased, and the equipment does not adversely affect the function of life safety systems; traffic control devices and signage; and repair or resurfacing of parking lots, roads, and walkways. Does not include new construction, remodeling, or renova- tion, except as noted above.

453.5.8 NEW CONSTRUCTION. Any construction of a building or unit of a building in which the entire work is new. An addition connected to an existing building is con- sidered new construction.

453.5.9 OPEN PLAN BUILDING. Any building which does not have corridors defined by permanent walls and is entirely open or divided by partitions which may be easily rearranged.

453.5.10 OPEN PLAN INSTRUCTIONAL SPACE. An arrangement of two or more class areas with no permanent partitions or wall separations.

453.5.11 OWNER. Each school board and Florida college board of trustees is deemed to be the owner of facilities within its respective jurisdiction.

453.5.12 PERMIT FOR CONSTRUCTION. Documen- tation issued by an authority having jurisdiction which indicates approval of construction plans prepared pursuant to the requirements of Florida law.

453.5.13 REMODELING. The changing of existing facilities by rearrangement of space and/or change of use. Only that portion of the building being remodeled must be brought into compliance with the Florida Building Code and Florida Fire Prevention Code as adopted by the State Fire Marshal unless the remodeling adversely impacts the existing life safety systems of the building.

453.5.14 RENOVATION. The rejuvenating or upgrading of existing facilities by installation or replacement of materials and equipment. The use and occupancy of the spaces remain the same. Only that portion of the building being renovated must be brought into compliance with the Florida Building Code and Florida Fire Prevention Code as adopted by the State Fire Marshal unless the renovation adversely impacts the existing life safety systems of the building.

453.5.15 SEPARATE ATMOSPHERE. The individual volumes of air in a building which are divided by smoke

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proof barriers to limit contamination of the air by smoke and fumes during a fire.

453.5.16 SEPARATE BUILDING. The purpose of sepa- rate fire alarm systems or sprinkler systems, a separate building is a structure separated from other buildings by 60 feet (18 288 mm) or more, or as required by other sec- tions of this code.

453.5.17 FLORIDA COLLEGE. A public community college, public college, state college, or public junior col- lege.

453.5.18 STUDENT-OCCUPIED SPACE. Any area planned primarily for use by six or more students.

453.6 Administration of public education projects.

453.6.1 Occupancy during construction. School board and Florida college board facilities, or portions of facili- ties, shall not be occupied during construction unless exits, fire detection and early warning systems, fire protection, and safety barriers are continuously maintained and clearly marked at all times. Construction on an occupied school board site shall be separated from students and staff by secure barriers. Prior to issuance of the notice to pro- ceed, a safety plan shall be provided by the contractor which clearly delineates areas for construction, safety bar- riers, exits, construction traffic during the various phases of the project and when conditions change. Where heavy machinery, as is used for earth moving or scraping, is required to work on a school board’s occupied site, the work shall be separated from occupants by secure double barriers with a distance of 10 feet (3048 mm) in between. New construction, remodeling or renovations in existing facilities shall not reduce the means of egress below the requirements for new buildings; safe means of egress from a student-occupied space may be accomplished as autho- rized by NFPA 101, Florida edition as adopted by the Florida Fire Prevention Code. New construction (addi- tions) shall not block or reduce safe means of egress.

453.6.2 Contractor toxic substance safety precautions. When hazardous chemicals as defined by 29 CFR 1910.1200, OSHA Hazard Communication Standard are to be used during the maintenance, renovation, remodel- ing, or addition to an existing facility, the contractor shall notify the administrator in writing at least three working days before any hazardous chemical is used. The notice shall indicate the name of each of the hazardous chemicals to be used, where and when they will be used, and a copy of a material safety data sheet (MSDS) for each hazardous chemical. The contractor shall comply with the safety pre- cautions and handling instructions set forth in the MSDS. Copies of hazardous waste manifests documenting dis- posal shall be provided to the facility’s administrator who will notify occupants of the anticipated presence of toxic substances during the maintenance, renovation, remodel- ing, or addition to an existing facility.

453.6.3 Flammable or explosive substances. No flam- mable or explosive substances or equipment shall be intro- duced during a remodeling or renovation project in a facility of normally low or ordinary hazard classification while the building is occupied.

453.7 Life safety.

453.7.1 Separate exits. In assembly occupancies, each required exit from an assembly space must exit into a sep- arate atmosphere or to the exterior, to be considered as a separate exit.

453.7.2 Exit access. Exit access shall not be through a toi- let room, storage room, or similar space, or any space sub- ject to being locked.

453.7.3 Location of fire extinguishers and blankets. Fire extinguishers may be located inside student-occupied spaces provided they are placed adjacent to the primary exit door, and the room door remains unlocked when the facility is occupied, and a permanently affixed sign, with a red background and white letters, reading “FIRE EXTIN- GUISHER INSIDE” is placed on the outside adjacent to the door. Fire extinguisher cabinets shall not be locked. Fire blankets shall be located in each laboratory and each shop where a fire hazard may exist. Fire extinguishers and fire blankets shall be readily accessible and suitable for the hazard present and shall not be obstructed or obscured from view. Extinguishers and blankets shall be on hangers or brackets, shelves, or cabinets so that the top of the extinguisher or blanket is not more than 54 inches (1318 mm) above finish floor (AFF) and complies with state and federal accessibility requirements. All extinguishers shall be installed and maintained in accordance with NFPA. Extinguishers shall remain fully charged and operable at all times and have a current tag to indicate compliance.

453.7.4 Common fire alarm. Buildings within 60 feet (18,288 mm) of each other shall have a common fire alarm system. On an existing campus, structures that meet the 60 foot (18,288 mm) requirement, any new structure, remod- eled facility, or renovated facility, such as classrooms, labs, shops and cafeterias, gymnasiums, auditoriums (sep- arate or combination functions) with assembly occupancy less than 300, shall be connected to the campus existing fire alarm system. An existing system without the voice feature shall not be required to include the voice feature required by Sections 907.2 and 907.2.3 of this code. A new total school fire alarm system upgrade project for an existing campus shall include the voice feature. Emer- gency shelters shall have the fire alarm panel located in the space identified as the shelter manager’s office.

453.7.5 Fire alarm sending stations. Sending stations may be located inside student-occupied spaces, adjacent to the primary exit door only if the door to the occupied space is unlocked at all times while the facility is occu- pied. When located inside a student occupied space, a per- manently affixed sign reading “FIRE ALARM PULL STATION INSIDE” shall be placed outside that space adjacent to the door. This sign shall have a red background with white letters. Sending stations shall be mounted to meet accessibility requirements.

453.7.6 Automatic shut off. The fire alarm system shall shut off gas and fuel oil supplies which serve student- occupied spaces or pass through such spaces. The shutoff valve shall be located on the exterior at the service

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entrance to the building. The shutoff valve shall be of the manual reset type.

453.7.6.1 Kitchen gas supplies. Kitchen gas supplies shall be shutoff by activation of the kitchen hood fire suppression system. The shutoff valve shall be installed in accordance with the manufacturer’s instructions and recommendations.

453.7.6.2. Emergency power. The fire alarm system shall not shut off gas supplies which serve emergency power sources.

453.7.7 Unoccupied rooms and concealed spaces. Rooms or spaces for storage, custodial closets, mechanical rooms, spaces under stages with wood structures and other unoccupied or unsupervised spaces in a building shall have automatic fire alarm system detector devices installed. Any concealed space with exposed materials having a flame- spread rating greater than Class A, including crawl spaces under floors, interstitial spaces between ceiling and floor or roof above and attic spaces, shall be equipped with heat detector devices. Smoke and heat detector devices shall be installed in accordance with NFPA 72.

453.7.7.1 Fully sprinklered buildings. In fully sprin- klered buildings, fire alarm detection devices are not required except where specified in the Florida Fire Pre- vention Code.

453.7.8 Boiler rooms. Each boiler room shall be separated from the remainder of the building by one-hour fire-resis- tance-rated construction or shall be separate from other buildings by 60 feet (18 288 mm), and shall have an out- swinging door opening directly to the exterior. A fire door swinging into the boiler room shall also be provided for any opening into the interior of the building. There shall be no opening into any corridor or area designed for use by students.

453.7.9 Exit passageways and horizontal exits. Exit pas- sageways as referenced in Section 1024 and horizontal exits referenced in Section 1026 of this code shall be pro- hibited.

453.8 General requirements for new construction, addi- tions, renovation, and remodeling.

453.8.1 Codes and standards. Educational facilities owned by school boards and Florida college boards shall meet the construction requirements of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal, state and federal laws and rules, and this section for Florida's public educational facilities for new construction, remodeling and renovation of existing facilities. This is a minimum standard; boards may impose more restrictive safety and level of quality standards for educational, auxiliary, and ancillary facilities under their jurisdiction, provided they meet or exceed these minimum requirements.

453.8.1.1 Educational occupancy. School board educational facility projects whether owned, lease- purchased or leased shall comply with the educa- tional occupancy and assembly occupancy portions of the above referenced codes as applicable, except

where in conflict with this section. The support spaces such as media centers, administrative offices and cafeterias and kitchens located within educa- tional facilities are not separate occupancies.

453.8.1.2 Business occupancy. Florida college board educational facility projects whether owned, lease-purchased or leased shall comply with the busi- ness occupancy and the assembly occupancy of the above referenced codes as applicable, except where in conflict with this section.

453.8.1.3 Ancillary facility. School board and Flor- ida college board ancillary facilities such as ware- houses or maintenance buildings, shall use the applicable occupancy section of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal. Ancillary facili- ties on educational plant sites shall be separated from the educational facility as required by code.

453.8.2 Space standards. School board and Florida col- lege board facility sizes shall use standards in the “Size of Space and Occupant Design Criteria Table” found in the Department of Education document, “State Requirements for Educational Facilities (SREF).” Exiting from occupied spaces shall comply with Table 1004.1.2 of this code.

453.8.3 Construction type. School board and Florida col- lege buildings including auxiliary, ancillary and vocational facilities shall comply with the following:

453.8.3.1 Noncombustible Type I, II or IV. The mini- mum construction type for one- and two-story public educational facilities shall be noncombustible Type I, II or IV construction or better.

453.8.3.1.1 Interior nonload-bearing wood studs or partitions shall not be used in permanent educational and auxiliary facilities or relocatable buildings.

Exception: Historic buildings to maintain the fab- ric of the historic character of the building.

453.8.3.2 Type I. Facilities three stories or more shall be Type I construction.

453.8.3.3 Type IV. When Type IV construction is used, wood shall be exposed and not covered by ceilings or other construction.

453.8.3.4 Exceptions to types of construction:

1. Covered walkways open on all sides may be Type V construction.

2. Single story dugouts, press boxes, concession stands, related public toilet rooms, detached cov- ered play areas, and nonflammable storage build- ings that are detached from the main educational facility by at least 60 feet (1829 mm), may be Type V construction.

453.8.4 Standards for remodeling and/or renovation projects. Portions of buildings being remodeled and/or renovated shall be brought into compliance with current required Florida Building Code and the Florida Fire Pre- vention Code as adopted by the State Fire Marshal as required by the plan review authority in its best judgment.

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453.8.4.1 An automatic fire sprinkler system is not required in existing educational buildings unless 50 percent of the aggregate area of the building is being remodeled

453.8.5 Leased facilities. Leased facilities shall be brought into compliance with applicable occupancy requirements of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal prior to occupancy.

453.8.6 Asbestos prohibited. The federal Asbestos Haz- ard Emergency Response Act, (AHERA) 40 CFR, Part 763, as revised July 1, 1995, prohibits the use of any asbestos containing materials in any public education con- struction project and requires certification of same by the architect of record.

453.8.7 Life cycle cost guidelines for materials and building systems. An analysis shall be included, as required by Section 1013.37(1), Florida Statutes, which evaluates building materials and systems, life cycle costs for maintenance, custodial, operating, and life expectancy against initial costs, as described in Section 1013.37(1)(e)4, Florida Statutes. Standards for evaluation of materials are available from the department in a publi- cation entitled Life Cycle Cost Guidelines for materials and Building Systems for Florida’s Public Educational Facilities.

453.8.8 Safe school design. School boards should design educational facilities and sites including pre-K through 12, vocational and Florida colleges to enhance security and reduce vandalism through the use of “safe school design” principles. Safe school design strategies are available from the Florida Department of Education, Office of Educa- tional Facilities in a publication titled Florida Safe School Design Guidelines and include but are not limited to the following:

453.8.8.1 Natural access and control of schools and campuses.

453.8.8.2 Natural surveillance of schools and campuses both from within the facility and from adjacent streets by removing obstructions or trimming shrubbery.

453.8.8.3 School and campus territorial integrity; securing courtyards, site lighting, building lighting.

453.8.8.4 Audio and motion detection systems covering ground floor doors, stairwells, offices and areas where expensive equipment is stored.

453.8.8.5 Designs which will promote the prevention of school crime and violence. Exterior architectural fea- tures which do not allow footholds or handholds on exterior walls, tamperproof doors and locks, nonbreak- able glass or shelter window protection system; also landscaping and tree placement should be designed so they do not provide access to roofs by unauthorized persons. Sections of schools commonly used after hours should be separated by doors or other devices from adjacent areas to prevent unauthorized access. Install locks on roof hatches; apply slippery finishes to exterior pipes.

453.8.8.6 Exterior stairs, balconies, ramps, and upper level corridors around the perimeter of buildings should have open-type handrails or other architectural features to allow surveillance.

453.8.8.7 Open areas, such as plazas, the building’s main entrance, parking lots, and bicycle compounds should be designed so they are visible by workers at workstations inside the buildings.

453.9 Structural design.

453.9.1 Loading requirements. Structural design shall comply with code requirements and wind loads as stipu- lated by the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal. Wind design shall be based on ASCE 7, with wind speeds determined from Figure 26.5-1B and ICC 500, as appro- priate.

453.10 Site requirements.

453.10.1 Fencing. Fencing for school board educational plants shall be of a material which is nonflammable, safe, durable, and low maintenance, provides structural integ- rity, strength and aesthetics appropriate for the intended location. Fences shall have no jagged or sharp projections. Fence heights shall be in compliance with local zoning regulations. Access shall be provided for maintenance machinery. Prohibited materials for nonagricultural educa- tional plants include razor wire, barbed wire and electri- cally charged systems.

453.10.1.1 Required locations. Fencing is required to separate students from potential harm, and shall be pro- vided in the following locations:

453.10.1.1.1 Kindergarten through grade 12. Exposed mechanical, plumbing, gas, or electrical equipment located on ground level.

453.10.1.1.2 Kindergarten through grade 5. Spe- cial hazards as identified by the authority having jurisdiction including retention ponds whose perma- nent water depth or whose water depth over a 24- hour period exceeds 1 foot (305 mm), deep drainage ditches, canals, highways, and play fields adjacent to roadways.

453.10.1.1.3 Kindergarten through grade 12. All child care and kindergarten play areas.

453.10.2 Walks, roads, drives, and parking areas. Walks, roads, drives, and parking areas on educational and ancillary sites shall be paved. Roads, drives, and parking areas shall be in compliance with Department of Transpor- tation (DOT) road specifications and striped in compliance with DOT paint specifications. All paved areas shall have positive drainage.

453.10.2.1 Covered walks. All buildings in K-12 edu- cational facilities shall be connected by paved walks and accessible under continuous roof cover. New relo- catable classroom buildings shall be connected to per- manent buildings by paved covered walks where applicable. Roofs for covered walks shall extend 1 foot (305 mm) beyond each side of the designated walkway

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width. Gutters or other water funneling devices shall prevent storm water from pouring onto or draining across walks.

453.10.2.2 Accessible walks and bridges. Accessible walks shall connect building entrance(s) to accessible parking, public transportation stops, public streets, side- walks, loading and drop-off zones, and other facilities within the site as required by the accessibility standards. School board sites where educational plants are sepa- rated by highways shall be connected by overhead pedestrian bridges.

453.10.2.3 Reserved.

453.10.2.4 Vertical drops. Walls, railings, or other physical barriers which are at least a minimum 12 inches (305 mm) in height, shall define and protect any vertical drop between joining or abutting surfaces of more than 6 inches (152 mm) but less than 18 inches (457 mm) in height. Any vertical drop of 18 inches (457 mm) or more shall be protected by a wall or guardrail a minimum of 42 inches (1067 mm) in height.

Exception: In assembly seating where guards in accordance with Section 1029.16 are permitted and provided.

453.10.2.5 Roads and streets. Educational and ancil- lary site access shall consist of a primary road and another means of access to be used in the event the pri- mary road is blocked. Stabilized wide shoulders of the primary road, unobstructed by landscaping, planters, light fixtures, poles, benches, etc., which allow a third lane of traffic, may satisfy the requirement for the other means of access. Driveways shall not completely encir- cle a school plant, to allow student access to play areas without crossing roads; vehicular and pedestrian traffic shall not cross each other on the site; bus driveways and parent pick-up areas shall be separated.

453.10.2.6 Bus drives. Bus drives on educational sites shall be designed so that buses do not have to back up. The minimum width shall be 24 feet (7315 mm) for two-lane traffic. The turning radius on educational and ancillary sites and for turning off public access streets shall be as follows: one-way traffic, 60 feet (18 288 mm) minimum measured to the outside curb or edge of the traffic lane; two-way traffic, 60 feet (18 288 mm) minimum measured to the centerline of the road.

453.10.2.7 Vehicle parking areas. Vehicle parking areas shall comply with minimum parking space requirements in this section. Except for parking space requirements to meet federal and state accessibility laws, where alternate transportation or parking arrange- ments are available the parking area requirements may be reduced from these standards if sufficient justifica- tion documentation is provided and if the review author- ity approves the reduction based on the justification. Overflow parking areas may utilize alternative parking surfaces which facilitate water absorption rather than runoff when approved for use by the review authority. This requirement usually applies to a percentage of the parking spaces, not all of them.

Exception: Accessible parking spaces shall be hard surface.

453.10.2.8 Minimum parking requirements.

453.10.2.8.1 Faculty and staff. One space for each member.

453.10.2.8.2 Visitors. One space for every 100 stu- dents.

453.10.2.8.3 Community clinics where provided. Ten spaces, including one accessible space.

453.10.2.8.4 High schools. One space for every 10 students in grades 11 and 12.

453.10.2.8.5 Vocational schools. One space for every two students.

453.10.2.8.6 Florida colleges. One space for every two students.

453.10.2.8.7 Accessible parking. Parking spaces designated for persons with disabilities shall comply with the ADA, Florida Building Code, Accessibility, and Section 316.1955, Florida Statutes.

453.10.3 Site lighting required. Design, construction, and installation of exterior security lighting for educational and ancillary facilities shall be provided for:

453.10.3.1 Auto, bus, and service drives and loading areas.

453.10.3.2 Parking areas.

453.10.3.3 Building perimeter.

453.10.3.4 Covered and connector walks between buildings and between buildings and parking.

453.10.3.5 Lighting for parking areas. Parking area lighting standards shall be designed to withstand appro- priate wind loads. Parking areas shall be illuminated to an average maintained horizontal footcandle, measured at the surface as follows:

453.10.3.5.1 Parking areas—1 footcandle (10 lux).

453.10.3.5.2 Covered and connector walks—1 foot- candle (10 lux).

453.10.3.5.3 Entrances/exits—2 footcandles (20 lux).

453.10.3.6 Building exteriors. Building exteriors, perimeters, and entrances may be illuminated to the minimum number of footcandles, measured at the sur- face with a suggested uniformity ratio of 2:1 as follows:

453.10.3.6.1 Entrances—5 footcandles (50 lux).

453.10.3.6.2 Building surrounds—1 footcandle (10 lux).

453.10.3.7 Shielding. Exterior lighting shall be shielded from adjacent properties.

453.10.4 Building setbacks. Building setbacks from the property line, including relocatables, shall, at a minimum, be 25 feet (7620 mm) or shall comply with local setback requirements if less than 25 feet (7620 mm).

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453.10.5 School board playgrounds, equipment, and athletic fields. Playgrounds, equipment, and athletic fields shall be accessible, compatible with the educational facil- ity served and shall comply with the following:

453.10.5.1 Kindergarten play areas shall be separated from other play areas, fenced, and shall be directly accessed from the kindergarten classrooms.

453.10.5.2 Direct access from the school buildings shall be provided to play areas and athletic fields with- out crossing public roads, on-site traffic lanes, and parking lots.

453.10.5.3 Related facilities such as toilets, conces- sions, storage, shower and locker rooms, bleachers, press boxes, observation platforms, scoreboards, and dugouts shall be designed to meet code requirements and the occupant capacity anticipated for the program.

453.10.5.4 Playgrounds shall be evenly graded and sloped to provide surface drainage.

453.10.6 Exterior signage. All permanent and free-stand- ing exterior signs shall be designed to withstand appropri- ate wind loads. Illuminated signs shall comply with the electrical and installation requirements of the Florida Building Code, the Florida Fire Prevention Code as adopted by the State Fire Marshal and ICC 500, as appro- priate.

453.10.6.1 Site signage shall not create visual barriers at entrances, sidewalks, roads or road intersections.

453.10.6.2 Accessible routes, including parking, build- ing directories, building identification, and accessible entrances shall be marked by exterior signage in con- formance with federal and state accessibility laws.

453.10.7 Landscaping. Refer to Section 1013.64(5), Flor- ida Statutes, for school board and Florida college require- ments. Florida-friendly landscaping is defined in Section 373.185, Florida Statutes.

453.10.8 Water irrigation systems. Water irrigation sys- tems shall be equipped with soil moisture sensors that will override the irrigation systems cycle when soil contains sufficient moisture.

453.10.9 Transmission line right-of-way. Buildings, play areas, and common use areas shall not be located within a high-voltage power transmission line right-of-way.

453.10.10 School site master plan. New schools shall include, as applicable: facility design capacity; floodplain locations; covered accessible walks; infrastructure loca- tions for, and extensions of, technology, telephone, elec- tricity, fire alarm; and, where applicable, water and sewer utilities, and relocatables.

453.11 Wood: fire-retardant-treated wood (FRTW). FRTW shall not be used in permanent educational facilities.

Exception: Only FRTW which does not contain ammo- nium phosphates, sulfates, or halides, may be used in roof structures of noncombustible Type II ancillary facilities as allowed by the Florida Building Code, but only under the following conditions:

453.11.1 Fire-retardant treated wood. All FRTW must meet the requirements of Section 2303.2.

453.11.2 Inspection access panels shall be provided for annual inspection of the condition of the structure and the connectors.

453.11.3 Evidence of compliance shall be provided.

453.12 Roofing.

453.12.1 Class A materials. All roofing materials shall be labeled Class A per ASTM E108 and shall be certified by a nationally recognized independent testing laboratory. All roofing systems shall be installed within the limitations of the test procedure for surfacing, deck cross slope, and combustibility.

453.12.2 Insulation and moisture protection. Insulation, moisture protection, roofing, thermal requirements, fire- proofing and firestopping shall be designed and con- structed in compliance with the Florida Building Code and Florida Fire Prevention Code as adopted by the State Fire Marshal. Cellulose insulation may only be used if it is treated with fire-retardant borate based chemicals; the con- tractor shall retain bag labels on site for review by build- ing inspector.

453.12.3 Phased installation prohibited. All new installed materials shall be sealed from moisture penetra- tion at the end of each day. The contractor shall provide the architect/engineer (A/E) of record a “final statement of compliance” for the board.

453.12.4 Manufacturer’s one-year inspection. The roof shall be inspected by the manufacturer’s representative within one year of acceptance by the board.

453.12.5 Exterior stairways. Exterior stairways serving as a means of egress shall be roofed.

453.13 Doors and windows.

453.13.1 Doors. All spaces with an occupant load of six or more students, regardless of use, shall have a door opening directly to the exterior, or as required in the Florida Fire Prevention Code as adopted by the State Fire Marshal, in buildings of three stories or less shall have a rescue win- dow opening directly to the exterior, or shall be fully sprinklered. All doors and gates from spaces with an occu- pant load of six or more students, regardless of use or loca- tion, shall swing in the direction of exit travel, shall be of the side-hinged type, and shall always be operable from the inside by a single operation and without a key.

453.13.1.1 Doors for steam rooms, locker rooms, shower rooms and group toilet rooms shall swing in the direction of exit travel, and shall always be operable for exiting from the inside.

453.13.1.2 No mirrors, draperies, curtains, equipment, furnishings, decorations, or other objects which may confuse, obstruct, or conceal the exit or the direction of exit shall be placed to obstruct a means of egress.

453.13.2 Recessed. Doors when fully opened shall not extend into the required exit width of corridors, except for door thickness and required hardware. Doors may either be recessed and hinged to swing 90 degrees, or if flush

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with corridor wall shall contain a view panel and be hinged to swing 180 degrees.

453.13.3 Special function doors. Special function doors, including balanced doors and overhead doors, shall not be used in a means of egress.

453.13.4 Overhead and sliding security grilles. Security grilles shall have an adjacent side-hinged door swinging in the direction of exit and readily opened from the inside.

453.13.5 Gates. Gates used to secure buildings or used for egress shall be side-hinged and readily opened from the side from which egress is to be made without the use of a key or special tool, or shall have an adjacent side-hinged door, or doors as required for occupant load, swinging in the direction of exit and readily opened from the inside without a key.

453.13.6 Hardware. Doors and gates shall be equipped with hardware which will allow egress at all times without assistance. No padlock, chain, hasp, lock, deadbolt, or other device shall be installed at any time on any door used for exiting. Doors which by code require closers and other doors subject to wind exposure shall be equipped with closers to prevent slamming and uncontrolled open- ing. All doors opening into smoke-tight exit access corri- dors shall be self-closing or automatic closing. Smoke doors in walls used to divide corridors into separate atmo- spheres shall be provided with push-pull plates and are not required to have positive latching. As an exception to Sec- tion 1010.1.9.7, delayed egress locks may be used in media centers, alternative education centers, and excep- tional student education centers. Delayed egress locks are prohibited at time-out rooms at all locations.

453.13.7 Safety glazing: panels and storefronts. In addi- tion to the requirements of Section 2406.4, the following is considered a hazardous location and requires safety glazing: glazed panels within 48 inches (1219 mm) of a door, excluding transoms or vertical panels above 6 feet 8 inches (2031 mm).

453.13.7.1 All glazing in hazardous locations shall be safety glazing meeting the requirements of the Florida Building Code, Building, Section 2406.

453.13.7.2 Large glass panels shall be subdivided by a built-in horizontal member or a permanent chair rail not less than 11/2 inches (38 mm) in width, located between 24 and 36 inches (610 and 914 mm) above the floor.

453.13.8 Windows.

453.13.8.1 Natural light and ventilation. Natural light and ventilation requirements for new construction shall be satisfied by windows with operable glazing, provid- ing a net free open area equivalent to 5 percent of the floor area, in all classrooms on the perimeter of build- ings, where required by Chapter 1013, Florida Statutes. Auxiliary spaces, music rooms, gyms, locker and shower facilities, laboratories requiring special climate control, and large group instructional spaces having a capacity of more than 100 persons need not have opera- ble windows for the purpose of providing natural light and ventilation. Emergency access, emergency rescue,

and secondary means of egress windows maybe included in the calculation to comply with this require- ment.

453.13.8.2 Projecting and awning windows. Project- ing and awning windows shall not be located below door head height if in, or adjacent to, a play area, a cor- ridor or walkway.

453.13.8.3 Security/storm screens or grills. If a secu- rity/storm screen or grille is installed on the outside of an emergency access, rescue or egress window assem- bly then that security/storm screen or grille together with the emergency rescue window assembly shall be operable from the inside by a single operation without the use of tools to allow for exit under emergency con- ditions. The emergency rescue window shall be identi- fied by signage, and the release device shall be readily identifiable.

453.14 Special safety requirements.

453.14.1 Master control switch. In addition to the regular main supply cut-off, each laboratory-type space (such as biology, industrial, chemistry, physics, home economics, and electronics labs) equipped with unprotected gas cocks, compressed air valves, water or electric services which are easily accessible to students, shall have master control valves or switches with permanently attached handles, located and accessible within 15 feet (4572 mm) of the instructor’s station or adjacent to the primary egress door within that space to allow for emergency cut-off of ser- vices. The cut-offs shall be in a nonlockable place and the location and operation shall be clearly labeled. Valves shall completely shut off with a one-quarter turn. Com- puter labs are exempted from this requirement. (Also, see “Emergency shut off switches,” and “Emergency discon- nects” requirements under “Electrical.”)

453.14.2 Interior signage. Signage is required in educa- tional and ancillary facilities. Design, construction, instal- lation, and location of interior signage and graphics shall comply with the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal and the following:

453.14.2.1 Emergency rescue windows. Windows for emergency rescue shall comply with NFPA 101, Flor- ida Edition, as adopted by the Florida Fire Prevention Code, shall be operable from the inside by a single operation, and shall be labeled “EMERGENCY RES- CUE—KEEP AREA CLEAR.” Hinged emergency res- cue windows shall swing in the direction of egress.

453.14.2.2 Maximum capacity signs in each space with a capacity of 50 or more occupants. The signs shall be mounted adjacent to the main entrance door.

453.14.2.3 Room name, room number and, if different, FISH inventory numbers shall be provided for each space.

453.14.2.4 A graphic diagram of primary and emer- gency evacuation routes shall be posted adjacent to the primary exit door from each space occupied by six or

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more students. The diagram shall clearly indicate, by contrasting color and number, each route of evacuation.

453.14.2.5 Signs necessary to meet accessibility requirements shall be provided.

453.14.2.6 Hazardous work and storage areas shall be identified by appropriate caution signs.

453.14.3 Other potential hazards. Pipes, ductwork, fans, light fixtures, window projections, protruding sharp cor- ners, or other potential hazards shall not be installed below 6 feet 8 inches (2031 mm) AFF. Audio/visual aids in classrooms may be mounted below 6 feet 8 inches (2031 mm) provided they are marked and padded in accordance with accepted safety standards or have permanent cabinets installed below them.

453.14.4 Storage shelving. Shelving shall not have sharp corners, splinters, or any construction feature that would be hazardous to the occupants. Shelving shall be con- structed to carry the loads imposed. Shelving in science, labs, and shop storage rooms, and other places which may contain hazardous materials shall have a 1/2 inch (12.7 mm) lip on the front edge of each shelf and shall be constructed of noncorrosive material.

453.14.5 Vertical platform lifts and inclined wheelchair lifts. The following standards are in addition to the other requirements of the Florida Building Code, Florida law, and federal requirements:

453.14.5.1 Lifts shall not reduce the width of required means of egress.

453.14.5.2 Lifts shall have shielding devices to protect users from the machinery or other hazards and obstruc- tions.

453.14.5.3 Lifts shall be key operated for attendant operation in all facilities housing kindergarten to grade 8.

453.14.5.4 Inclined wheelchair lifts may be installed in facilities provided:

453.14.5.4.1 The platform is equipped with bidirec- tional ramp sensing to stop travel if obstructions are encountered.

453.14.5.4.2 Guide rails are smooth and continuous with no sharp edges or obstructions, all drive system components contain safety features for protection of users, and cables and pulling devices are shielded.

453.14.6 Color code machinery. Working machinery with component parts shall be color-coded in accordance with ANSI Z535.1, American National Standard Safety Color Code for Marking Physical Hazards. Safety zone lines shall be marked on the floor areas surrounding working machinery.

453.14.7 Anchor equipment. All equipment designed to be permanently mounted shall be securely anchored to its supporting surface.

453.14.8 Interior finishes.

453.14.8.1 Floors. Floors in instructional spaces shall be covered with resilient material or carpet.

453.15 Mechanical.

453.15.1 Gas and fluid piping.

453.15.1.1 Flammable liquids/gases. Piping systems for flammable liquids or gases shall not be installed in interior corridors or stairwells.

Exception: Piping may be located within corridors provided that they are enclosed in a minimum 1-hour fire-rated enclosure.

453.15.1.2 Piping systems. Piping (fluid system) shall not be run where students can access the pipes, or in areas such as on roofs where they can be damaged by routine or periodic maintenance activities.

453.15.1.3 Main supply valve. The main supply cut- offs for flammable liquids or gases shall shut down upon activation of the fire alarm system. Refer to the automatic shutoff requirements of Section 453.7.6.

453.15.2 Air plenums. Corridors shall not be used as a supply, return, exhaust, relief, or ventilation air plenum. The space between the corridor ceiling and the floor or roof structure above, if used as a plenum, shall be constructed with the ceiling, floor and walls as a minimum 1-hour fire- rated assembly or as a 1-hour fire-rated horizontal wall supported by the corridor walls.

Exception: A smoke-tight corridor with a solid ceiling may be used in a fully sprinklered building.

453.15.3 Residential equipment. In home economics instructional spaces, faculty lounges, and similar areas where small residential-type ranges are installed for staff use or student education, residential-type hoods mechani- cally exhausted to the outside shall be used. Hood fire sup- pression systems are not required to be installed. A fire extinguisher shall be located within 15 feet (457 mm) of the range within the same room, and shall meet the type and size requirements of NFPA 10. 453.15.4 Toilet room ventilation. Toilet rooms shall be continuously ventilated during building occupancy.

Exception: Individual toilet rooms shall be ventilated continuously during building occupancy or ventilation shall turn on with the light switch and run for at least 10 minutes after the light has been turned off.

453.15.5 Ventilation air make-up for HVAC systems. The minimum outdoor airflow rate shall be determined in accordance with Section 403.3.1.1 of the Florida Building Code, Mechanical. Ventilation supply systems shall be designed to deliver the required rate of outdoor airflow to the breathing zone within each occupiable space. In accor- dance with Section 401.3 of the Florida Building Code, Mechanical, this ventilation shall be provided during the periods that the room or space is occupied.

Exceptions:

1. Where the registered design professional demonstrates that an engineered ventilation sys- tem design will prevent the maximum concen- tration of contaminants from exceeding that obtainable by the rate of outdoor air ventilation determined in accordance with Section

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403.3.1.1 of the Florida Building Code, Mechanical, the minimum required rate of out- door air shall be reduced in accordance with such engineered system design. In accordance with Section 401.3 of the Florida Building Code, Mechanical, this ventilation shall be pro- vided during the periods that the room or space is occupied.

2. Where peak occupancies of less than 3 hours duration occur, the outdoor air flow may be determined on the basis of average occupancy for school buildings for the duration of opera- tion of the air-conditioning system, provided the average occupancy used is not less than one- half the maximum.

453.16 Plumbing.

453.16.1 Standards. Educational and ancillary facilities shall be provided with toilets, hand washing facilities, and drinking fountains for all occupants, in ratios and accessi- ble as required by the Florida Building Code, Florida law, and federal requirements.

Exception: Unisex toilets shall not be provided in addi- tion to group toilets in assembly occupancies.

453.16.1.1 Assembly occupancies. Toilet facilities for assembly occupancies (i.e. media centers, gymnasiums, cafetoriums, and auditoriums) are not required to be in addition to the overall required plumbing fixture count.

453.16.1.2 Location. Student toilets shall be distrib- uted throughout the facility and located on each floor for convenient access and continuous supervision. The path of travel to the nearest toilet facility shall not exceed a distance of 200 feet (60 960 mm).

453.16.2 Public shelter. Refer to the public shelter design criteria of Section 453.25.

453.16.3 Urinals. Trough urinals shall not be installed in any location.

453.16.4 Reserved.

453.16.5 Exterior entries. Exterior entries to toilet rooms shall have outward swinging doors.

453.16.6 Hot water. When hot water is supplied to show- ers, handwash sinks, lavatories in toilet rooms, a mixing valve shall be installed to control the temperature which shall not exceed 110°F (43°C).

453.16.7 Delayed closing valves. Water supply at toilet room lavatories shall be controlled by delayed-closing valves.

453.16.8 Shower facilities. Showers shall be provided only where required by the district’s educational program and, where provided, shall utilize energy saving concepts for hot water as required by Section 1013.44(2), Florida Statutes. When provided, shower areas shall comply with the following:

453.16.8.1 Floor finish shall be slip resistant.

453.16.8.2 A master control valve shall be provided to control the shower heads. Showers shall be equipped

with flow control devices to limit total flow to a maxi- mum of 3 gpm (0.19 L/s) per shower head.

453.16.9 Kitchens. Kitchens and food service areas shall be provided with toilet and hand washing facilities for employees as required by code, state rule and statute.

453.16.9.1 A minimum of one water closet and one lav- atory with hot and cold water shall be provided in each staff toilet.

453.16.10 Dousing shower and eye wash. Every science lab, or shop shall be provided with a dousing shower and eye wash for emergency use, including a floor drain.

453.17 Electrical.

453.17.1 Emergency lighting. Emergency lighting shall be provided at internal and external means of egress, in student-occupied areas, in group toilets, and main electri- cal rooms.

453.17.2 Electrical rooms and closets. Main service pan- els and switches, electrical distribution panels, cabinets, and rooms shall be lockable and not readily accessible to teachers or students.

453.17.3 Spare capacity. Lighting and power panels shall be provided with a minimum of 20-percent spare breakers and a minimum of 10-percent spare capacity in all main panels and switchboards.

453.17.4 Emergency shutoff switches. Every laboratory space which has electrical receptacles at student worksta- tions shall have an emergency shutoff switch within 15 feet (4572 mm) of the instructor’s workstation. The emer- gency shutoff switch shall be operable by a single motion and shall interrupt power to all receptacles in the room.

Exception: Emergency shutoff switches are not required in computer laboratories.

453.17.5 Emergency disconnect. Each space equipped with electrically powered machinery accessible to students shall have a minimum of two master emergency discon- nect switches at convenient locations within the space to shut off all power tool outlets, power to student accessible machines and receptacles in the shop. One emergency shutoff or disconnect switch shall be located near the machinery and one emergency shutoff or disconnect switch shall be located in the instructor’s office if there is a clear view of the entire shop area, others may be required and located as determined by the authority having jurisdic- tion. The emergency disconnect or shutoff switch shall be operable by a single motion.

Exception: Ordinary office machines, computers, sew- ing machines, potter’s wheels, residential cooking equipment in home economics labs and other nonhaz- ardous machines do not require emergency disconnect devices.

453.17.6 Sauna and steam rooms. A “panic” switch to deactivate power to heating equipment shall be provided inside sauna and steam rooms. The panic switch shall also be tied into an alarm or other approved warning device in a supervised space in the area of the sauna and/or steam

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room. The operation of the switch shall be labeled to indi- cate the intended function.

453.17.7 Lightning. All facilities in high lightning risk areas shall be evaluated using the Risk Assessment Guide in NFPA 780 and other standards which address lightning protection, and shall be protected accordingly.

453.17.8 Ground fault interrupter (GFI) receptacles. GFI receptacles shall be installed as required by NFPA 70 of Chapter 27 and in the following locations:

1. All elementary special needs, prekindergarten, and kindergarten classroom receptacles.

2. All building entry vestibule receptacles.

3. All mechanical, boiler and electrical room recepta- cles.

453.18 Assembly occupancies in public educational facili- ties.

453.18.1 Occupant capacity for egress shall be in accor- dance with Table 1004.1.2 except as follows:

453.18.1.1 Dressing rooms. Dressing rooms at 20 net square feet (1.86 m2) per person.

453.18.1.2 Gymnasium. The number of fixed and tele- scopic bench-type bleacher seats plus the main court area at 15 gross square feet (1.4 m2) per person, plus locker rooms at 5 net square feet (0.5 m2) per person.

453.18.1.3 Classrooms and labs. If spaces are com- bined through the use of folding partitions, the capacity and exiting shall be based on the capacity of all the spaces joined.

453.18.1.4 Small group areas in media centers. Small group room or area (view and preview) in media cen- ters at 5 net square feet (0.5 m2) per person.

453.18.1.5 Closed circuit television production, dis- tribution, and control. The main floor area at 15 net square feet (1.4 m2) per person.

453.18.1.6 Interior courtyards. The interior courtyard area at 15 gross square feet (1.4 m2) per person. Raised, dedicated landscape areas may be deducted.

453.19 Shade and green houses.

453.19.1 General. Shade/green houses shall be of Type I or II construction (metal frame) capable of withstanding the appropriate wind load.

453.19.2 Unrestricted exiting. The location of the shade/ green house shall not hinder exiting from new and/or existing structures.

453.19.3 Required doors. A minimum of two doors remotely located shall be provided. Doors shall be side hinged and shall swing in the direction of egress.

453.19.4 Accessibility. Green houses shall meet accessi- bility requirements. The accessible walkway shall be con- nected to doors leading to an accessible route to the permanent structure.

453.19.5 Shade cloth. Shade cloth shall be tear-away fab- ric securely fastened to the structural frame.

453.19.6 Fire extinguisher. A minimum of one Type 2A- 10B:C fire extinguisher shall be provided per shade/green house.

453.19.7 Fire alarm. Fire alarm pull stations shall be located within 200 feet (60 960 mm) of any shade or green house. Fire alarm horns mounted on a permanent building must be audible inside the shade/green house.

453.19.8 Space heaters. Space heaters, when provided, shall be mounted at least 6 feet 8 inches (2031 mm) AFF.

453.20 Storage.

453.20.1 General storage. Storage rooms and closets shall not be located over or under exit stairs and ramps whether interior or exterior. General storage space(s) shall be included in every educational facility for the bulk stor- age of materials, supplies, equipment, and books. Storage rooms shall be separated from mechanical and electrical spaces. Storage spaces shall be mechanically ventilated and conditioned as appropriate for the type of materials to be stored. Sinks located in general storage rooms shall not be used for custodial services.

453.20.2 Custodial work areas and storage. Provide custodial work areas with well supported shelving for sup- plies, cleaning, and sanitation materials and an office area including male/female lockers and toilet facilities.

453.20.3 Custodial closets and storage. Custodial closets shall be provided with storage shelving and a service sink supplied with both hot and cold water. They shall be located to serve each instructional floor and wing regard- less of floor area, and other areas such as stage, kitchen, gym, auditorium, clinic, offices and shops. The travel dis- tance to the nearest custodial closet shall not exceed 150 feet (45.72 m).

453.20.4 Chemical and hazardous materials storage. In addition to the requirements of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal for separation and protection, chemical and hazardous storage facilities shall also include:

453.20.4.1 Chemical storage. Doors shall be lockable from the outside and operable at all times from the inside. Rooms shall be well illuminated. Cabinets shall have shelves with a 1/2 inch (12.7 mm) lip on the front and shall be constructed of noncorrosive material.

453.20.4.2 Hazardous materials storage. Buildings and/or rooms used for the storage, handling and dis- posal of flammable, poisonous, or hazardous materials or liquids, and equipment powered by internal combus- tion engines and their fuels shall be separated from adjacent spaces by 1-hour fire-rated assemblies. These requirements also apply to completely detached build- ings within 60 feet (18 288 mm) of student-occupied facilities. Doors shall have a C Label and open directly to the exterior. Storage buildings and/or rooms shall be mechanically ventilated. Electrical fixtures, switches, heat detectors and outlets installed in flammable stor- age rooms shall be explosion proof.

453.20.5 Custodial receiving. Custodial receiving where chemicals that are dangerous to human tissue are stored,

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handled, or mixed shall be equipped with a dousing shower and eye wash, including a floor drain.

453.21 Child care/day care/prekindergarten facilities.

453.21.1 Child care/day care/prekindergarten facilities located on board-owned property shall comply with the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal and the specific criteria in this section. Child care/day care/prekindergarten facilities requiring a license from another agency may also be required to comply with additional construction requirements imposed by that agency.

453.21.2 Toilet facilities shall meet accessibility require- ments and should open into the instructional space. The toilet may be used by both sexes and shall contain a water closet, lavatory and related accessories.

453.21.3 If child care facilities are provided with a bathing area, it shall be within or adjacent to the child care area and shall contain either a shower with hand-held sprayer or a tub. The water temperature shall be controlled by a mixing valve and shall not exceed 110°F (43°C).

453.21.4 Toilet facilities shall have a nonslip impervious floor and 6-foot (1829 mm) impervious wainscot.

453.21.5 Drinking fountain(s) shall be provided for the children and be within close proximity of the child care facility.

453.21.6 A towel and soap dispenser shall be provided at each sink. Hand wash areas for adults shall be provided with warm water; the water temperature shall be con- trolled by a mixing valve and shall not exceed 110°F (43°C). All electrical receptacles shall be placed out of reach of the children.

453.21.7 When provided, a residential-type kitchen shall include a nonslip floor, a refrigerator, a residential range, a residential-type range hood mechanically exhausted to the outside, and a fire extinguisher located within 15 feet (457 mm) of the range within the same room.

453.21.8 Areas designated for children’s sleeping mats, cots or cribs shall include a clearly marked exit passage- way.

453.21.9 The child care facility shall not contain any stor- age of cleaning agents, chemicals, or other hazardous materials in student accessible areas.

453.21.10 Outdoor play areas shall be provided and shall be protected from access to streets or other dangers. The play area shall be fenced or walled to a minimum height of 4 feet (1219 mm) and any latches on maintenance gates shall be secured or beyond the reach of the children.

453.21.11 Shade shall be provided in the play area (a cov- ered play area may be provided).

453.21.12 Play equipment shall be firmly anchored, free of sharp corners or pointed surfaces, and shall have cush- ioning surfaces such as mats or sand beneath.

453.21.13 The grounds shall be free of undergrowth or harmful plant material.

453.22 Clinics.

453.22.1 Clinics in kindergarten through grade 12 (K–12), vocational-technical centers (VTC), and full service schools shall comply with the general criteria found in the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal, as well as the specific criteria found herein. Clinics shall be located and equipped to provide emergency aid to students. Closets and storage cabinets used for medications and bandages shall have locks, and shall be designed to be under con- stant supervision.

453.22.2 School clinics shall include locked storage, toilet room and shower, and bed space.

453.22.3 Sanitary facilities are required as follows:

453.22.3.1 Elementary school clinics, including kinder- garten, shall include at a minimum one accessible toilet room, to serve male and female students, complete with a water closet, lavatory, accessible shower, changing table, and accessories.

453.22.3.2 Secondary and VTC school clinics shall include two accessible toilet rooms complete with water closet, lavatory, accessories and shower.

453.22.3.3 Toilet rooms in clinics shall include both hot and cold water at the showers and all lavatories. The water temperature shall be controlled by a mixing valve and shall not exceed 110°F (43°C).

453.22.3.4 Toilet rooms shall have exhaust fans vented to the exterior.

453.22.3.5 A working counter top with lavatory/sink and hot water shall be provided in each clinic.

453.22.4 The bed area shall be designed to maintain con- stant visual supervision from the office. Space for stu- dent beds shall be provided in each clinic at 50 square feet (4.6 m2) per bed. Space for beds in secondary and VTC schools shall be equally divided for male and female students. Beds shall be provided based on student capacity in the following ratios:

453.22.4.1 Up to 500 students—three beds.

453.22.4.2 501 to 1,000 students—four beds.

453.22.4.3 1,001 to 2,000 students—five beds.

453.22.4.4 Over 2,000—six beds.

453.22.5 Full-service school health clinics.

453.22.5.1 Location. Clinics shall be located to pro- vide a direct accessible route from the exterior and from the interior or by a connecting covered walk.

453.22.5.2 Parking. Clinics shall be provided with 10 designated parking spaces immediately adjacent to the clinic, one of which shall be accessible to persons with disabilities.

453.22.5.3 Sanitary facilities. Sanitary facilities are required as follows:

453.22.5.3.1 Full-service school clinics shall include one accessible toilet room for males and one for females, complete with water closet, lavatory, acces- sories, and shower. Additional toilets may be

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required for a full-service school clinic depending on occupant load and program.

453.22.5.3.2 Hot and cold water shall be provided at the showers and lavatories. The water temperature shall be controlled by a mixing valve and shall not exceed 110°F (43°C).

453.22.5.3.3 Toilet rooms shall have exhaust fans vented to the exterior.

453.22.5.3.4 A nurses’ station shall be provided with a working counter with lavatory/sink and be located so as to maintain visual supervision of the bed area.

453.22.5.4 Locked storage rooms shall be provided for a refrigerator, files, equipment, and supplies.

453.22.5.5 Data outlets shall be provided for computer hook-ups and computer networking and additional electric outlets shall be provided for hearing and vision testing machines.

453.23 Kilns. Kilns shall not be located near or adjacent to paths of egress or exit and shall be placed in separate rooms when serving students through grade 3. Kiln rooms shall be provided with appropriate smoke/heat detectors connected to the fire alarm system.

453.24 Open plan schools. An open plan building or portion of a building may be subdivided into smaller areas by use of low partitions [maximum 5 feet high (1524 mm)], movable partitions, or movable furnishing, which by location and type do not hinder or obstruct the ability of persons in one area of the plan to be immediately aware of an emergency condition in any other area of the plan. Corridors shall be identified with different color or type of flooring materials, by perma- nent low partitions or by other means to prevent blockage of the path of egress to exits by partitions or furniture. When open plan schools are partitioned, the work shall conform to the code requirements for new construction. Demountable or movable partitions in open plan classroom areas shall be a maximum of 5 feet (1524 mm) in height and shall terminate a minimum of 5 feet (1524 mm) from any permanent wall. All circulation openings in open plan areas shall be a minimum of 5 feet (1524 mm) wide. Movable furnishings shall not exceed 5 feet (1524 mm) in height and shall have a stable base.

453.25 Public shelter design criteria.

453.25.1 New facilities. New educational facilities for school boards and Florida college boards, unless specifi- cally exempted by the board with the written concurrence of the applicable local emergency management agency or the Florida Division of Emergency Management (DEM), shall have appropriate areas designed as enhanced hurri-

cane protection areas (EHPAs) in compliance with this section.

Exception: Facilities located, or proposed to be located, in a Category A, B or C evacuation zone shall not be subject to these requirements.

453.25.1.1 Enhanced hurricane protection areas (EHPA). The EHPA areas shall provide emergency shelter and protection for people for a period of up to 8 hours during a hurricane.

453.25.1.1.1 The EHPA criteria apply only to the specific portions of (K–12) and Florida college edu- cational facilities that are designated as EHPAs.

453.25.1.2 The EHPAs and related spaces shall serve the primary educational or auxiliary use during non- shelter occupancy.

453.25.2 Site. Factors such as low evacuation demand, size, location, accessibility and storm surge may be con- sidered by the board, with written concurrence of the local emergency management agency or the DEM, in exempt- ing a particular facility.

453.25.2.1 Emergency access. EHPAs shall have at least one route for emergency vehicle access. The emergency route shall be above the 100-year flood- plain. This requirement may be waived by the board, with concurrence of the local emergency management agency or the DEM.

453.25.2.2 Landscaping. Landscaping around the EHPAs shall be designed to preserve safety and emer- gency access. Trees shall not conflict with the function- ing of overhead or underground utility lines, or cause laydown or impact hazard to the building envelope.

453.25.2.3 Parking. During an emergency condition, vehicle parking shall be prohibited within 50 feet (15 240 mm) of an EHPA. Designated EHPA parking areas may be unpaved.

453.25.2.4 Signage. Floor plans of the facility, indicat- ing EHPAs, shall be mounted in the emergency man- ager’s office/area.

453.25.3 Design. EHPAs may be above or below ground and may have more than one story, provided the design satisfies the wind load and missile impact criteria. Modu- lar and open-plan buildings may serve as EHPAs provided the design satisfies the wind load and missile impact crite- ria.

453.25.3.1 Excluded spaces. Spaces such as mechani- cal and electrical rooms, storage rooms, open corridors, kitchens, science rooms and labs, vocational shop areas and labs, computer rooms, attic and crawl spaces shall not be used as EHPAs.

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453.25.3.2 Capacity. Fifty percent of the net square feet of a designated educational facility shall be con- structed as EHPAs. The net square feet shall be deter- mined by subtracting from the gross square feet those spaces, such as mechanical and electrical rooms, stor- age rooms, open corridors, kitchens, science rooms and labs, vocational shop areas and labs, computer rooms, attic and crawl spaces that shall not be used as EHPAs. The board, with concurrence of the applicable local emergency management agency or DEM, may adjust this requirement if it is determined to be in its best interest. The capacity of an EHPA shall be calculated at 20 square feet (1.86 m2) per occupant (adults and chil- dren five years or older).

453.25.3.3 Toilets. Toilet and hand-washing facilities should be located within the EHPAs and provided at one toilet and one sink per 40 occupants. These required toilet and hand-washing facilities are not in addition to those required for normal school occupancy and shall be included in the overall facility fixture count.

453.25.3.3.1 Support systems for the toilets, e.g., bladders, portable toilets, water storage tanks, etc., shall be capable of supplying water and containing waste, for the designed capacity of the EHPAs.

453.25.3.3.2 Plumbing and valve systems of “nor- mal” toilets within the EHPAs may be designed for conversion to emergency operation to meet the required demand.

453.25.3.4 Food service. Where feasible, include counter tops for food distribution functions in the EHPAs.

453.25.3.5 Manager’s office. An administration office normally used by a school administrator shall be identi- fied as the EHPA manager’s office and shall be located within the EHPA. The office shall have provisions for standby power, lighting, communications, main fire alarm control panel and storage for the manager’s equipment.

453.25.4 Structural standard for wind loads. At a mini- mum, EHPAs shall be designed for hurricane wind loads in accordance with ICC 500.

453.25.4.1 Enclosure classifications. Enclosure classi- fications for EHPAs shall be determined in accordance with ASCE 7-10, Section 26.2.

453.25.4.2 Mechanical ventilation. EHPAs shall have mechanical ventilation systems. Ventilation shall be provided at a minimum rate of 2 cfm per square foot (0.6 m3/min. per square meter) of EHPA floor area. The mechanical ventilation system shall be connected to the EHPA’s emergency power.

453.25.4.3 Exterior envelope. The exterior envelope, louvers over air intakes and vents, and gooseneck-type intakes and vents of EHPAs shall be designed and installed to meet the wind load and missile impact crite- ria.

453.25.4.3.1 HVAC equipment mounted on roofs and anchoring systems shall be designed and installed to meet the wind load criteria.

453.25.4.3.2 Roof-mounted HVAC equipment shall have a 12-inch-high (305 mm) curb around the roof opening and be designed to prevent the entry of rain water.

Exception: Exposed mechanical equipment or appliances fastened to a roof or installed on the ground in compliance with the code using rated stands, platforms, curbs, slabs, walls, or other means are deemed to comply with the wind-resis- tance requirements of the 2007 Florida Building Code, as amended. Further support or enclosure of such mechanical equipment or appliances is not required by a state or local official having authority to enforce the Florida Building Code.

453.25.5 Electrical and standby emergency power sys- tem. The EHPA shall be provided with a standby emer- gency electrical power system, per Chapter 27, NFPA 70 Articles 700 and 701, which shall have the capability of being connected to a backup generator or other optional power source. Where economically feasible, an equivalent photovoltaic system may be provided. The EHPA’s emer- gency systems includes, but are not limited to: (1) an emergency lighting system, (2) illuminated exit signs, (3) fire protection system(s), alarm (campus wide) and sprin- kler, and (4) minimum ventilation for health/safety pur- poses. The fire alarm panel shall be located in the EHPA manager’s office. A remote annunciator panel shall be located in or adjacent to the school administrator’s office. When generators are installed, the facility housing the generator, permanent or portable, shall be an enclosed area designed to protect the generators from wind and missile impact. Air intakes and exhausts shall be designed and installed to meet the wind load and missile impact criteria. Generators hardened by the manufacturer to withstand the area’s design wind and missile impact criteria shall be exempt from the enclosed area criteria requirement.

453.25.5.1 EHPA lighting. Emergency lighting shall be provided within the EHPA area, EHPA manager’s office, toilet rooms, main electrical room and generator spaces and shall be at least 10 footcandles (100 lux) of general illumination, which can be reduced to 1/2 foot- candle (5 lux) in the sleeping areas during the night.

453.25.5.2 Optional standby systems. Additional non- life safety systems, as defined by Chapter 27, NFPA 70 Article 702 (Optional Standby systems), may be sup- plied power, if available, by the standby emergency power system. These systems shall be connected to the standby emergency power system via an electrical sub- panel to the standby electrical power system’s main electrical panel. This will allow selective or total load shedding of power if required. The fire alarm, emer- gency lighting and illuminated exit signs throughout the entire campus shall receive first priority to power provided by the standby emergency power system per Chapter 27, NFPA 70 Article 700. The systems listed are not all encompassing but are in order of priority.

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Local officials may request additional nonlife safety systems they deem necessary for health, welfare and safety of the public during occupancy:

1. Remainder of the school’s campus security light- ing (building and site).

2. Additional ventilation systems within the EHPA, including heat.

3. Intercom system.

4. Food storage equipment.

5. Additional electric receptacles, other than those required by Section 453.25.5.3.

453.25.5.3 Receptacle outlets. A minimum of four electrical outlets, served with power from the standby circuits, shall be provided in the EHPA manager’s office.

453.25.6 Inspections. EHPAs shall be considered “thresh- old buildings” in accordance with Section 553.71(11), Florida Statutes, and shall comply with Sections 553.79(5), 553.79(7), and 553.79(8), Florida Statutes.

453.25.6.1 Construction of EHPAs shall be inspected during the construction process by certified building code inspectors or the design architect/engineer(s) cer- tified pursuant to Part XII Chapter 468, Florida Stat- utes and threshold inspectors for compliance with applicable rules and laws.

453.25.6.2 The emergency electrical systems shall be inspected during the construction process by certified electrical inspector or Florida-registered professional engineers certified pursuant to Part XII Chapter 468, Florida Statutes, skilled in electrical design.

453.25.6.3 EHPAs shall be inspected and recertified for compliance with the structural requirements of this sec- tion every five years by a Florida-registered profes- sional engineer skilled in structural design. If any structural system, as specified in this section, is dam- aged or replaced, the recertification shall be obtained prior to the beginning of the next hurricane season.

453.25.6.4 All shutter systems, roofs, overflow scup- pers, and structural systems of EHPAs shall be inspected and maintained annually prior to hurricane season and after a major event. All emergency genera- tors shall be inspected under load conditions including activation of the fire alarms, emergency lights in accor- dance with applicable equipment codes and NFPA standards, and including mechanical systems and receptacles connected to the emergency power.

453.26 Time-out rooms.

453.26.1 Locking an individual inside a space without a means of opening the door from within that space is con- trary to the exiting philosophy of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal for educational facilities. The edu- cational program which requires containment of the out- of-control student can be accommodated within this con- text only if the following are met:

453.26.2 Electromagnetic locking device. When a time- out room is to be locked, an electromagnetic locking device may be used and shall have the following features:

453.26.2.1 The lock shall remain engaged only when a push button mounted outside the time-out room adja- cent to the door frame is continuously depressed by hand. Upon release of pressure, the door shall unlock. The locking device shall be designed so that it cannot be engaged by leverage of an inanimate object or in any other manner except by constant human contact.

453.26.2.2 The push button, or similar device, shall be recessed from the face of the unit housing, or in some other way designed to prevent taping or wedging the button in the engaged mode.

453.26.2.3 The device shall have an interface relay with the fire alarm system and shall automatically release upon activation of the fire alarm.

453.26.2.4 The locking device shall automatically dis- engage in the event of a power failure.

453.26.2.5 Timers shall not be used on the locking device.

453.26.3 Door requirements. The door shall have only a push plate exposed on the interior of the room.

453.26.3.1 The door shall swing out of the room and shall be equipped with a fully concealed track-type closer.

453.26.3.2 A vision panel shall be provided in the door, and it shall be no larger than 144 square inches (0.093 m2). The view panel shall consist of a clear 1/4 -inch- thick (6 mm) unbreakable plastic panel flush with the inside face of the door on the inside of the room. The panel shall be positioned in the door so that a staff member may continuously keep the student under sur- veillance.

453.26.3.3 The door frame and jamb/head reveal on the inside shall be minimal. If provided, a flat metal thresh- old shall be used.

453.26.4 Finishes. The floor and walls shall be durable, vandal-resistant materials. The ceiling shall be of a solid and moisture-resistant material. There shall be no projec- tions or protrusions from the walls, ceiling, or floor. All surfaces shall be smooth and no electrical outlets, switches, plumbing clean-outs or similar items shall be inside the room. The room shall not contain anything that can be set on fire, torn, shredded or otherwise used for self-harm.

453.26.5 Minimum size. The room shall be designed for a single occupant only and shall be a minimum of 6 feet by 6 feet (1828 mm by 1828 mm).

453.26.6 Lighting. The room shall have a recessed van- dalproof light fixture in the ceiling capable of being dimmed. The ligt switch shall be located outside the room adjacent to the door jamb.

453.26.7 HVAC required. Time-out rooms shall be mechanically heated and cooled. Registers shall be ceiling mounted and vandalproof.

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453.27 New relocatable buildings.

453.27.1 Relocatables. The terms “relocatable” and “por- table” are interchangeable and both terms are used to describe buildings which are constructed to the same building codes as permanent public school buildings, except they are designed to be moved. These buildings may be manufactured in a plant, constructed on site, may be made of demountable components, and may be com- bined. All new relocatable or portable classrooms shall be designed and constructed in compliance with the Florida Building Code, the Florida Fire Prevention Code as adopted by the State Fire Marshal and the Department of Business and Professional Regulation rules for factory- built school buildings (see Section 458). The requirements for new relocatables contained herein are in addition to the minimum requirements of the Florida Building Code and the Florida Fire Prevention Code as adopted by the State Fire Marshal. New relocatables which do not comply with the building codes, fire codes and these standards shall not be used as classrooms or for any other student occupancy.

453.27.1.1 Factory-built school shelter means any site- assembled or factory-built school building that is designed to be portable, relocatable, demountable or reconstructable and that complies with the provisions for enhanced hurricane protection areas, as required by the applicable code (see Section 453.25).

453.27.2 Design, plan approval, construction. Regard- less of cost or fund source, whether used for classroom, auxiliary or ancillary space, whether leased, purchased, contracted, or constructed by the school board or Florida college board, plans and documents for relocatables, por- tables and modular schools shall be prepared by Florida registered design professionals and submitted to the authority having jurisdiction for review and approval for compliance with Florida laws, rules, building and life safety codes. The buildings shall be constructed and inspected by personnel licensed, certified or trained as required by Florida construction industry licensing laws.

453.27.2.1 District-wide foundation plans. District- wide foundation plans for tie down and wind resistance for each type of relocatable and each type of known soil condition in the district, shall be prepared and reviewed at the time of the design and shall be required as a part of the approval of any relocatable. These documents shall be kept on file in the district, with an additional copy in each relocatable filed together with current annual local fire inspection reports, as required by law. The foundation plans shall be reviewed and updated when necessary for compliance with current code for subsequent installations of the relocatable. Relocatables which do not meet the requirements of code for tie down and wind resistance shall not be occupied.

453.27.2.2 DOT requirements. Relocatable units designed to be moved on state roads shall comply with the maximum unit height, length and width require- ments of the DOT.

453.27.2.3 Inventory/construction date signage. A FISH inventory room number and the date of construc-

tion shall be noted on an inventory sign permanently affixed outside, beside or above the door, on all relocat- ables owned or leased by a district.

453.27.3 Construction type. All new relocatables con- structed, purchased or otherwise acquired by a board shall be noncombustible Type I, II or IV construction.

453.27.4 Accessibility. All relocatables constructed, pur- chased or otherwise acquired by a board after the effective date of these standards shall comply with the Americans with Disabilities Act as modified by Chapter 553, Florida Statutes, Florida Building Code, Accessibility. Relocat- ables intended for use at facilities housing up to grades 5 or 6, shall also conform to the federal criteria ADA Acces- sibility Guidelines for Building Elements Designed for Children’s Use, which is available from the U.S. Architec- tural and Transportation Barriers Compliance Board.

453.27.5 Site standards/site plan. Relocatables placed on educational plant sites shall comply with federal and state laws and rules relating to the placement of structures on sites, as well as building code, fire code site requirements.

453.27.5.1 Floodplain. Compliance with floodplain standards is required for the initial and subsequent installation of public educational relocatable units. The finished floor shall be 12 inches (305 mm) above base flood elevation, the structure shall be designed to meet the Florida Building Code and anchored to resist buoy- ant forces.

453.27.5.2 Covered walks and technology. New relo- catables and “modular schools” acquired by a board which are intended for long term use, shall be con- nected from exit door to the core facilities by accessible covered walkways, and shall contain wiring and com- puter technologies which connect to the facility’s tech- nology, communications and fire alarms infrastructure.

Exceptions:

1. Covered walks and public address systems are not required for Florida college facilities.

2. Temporary relocatables constructed after the date of this standard shall meet all construc- tion requirements of this code, except that covered walks may be installed. The term “temporary relocatable” means relocatables which are used for less than 3 years to provide temporary housing while permanent replace- ment classrooms and related facilities are under construction, renovation or remodeling. The term “temporary relocatable” does not apply to relocatables which have been located on a school site for more than 2 years and used for classrooms or for student occupancy, where there is no identifiable permanent facil- ity which is under construction, being remod- eled, or renovated to house the students.

453.27.5.3 Separation of units. Type I, II or IV, (non- combustible) relocatable units shall be separated as required by the Florida Building Code and the school site plan.

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453.27.6 Structure. Relocatable structures shall be posi- tively anchored and designed to comply with Florida Building Code requirements.

453.27.7 Fire-retardant-treated wood (FRTW). Only FRTW which does not contain ammonium phosphates, sulfates, or halides may be used in the roof structure of Type II construction, as authorized by other sections of the Florida Building Code. FRTW shall comply with the spe- cific requirements found elsewhere in these public educa- tional facilities requirements. Contractors shall provide evidence of compliance to inspectors. Inspection access panels shall be provided to facilitate initial and annual inspections for general condition assessment of FRTW and connectors.

453.27.8 Doors. Exit doors shall swing in the direction of exit travel.

453.27.8.1 Classroom locksets. Each door shall be equipped with a lockset, which is readily opened from the side from which egress is to be made at all times, a threshold, heavy duty hinges, and closer to control door closing. Each door shall have a view panel, with mini- mum dimensions of 8 inches (203 mm) by 42 inches (1067 mm) and a maximum of 1,296 square inches (0.84 m2), of 1/4-inch (6 mm) tempered or safety glass installed with the bottom edge of the panel at 30 inches (762 mm) AFF. Each exterior door shall be protected from the elements by a roof overhang.

453.27.8.2 Roofed platform. All exterior doors shall open onto a minimum 5 foot by 5 foot (1524 mm by 1524 mm) roofed platform with handrails, which is level with the interior floor.

453.27.9 Operable windows. Classrooms shall have oper- able windows equal to at least 5 percent of the floor area of the unit where required by Section 1013.44, Florida Statutes. Exterior doors may be included in computing the required 5 percent. Awning, casement, or projecting win- dows shall not be placed in walls with adjacent walks, ramps, steps or platforms.

453.27.9.1 Rescue. Windows for emergency rescue shall comply with NFPA 101, Florida edition as adopted by the Florida Fire Prevention Code, shall be operable from the inside by a single operation and shall be labeled “EMERGENCY RESCUE—KEEP AREA CLEAR.”

453.27.10 Finishes. Finishes in relocatable units shall comply with the following:

453.27.10.1 Interior walls and ceilings. Interior wall and ceiling finishes in classrooms and other student use spaces shall be Class A or B as defined in NFPA 101, Florida edition as adopted by the Florida Fire Preven- tion Code. Corridor finishes shall be Class A. Formal- dehyde levels shall not exceed the minimum HUD standards for manufactured housing.

453.27.10.2 Floors. Floors shall be covered with resil- ient material, carpet, or other finished product. Carpet in classrooms shall be tested and certified by the manu- facturer as passing the Radiant Panel Test Class II. Car-

pet in corridors shall be tested and certified by the manufacturer as passing the Radiant Panel Test Class I.

453.27.10.3 Toilet rooms, showers and bathing facil- ities. Partitions and walls separating group toilet rooms shall be extended to the bottom of the roof deck.

453.27.10.3.1 Toilet room floors and base shall be finished with impervious nonslip materials. Toilet room walls shall be finished with impervious mate- rials which shall be extended to a minimum height of 6 feet (1828 mm).

453.27.10.3.2 Ceilings shall be of solid-type mois- ture-resistant materials.

453.27.11 Fire extinguishers. At least one appropriate fire extinguisher shall be provided in each relocatable classroom unit and in each classroom of a multiclassroom building.

453.27.12 Document storage. Provision shall be made to secure foundation plans and to post the annual fire inspec- tion report within each relocatable unit.

453.27.13 Time-out rooms. Time-out rooms are not rec- ommended but, when provided, shall comply with the spe- cific requirements for time-out rooms found elsewhere in these public educational facilities code requirements.

453.27.14 Child care/day care units. Standard classroom units intended to house birth to age 3 children, including teenage parent programs (TAP), shall meet the additional criteria under the title of Child Care/Day Care/Prekinder- garten Facilities for permanent buildings contained in these public educational facilities requirements, as well as the following:

453.27.14.1 All TAP spaces where residential kitchens are provided shall have two doors exiting directly to the outside and remotely located from each other. Areas designated for children’s sleeping mats, cots or cribs, shall have a clearly marked exit passageway.

453.27.15 Illumination required. Illumination in class- room units shall be designed to provide an average main- tained 50 footcandles (500 lux) at desk top.

453.27.15.1 Emergency lighting. Each classroom unit shall be equipped with emergency lighting.

453.27.15.2 Exterior lighting. Exterior lighting shall be provided as required elsewhere in these public edu- cational facilities code requirements.

453.27.15.3 Exit lighting. Exit lights shall be provided as required by the Florida Fire Prevention Code adopted by the State Fire Marshal.

453.27.16 Air conditioning, heating and ventilation. Relocatable facilities shall meet Florida Building Code requirements.

453.27.17 Technology. Relocatables shall contain wiring and computer technology appropriate for the programs to be housed.

453.27.18 Fire safety requirements. New relocatables shall be provided with fire alarm devices meeting the code requirements for permanent educational facilities and shall

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be connected to the facility’s main fire alarm system as required by code.

453.27.19 Inspection of units during construction. Boards shall provide for the inspection of relocatables during construction, as required by the Florida Building Code, as authorized by statute.

453.27.20 Inspection of units prior to occupancy. Prior to occupancy new relocatables shall be inspected and approved for compliance to the Florida Building Code. New units shall have foundation plans provided and secured, in the relocatable along with the local fire inspec- tor report. Certification of such inspection shall remain on file with the district. Inventory/date of construction sig- nage shall be affixed to the relocatable. Where FRTW is used, inspection access panels shall be provided and within easy reach to facilitate inspection for general condi- tion assessment of FRTW and connectors.

SECTION 454 SWIMMING POOLS AND BATHING PLACES

(PUBLIC AND PRIVATE)

454.1 Public swimming pools and bathing places. Public swimming pools and bathing places shall comply with the design and construction standards of this section.

Exceptions:

1. A portable pool used exclusively for providing swimming lessons or related instruction in support of an established educational program sponsored or provided by a school district may not be regulated as a public pool. Such pool shall be regulated as a pri- vate swimming pool under Section 454.2.

2. A temporary pool may not be regulated as a public pool. Such pool shall be regulated as a private swim- ming pool under Section 454.2.

454.1.1 Flood hazard areas. Public swimming pools installed in flood hazard areas established in Section 1612.3 shall comply with Section 1612.

Note: Other administrative and programmatic provisions apply. See Department of Health (DOH) Rule 64E-9, Florida Administrative Code and Chapter 514, Florida Statutes. The regulation and enforcement of the initial and annual operation permit for public pools are preempted to the DOH. The con- struction permit holder is responsible for obtaining an opera- tion permit issued by DOH, as a public swimming pool shall not be put into operation without an inspection and operation permit issued from the DOH. DOH may grant variances from the provisions of the Florida Building Code specifically per- taining to public swimming pools and bathing places as authorized by Section 514.0115, Florida Statutes. Building officials shall recognize and enforce variance orders issued by the Department of Health pursuant to Section 514.0115(5), Florida Statutes including any conditions attached to the granting of the variance.

“Bathing load” means the maximum number of persons allowed in the pool or bathing place at one time.

“Collector tank” means a reservoir, with a mini- mum of 2.25 square feet (0.2 m2) water surface area open to the atmosphere, from which the recircula- tion or feature pump takes suction, which receives the gravity flow from the main drain line and surface overflow system or feature water source line, and that is cleanable.

“Department” means the permitting/inspection authority.

“Effective barrier” is a barrier which consists of a building, or equivalent structure, plus a 48-inch (1219 mm) minimum height fence on the remaining sides or a continuous 48-inch (1219 mm) minimum height fence. All access through the barrier must have one or more of the following safety features: alarm, key lock or self-locking doors and gates. Safety covers that comply with the American Soci- ety for Test Materials standard F1346 may also be considered as an effective barrier.

“D.E.” is the Diatomaceous Earth that is used as a filter aid in D.E.-type filters. For the purpose of this rule, it also includes alternative filter aids that have been approved under NSF/ANSI Standard 50, and accepted by the filter manufacturer.

“Interactive water features” means a structure designed to allow for recreational activities with recirculated, filtered, and treated water; but having minimal standing water. Water from the interactive fountain type features is collected by gravity below grade in a collector tank or sump. The water is fil- tered, disinfected and then pumped to the feature spray discharge heads. The collector tank and water filtration features required make this structure a type of public swimming pool.

“Marking” or “Markings” refers to the placement and installation of visual marking cues to help patrons identify step, bench and swimout outlines, slope break location, depth designations and NO ENTRY and NO DIVING warnings. When mark- ings are specified by code to be dark, the term “dark” shall mean a Munsell color value from zero to four.

“Perimeter overflow gutter” means a level trough or ledge around the inside perimeter of the pool con- taining drains to clean the pool water surface.

“Plunge pool” means the receiving body of water located at the terminus of a recreational water slide.

“Pool floor” means the interior pool bottom surface which consists of that area from a horizontal plane up to a maximum of a 45-degree slope.

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“Pool wall” means the interior pool side surfaces which consist of that area from a vertical plane to a 45-degree slope.

“Pool turnover” means the circulation of the entire pool volume through the filter system. Pool volume shall be determined from the design water level which is the normal operating water level; for gut- ter-type pools it is the horizontal plane of the upper lip of the gutter and for skimmer pools it is the cen- terline of the skimmer opening.

“Portable pool” means a pool or spa, and related equipment systems of any kind, which is designed or intended to be movable from location to location.

“Precoat pot” means a container with a valved con- nection to the suction side of the recirculation pump of a pressure diatomaceous earth (D.E.) type filter system used for coating the filter with D. E. powder or NSF/ANSI Standard 50-2007 and manufacturer approved substitute filter aid.

A “public swimming pool” or “public pool” means a watertight structure of concrete, masonry, or other approved materials which is located either indoors or outdoors, used for bathing or swimming by humans, and filled with a filtered and disinfected water supply, together with buildings, appurte- nances, and equipment used in connection there- with. A public swimming pool or public pool shall mean a conventional pool, spa-type pool, wading pool, special purpose pool, interactive water feature or water recreation attraction, to which admission may be gained with or without payment of a fee and includes, but is not limited to, pools operated by or serving camps, churches, cities, counties, day care centers, group home facilities for eight or more cli- ents, health spas, institutions, parks, state agencies, schools, subdivisions, or the cooperative living-type projects of five or more living units, such as apart- ments, boardinghouses, hotels, mobile home parks, motels, recreational vehicle parks, and townhouses. The term does not include a swimming pool located on the grounds of a private residence.

“Recirculation system” means the system of piping and mechanics designed to remove the water from the pool then filter, disinfect and return it to the pool.

“Slip resistant” means having a textured surface which is not conducive to slipping under contact of bare feet unlike glazed tile or masonry terrazzo and nontextured plastic materials. Manufactured surface products shall be designated by the manufacturer as suitable for walking surfaces in wet areas.

“Spa pool” means a pool used in conjunction with high-velocity air or water.

“Special purpose pool” means a public pool used exclusively for a specific, supervised purpose, including springboard or platform diving training, SCUBA diving instruction, and aquatic programs

for persons with disabilities, preschool or kindergar- ten children.

“Swimming pool slide” is a slide designed by its manufacturer to discharge over the sidewall of a swimming pool.

“Swim spa” is a pool used in conjunction with a directional flow of water against which one swims.

“Sun shelf” means an area of a pool that adjoins the pool wall with a water depth less than 12 inches (305 mm), and is used for seating and play.

“Temporary pool” means a pool intended to be used in conjunction with a sanctioned national or international swimming or diving competition event that does not exceed 30 consecutive days of use.

“Wading pool” means a shallow pool designed to be used by children.

“Water recreation attraction” means a facility with design and operational features that provide patron recreational activity and purposefully involves immersion of the body partially or totally in the water. Water recreation attractions include water slides, river rides, water course rides, water activity pools, interactive water features, wave pools and any additional pool within the boundaries of the attraction.

“Water activity pool” means a water recreation attraction which has water-related activities such as rope ladders, rope swings, cargo nets and other simi- lar activities.

“Water slides” means a water recreation attraction ride which is characterized by having trough-like or tubular flumes or chutes.

“Water theme park” means a complex with con- trolled access, a fenced and gated attraction where guests enter through a limited number of entrances upon purchase of a ticket. These facilities are perma- nent and consist of multiple water recreation attrac- tions. Lifeguards are present during all operating hours.

“Water therapy facilities,” as that term is used in Section 514.0115, Item 1, Florida Statutes, are pools used exclusively for water therapy to treat a diagnosed injury, illness or medical condition, wherein the therapy is provided under the direct supervision of a Florida licensed physical therapist, occupational therapist or athletic trainer; pursuant to prescription by a physician or a physician’s assistant (PA) licensed pursuant to Chapters 458 or 459, Flor- ida Statutes, a podiatrist licensed pursuant to Chap- ter 461, Florida Statutes, or an advanced registered nurse practitioner (ARNP) licensed pursuant to Chapter 464, Florida Statutes; and the prescribing physician, PA, podiatrist or ARNP authorizes a plan of treatment justifying use of the pool for health care purposes.

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“Wave pool” means a water recreation attraction that is characterized by wave action.

“Wet deck area” means the 4-foot-wide (1219 mm) unobstructed pool deck area around the outside of the pool water perimeter, curb, ladders, handrails, diving boards, diving towers, or pool slides, water- falls, water features, starting blocks, planters or life- guard chairs.

“Zero depth entry pool” means a pool where the pool floor continues to slope upward to a point where it meets the surface of the water and the pool deck.

454.1.1.1 Sizing. The bathing load for conventional swimming pools, wading pools, interactive water fea- tures, water activity pools less than 24 inches (610 mm) deep and special purpose pools shall be computed on the basis of one person per 5 gpm (0.32 L/s) of recirculation flow. The bathing load for spa type pools shall be based on one person per each 10 square feet (0.9 m2) of surface area. The filtration system for swimming pools shall be capable of meeting all other requirements of these rules while providing a flow rate of at least 1 gpm (0.06 L/s) for each living unit at tran- sient facilities and 3/4 gpm (0.04 L/s) at nontransient facilities. Recreational vehicle sites, campsites and boat slips designated for live-aboards shall be consid- ered a transient living unit. For properties with multiple pools, this requirement includes the cumulative total gpm of all swimming pools, excluding spas, wading pools and interactive water features. All other types of projects shall be sized according to the anticipated bathing load and proposed uses. For the purpose of determining minimum pool size only, the pool turnover period used cannot be less than 3 hours.

454.1.2 Swimming pool construction standards.

454.1.2.1 Pool structure. Pools shall be constructed of concrete or other impervious and structurally rigid material. All pools shall be watertight, free from struc- tural cracks and shall have a nontoxic smooth and slip- resistant finish. All materials shall be installed in accor- dance with manufacturer’s specifications unless such specifications violate Chapter 64E-9, Florida Adminis- trative Code, rule requirements or the approval criteria of NSF/ANSI Standard 50 or NSF/ANSI Standard 60.

(a) Floors and walls shall be white or pastel in color and shall have the characteristics of reflecting rather than absorbing light. Tile used in less than 5 feet (1524 mm) of water must be slip resistant. A minimum 4-inch (102 mm) tile line, each tile a minimum size of 1 inch (25 mm) on all sides, shall be installed at the water line, but shall not exceed 12 inches (305 mm) in height if a dark color is used. Gutter-type pools may sub- stitute 2-inch (51 mm) tile, each a minimum size of 1 inch (25 mm) on all sides, along the pool wall edge of the gutter lip.

(b) One-inch (25 mm) square tile may be used if the manufacturer has specified the adhesive for use underwater to adhere the type of tile used [vitre- ous (glass) or ceramic]. Tiles shall not have sharp edges exposed that could cause bather injury.

454.1.2.2 Dimensions.

454.1.2.2.1 Dimensional standards. Dimensional standards for competition-type pools shall be those published by the National Collegiate Athletic Asso- ciation, 1990; Federation Internationale de Natation Amateur (FINA), 1998–2000 Handbook; 1998– 1999 Official Rules of Diving & Code Regulation of United States Diving Inc.; 1998 United States Swimming Rules and Regulations, and National Federation of State High School Associations, 1997–1998, which are incorporated by reference in this code.

454.1.2.2.2 Walls and corners. All pool walls shall have a clearance of 15 feet (4572 mm) perpendicular to the wall (as measured at design water level from gutter lip to gutter lip, or on skimmer pools, from vertical wall to vertical wall). Offset steps spa coves, spa pools and wading pools are exempt from this clearance requirement. Where interior steps protrude into the pool resulting in less than 15 feet (4572 mm) of clearance from any wall, such protrusion shall not exceed 6 feet (1828 mm) on any perpendic- ular line from a tangent to any pool wall from which the steps emanate. The upper part of pool walls in areas 5 feet deep or less shall be within 5 degrees (4572 mm) vertical for a minimum depth of 21/2 feet (762 mm) from which point the wall may join the floor with a maximum radius equal to the difference between the pool depth and 21/2 feet. The upper part of pool walls in areas over 5 feet (1524 mm) deep shall be within 5 degrees vertical for a minimum depth equal to the pool water depth minus 21/2 feet (762 mm) from which point the wall may join the floor with a maximum radius of 21/2 feet (762 mm). Corners shall be a minimum 90-degree angle. The corner intersections of walls which protrude or angle into the pool water area shall be rounded with a min- imum radius of 2 inches (51 mm). This radius shall be continued through the top of the gutter edge; chamfering is allowed, pool coping shall not over- hang into the pool more than 11/2 inches (38 mm).

454.1.2.2.3 Pool floor slope and slope transition. The radius of curvature between the floor and walls is excluded from these requirements. Multiple floor levels in pools are prohibited, however, an area meeting all of the requirements of a sun shelf shall not be considered a violation of this requirement.

454.1.2.2.3.1 Floor slope shall be uniform. The floor slope shall be a maximum 1 unit vertical in 10 units horizontal and a minimum of 1 unit ver-

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tical in 60 units horizontal in areas 5 feet (1524 mm) deep or less. The floor slope shall be a max- imum 1 unit vertical in 3 units horizontal in areas more than 5 feet (1524 mm) deep.

454.1.2.2.3.2 Any transition in floor slope shall occur at a minimum of 5 feet (1524 mm) of water depth. A slope transition must have a 2 to 6 inch (51 to 152 mm) wide dark contrasting tile mark- ing across the bottom and must extend up both sides of the pool at the transition point. The marking shall be continuous except for recessing grouting. A slope transition must have a safety line mounted by use of recessed cup anchors, 2 feet (610 mm) before the contrasting marking, towards the shallow end. The safety line shall have visible floats at maximum 7-foot (2134 mm) intervals.

454.1.2.2.4 Pool depths. The minimum water depth shall be 3 feet (914 mm) in shallow areas and 4 feet (1219 mm) in deep areas.

454.1.2.3 Markings.

454.1.2.3.1 Depth and markings. Depth and mark- ings shall meet the following criteria:

1. The minimum water depth shall be 3 feet (914 mm) in shallow areas and 4 feet (1219 mm) in deep areas.

2. Permanent depth markings followed by the appropriate full or abbreviated words “FEET,” “FT,” or “INCHES,” “IN,” shall be installed in minimum 4-inch-high (102 mm) numbers and letters on a contrasting background. Depth markers shall indicate the actual pool depth, within 3 inches (76 mm), at normal operating water level when measured 3 feet (914 m3) from the pool wall. Symmetrical pool designs with the deep point at the center may be allowed provided a dual marking system is used which indicates the depth at the wall and at the deep point.

3. At a minimum, the markings shall be located on both sides of the pool at the shallow end, slope break, deep-end wall and deep point (if located more than 5 feet (1524 mm) from the deep-end wall). Depth markings shall be legi- ble from inside the pool and also from the pool deck. The maximum perimeter distance between depth markings is 25 feet (7620 mm). Pool size and geometry may necessitate addi- tional depth marking placements about all sides of the pool to meet this requirement.

4. When a curb is provided, the depth markings shall be installed on the inside and outside or top of the pool curb. When a pool curb is not provided, the depth markings shall be located on the inside vertical wall at or above the water level and on the edge of the deck within 2 feet (610 mm) of the pool water. When open

type gutter designs are utilized, depth markers shall be located on the back of the gutter wall. When a coping stone with curved or angled underside is provided, the depth markings may be installed on the curved or angled coping underside, and outside or top of the pool curb.

5. When deck level perimeter overflow systems are utilized, additional depth marking signs shall be posted nearby or placed on adjacent fencing or walls and the size shall be increased so they are recognizable from inside the swim- ming pool. Alternatively, tile depth markers may be placed at the top of the pool wall just under the water level. Depth markers placed on the pool deck shall be within 3 feet (914 mm) of the water.

6. Those areas of the pool that are not part of an approved diving bowl shall have dark con- trasting tile, 4-inch-high (102 mm) “NO DIV- ING” markings installed along the perimeter of the pool on the top of the pool curb or deck within 2 feet (610 mm) of the pool water with a maximum perimeter distance of 25 feet (7620 mm) between markings. A 6-inch (152 mm) tile with a 4-inch (102 mm) or larger red, international “NO DIVING” symbol may be substituted for the “NO DIVING” markings.

7. All markings shall be tile, except that pools constructed of fiberglass, thermoplastic or stainless steel may substitute other type mark- ings when it can be shown that said markings are permanent and will not fade over time. This exemption does not extend to concrete pools that are coated with fiberglass. Tile alternative examples include stone or manu- factured plaques with engraved or sandblasted numbers and characters with permanent paint. Permanent appliqués may be used for fiber- glass, thermoplastics or stainless steel pools. All markings installed on horizontal surfaces shall have a slip-resistant finish. Markings shall be flush with the surrounding area where placed and recessed if necessary to provide a smooth finish that will avoid creation of an injury hazard to bathers. Pools that are not conducive to tile can employ other equivalent markings as stated above.

454.1.2.3.2 Designs or logos. Any design or logo on the pool floor or walls shall be such that it will not hinder the detection of a human in distress, algae, sediment, or other objects in the pool.

454.1.2.3.3 Lane markings. Pools that are not intended to be utilized for officially sanctioned com- petition may install lap lane markings provided they meet the following criteria: the markings must be 2 to 6 inches (51 to 152 mm) wide, they must termi- nate 5 feet (1524 mm) from the end wall in a “T” with the “T” bar at least 18 inches (457.2 mm) long,

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they must be placed at 7-foot (2134 mm) intervals on center and be no closer than 4 feet (1219 mm) from any side wall, steps or other obstructions. Floating rope lines associated with lap lanes must not obstruct the entrance or exit from the pool and are prohibited when the pool is open for general use.

454.1.2.3.4 Targets. Pools that are not intended for officially sanctioned competition may have 2 to 6 inch (51 to 152 mm) wide 18-inch by 18-inch (457 mm by 457 mm) targets (+) installed on the pool wall.

454.1.2.3.5 Rules and regulations signage. Rules and regulations for bathers shall be installed in mini- mum 1-inch (25.4 mm) letters which must be legible from the pool deck, and shall contain the following:

1. No food or beverages in pool or on pool wet deck.

2. No glass or animals in the fenced pool area (or 50 feet (15 240 mm) from unfenced pool).

3. Bathing load: ___ persons.

4. Pool hours: __ a.m. to __ p.m.

5. Shower before entering.

6. Pools of 200 square feet (18.58 m2) in area or greater without an approved diving well con- figuration shall have “NO DIVING”, in 4 inch (102 mm) letters included with the above listed pool rules.

7. Do not swallow the pool water. This statement shall be added to signs at pools that conduct alterations as that term is defined.

8. If the pool includes a sun shelf, “WARNING: DROP OFF AT SUN SHELF EDGE IS _×_ FEET DEEP” in 4-inch (102 mm) letters.

9. If the pool includes a sun shelf, “DO NOT PLACE FURNITURE IN POOL.”

454.1.2.4 Color. Pool floors and walls shall be white or light pastel in color and shall have the characteristic of reflecting rather than absorbing light. The interior fin- ish coating floors and walls shall be comprised of a nonpigmented white cementitious binder component together with a sand/aggregate component. The finish coating shall have a dry lightness level (CIE L value) of 80.0 or greater and a wet luminous reflectance value (CIE Y value) of 50.0 or greater, as determined by test results provided by the manufacturer, utilizing testing methodology from American Standard ASTM D4086, ASTM E1477, ASTM E1347. Pools constructed of fiberglass, thermoplastic, or stainless steel shall be sub- ject to the same interior finish color requirements. A minimum 4-inch (102 mm) tile line, each tile a mini- mum size of 1 inch (25 mm) on all sides, shall be installed at the water line, but shall not exceed 12 inches (305 mm) in height if a dark color is used. Gut- ter-type pools may substitute a 2-inch (51 mm) tile line, each tile a minimum size of 1 inch (25 mm) on all sides, along the pool wall edge of the gutter lip.

454.1.2.5 Access. All pools shall have a means of access every 75 feet (22 860 mm) of pool perimeter with a minimum of two, located so as to serve both ends of the pool. In addition, an access point shall be provided at the deep portion, if the deep portion is not at one end of the pool. When the deep portion of the pool is over 30 feet (9144 mm) wide, both sides of this area shall have a means of access. Access shall consist of ladders, stairs, recessed treads or swimouts and may be used in combination. All treads shall have a slip- resistant surface.

454.1.2.5.1 Ladders. Ladders shall be of the cross- braced type and shall be constructed of corrosion- resistant materials and be securely anchored into the pool deck. Clearance between the ladder and pool wall shall be between 3 to 6 inches (76 mm to 152 mm). Ladders shall extend at least 28 inches (711 mm) and no more than 40 inches (1016 mm) above the pool deck. Ladder bottom braces shall have intact end caps or bumpers that rest firmly against the pool wall. The top rung of the ladder shall be at or below the water level on open-gutter pools and not more than 12 inches (305 mm) below the deck or curb top on all other type pools.

454.1.2.5.2 Recessed treads. Recessed treads shall be installed flush with the wall and shall be a mini- mum 5 inches (127 mm) wide, 10 inches (254 mm) long, with a maximum vertical distance of 12 inches (305 mm) between treads.

454.1.2.5.3 Stairs. Stairs shall have a minimum tread width of 10 inches (254 mm) and a maximum width of 48 inches (1219 mm) for a minimum tread length of 24 inches (610 mm) and a maximum riser height of 10 inches (254 mm). Treads and risers between the top and bottom treads shall be uniform to within 1/2 inch (12.7 mm) in width and height. The riser heights shall be measured at the marked step edges and the differences in elevation shall be con- sidered the riser heights. The front 3/4 to 2 inches (19.1 to 51 mm) of the tread and the top 2 inches (51 mm) of the riser shall be tile, dark in color, contrast- ing with the interior of the pool. Tile shall be slip resistant. Bullnose tile that is slip resistant may be used when the 3/4-inch (19 mm) segment is placed on the tread or horizontal surface and the 2-inch (51 mm) segment is placed on the riser or vertical sur- face. Where the gutter is used as the top step, the tile on the gutter for the width of the steps shall be slip resistant. Vinyl liner and fiberglass pools may use other material for the step edge marking, provided the material is permanent, permanently secured, dark in color, nonfading and slip resistant.

Exception: Where a gutter is used as a top step, the gutter’s 2-inch slope from lip to the drain shall be continuous for the full length of the stairs, and the riser from the gutter to the next tread need not be uniform with the remaining ris- ers and treads.

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454.1.2.5.4 Swimouts. Swimouts shall extend 18 (457 mm) to 24 inches (610 mm) back from the pool wall, shall be 4 to 5 feet (1219 mm to 1524 mm) wide, shall be a maximum of 12 inches (305 mm) below the deck, unless stairs are provided in the swi- mout, and shall be located only in areas of the pool greater than 5 feet (1524 mm) deep. Pools that do not utilize a continuous perimeter overflow system must provide a wall return inlet in the swimout for circulation. A permanent dark contrasting colored band of tile shall be installed at the intersection of the pool wall and the swimout and must extend 2 inches (51 mm) on the horizontal and vertical sur- faces. Tile must be slip resistant. Bullnose tile may be substituted and installed in accordance with Sec- tion 454.1.2.5.3 above.

454.1.2.5.5 Handrails and grabrails. Handrails shall be provided for all stairs, shall be anchored in the bottom step and the deck. Where “figure 4” deck-mounted-type handrails are used, they shall be anchored in the deck and extend laterally to any point vertically above the bottom step. Grabrails must be mounted in the pool deck at each side of recessed steps. Handrails and grabrails shall extend between 28 and 40 inches (711 mm and 1016 mm) above the step edge and deck. Where stairs are used as an access point between a sun shelf and pool area, a handrail shall be provided. The hand rail shall be anchored into the bottom step and the sun shelf floor.

454.1.2.5.6 Disabled access. Permanent or portable steps, ramps, handrails, lifts or other devices designed to accommodate handicapped individuals in swimming pools may be provided. Lifts mounted into the pool deck shall have a minimum 4-foot- wide (1219 mm) deck behind the lift mount.

454.1.2.6 Obstructions. The pool water area shall be unobstructed by any type structure unless justified by engineering design as a part of the recirculation system. Engineering design and material specifications shall show that such structures will not endanger the pool patron, can be maintained in a sanitary condition and will not create a problem for sanitary maintenance of any part of the pool, pool water, or pool facilities. Structures in accord with the above shall not be located in a diving bowl area or within 15 feet (4572 mm) of any pool wall.

Exceptions:

1. Stairs, ladders and ramps, necessary for entrance/exit from the pool are not considered obstructions.

2. Underwater seat benches may be installed in areas less than 5 feet (1524 mm) deep. Bench seats must be 14 to 18 inches (356 to 457 mm) wide and must have a dark contrasting tile marking on the seat edge extending 2 inches (51 mm) on the horizontal and vertical sur- face. Tile shall be slip resistant. Bullnose tile

may be substituted and installed in accordance with Section 454.1.2.5.3. Vinyl liner, stainless steel and fiberglass pools may use other mate- rial for the bench edge marking as detailed in Section 454.1.2.3.1, Item 7, provided the material is permanently secured, dark in color, nonfading and slip resistant. Benches shall not protrude into the 15-foot (4572 mm) clearance requirement of Section 454.1.2.6. The bench shall not protrude into the diving bowl.

3. A sun shelf may be installed in pool areas with no more than 4 feet (1219 mm) of water depth, or less. A sun shelf must have a dark contrast- ing slip-resistant tile marking at the edge of the shelf and the pool wall extending 4 inches (102 mm) from the horizontal shelf edge sur- face. Additionally, a 2-inch (51 mm) contrast- ing tile line is required on the vertical pool wall at the edge of the shelf. Vinyl liner, stain- less steel and fiberglass pools may use other material for the sun shelf edge marking as detailed in Section 454.1.2.3.1, Item 7, pro- vided the material is permanently secured, dark in color, nonfading and slip resistant. When the edge of a sun shelf uses stairs as a transition, the sun shelf edge tile markings shall comply with step edge requirements as provided in Section 454.1.2.5.3. A sun shelf shall not protrude into the 15-foot (4572 mm) clearance requirement of Section 454.1.2.6. A sun shelf shall not protrude into the diving bowl. A sun shelf must additionally comply with Section 454.1.2.8.

454.1.2.7 Diving areas. Diving facilities shall meet the minimum requirements of the FINA dimensions for diving facilities in accordance with the 2005–2009 FINA Handbook and include the following

1. Diving boards or platforms with heights of less than the established standard shall meet the dimensional requirements of the next greater height.

2. Diving boards, platforms and ladders shall have a nonabsorbent, slip-resistant finish and be of suffi- cient strength to safely carry the anticipated loads. Diving equipment 1 meter and greater shall have guard rails which extend to the edge of the pool wall. All diving boards over 21 inches (533 mm) from the deck shall be provided with a ladder. Diving boards or platforms shall not be installed on curved walls where the wall enters into the defined rectangular diving area specified in this section. Adjacent platform and diving boards shall be parallel.

3. The location of pool ladders shall be such that the distance from the ladder to any point on a diving board or platform centerline is not less than the plummet to side wall dimension (b) indicated in

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the FINA standards. Trampoline-type diving facilities are prohibited.

4. Diving targets may be installed in accordance with FINA standards.

454.1.2.8 Sun shelves.

454.1.2.8.1 Sun shelf dimensional requirements. Sun shelf areas must be a minimum of 20 inches (508 mm) wide and provide a minimum of 10 square feet (0.93 m2) of horizontal surface adjoining on the edge of the pool over a distance of not less than 3 feet (914 mm). The sun shelf floor shall be horizon- tal or shall a have uniform slope from a zero depth entry, and its maximum depth shall be between 8 inches (203 mm) to 12 inches (254 mm) below the water surface.

454.1.2.8.2 Depth markers at sun shelves. Where a sun shelf is installed, wet deck-located depth and no- diving markers shall be placed every 20 feet (6096 mm) or less. If the vertical distance between the cop- ing or wet deck and the shelf floor adjacent to the wall is 12 inches (305 mm) or less, these markers shall indicate the water depth of the sun shelf. For open-type gutter pools, the vertical distance shall be measured from the gutter lip to the shelf floor. Where vertical distance between the coping or wet deck and the shelf floor adjacent to the wall is more than 12 inches (305 mm), “No-Entry” markers as described in Section 454.1.9.6.4 shall be provided in the deck. When the sun shelf does not use stairs as a transition, depth markers of the adjacent pool depth at the sun shelf edge and no-dive markers shall be placed on the sun shelf floor, every 10 feet (3048 mm) or less, along a line no more than 1 foot (305 mm) back from the edge of the sun shelf above the deeper pool. All markers shall comply with Items 2, 6 and 7 of Section 454.1.2.3.1, except the distance between them as described in this section shall be followed.

454.1.2.8.3 Access to sun shelf. For the purposes of Section 454.1.2.5, a sun shelf area shall be consid- ered an entrance to or exit from the pool. If the verti- cal distance between the coping and the shelf floor adjacent to the wall is more than 10 inches (254 mm), stairs up to the deck or coping shall be pro- vided which shall comply with Sections 454.1.2.5.3 and 454.1.2.5.5; or a zero-depth entry area comply- ing with Section 454.1.9.6 may be provided instead of stairs. For open gutter pools, where the gutter is used as a step, additional steps shall not be required where the distance from the gutter lip to the shelf floor is 10 inches or less. At least one handrail that is compliant with Section 454.1.2.5.5 must be pro- vided at the sun shelf.

454.1.2.8.4 Sun shelf turnover rate. Additional inlets shall be provided in the sun shelf area. The numbers and location shall be such as to ensure the volume of water in the shelf is filtered and chemi- cally treated once every 60 minutes (1 hour) or less.

454.1.3 Pool appurtenances.

454.1.3.1 Decks and walkways.

454.1.3.1.1 Pool wet decks shall be constructed of concrete or other nonabsorbent material having a smooth slip-resistant finish. Wet deck area finishes shall be designed for such use and shall be installed in accordance with the manufacturer’s specifica- tions. Wooden decks and walkways are prohibited.

454.1.3.1.2 Pool wet decks shall be uniformly sloped at a minimum of 2 percent to a maximum of 4 percent away from the pool or to deck drains to prevent standing water. Textured deck finishes that provide pitting and crevices of more than 3/16 inch (4.8 mm) deep that accumulate soil are prohibited. If settling or weathering occurs that would cause standing water, the original slopes shall be restored or corrective drains installed. When a curb is pro- vided, the deck shall not be more than 10 inches (254 mm) below the top of the curb.

454.1.3.1.3 Pool wet decks shall have a minimum unobstructed width of 4 feet (1219 mm) around the perimeter of the pool, pool curb, ladders, handrails, diving boards, diving towers and slides.

454.1.3.1.4 Traffic barriers shall be provided as needed so that parked vehicles do not extend over the deck area.

454.1.3.1.5 Walkways shall be provided between the pool and the sanitary facilities, and shall be con- structed of concrete or other nonabsorbent material having a smooth slip-resistant finish for the first 15 feet (4572 mm) of the walkway measured from the nearest pool water’s edge. A hose bibb with a vac- uum breaker shall be provided to allow the deck to be washed down with potable water.

454.1.3.1.6 Twenty percent of the deck along the pool perimeter may be obstructed as long as any one obstruction does not exceed 10 percent of the pool perimeter or 20 feet (6096 mm), whichever is less, in any one area where water depth is 5 feet (1524 mm) or less. Obstructions shall have a wet deck area behind or through them, with the near edge of the walk within 15 feet (4572 mm) of the water except approved slide obstructions shall have the near edge of the walk within 35 feet (10 668 mm) of the water. These obstructions must be protected by a barrier or must be designed to discourage patron access. Obstructions shall not include pool exit points. When an obstruction exists in multiple areas around the pool, the minimum distance between obstruc- tions shall be 4 feet (1219 mm).

454.1.3.1.7 Food or drink service facilities shall not be located within 12 feet (3658 mm) of the water’s edge.

454.1.3.1.8 The vertical clearance above the pool deck shall be at least 7 feet (2137 mm).

454.1.3.1.9 All public pools shall be surrounded by a minimum 48 inch (1219 mm) high fence or other

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approved substantial barrier. The fence shall be con- tinuous around the perimeter of the pool area that is not otherwise blocked or obstructed by adjacent buildings or structures and shall adjoin with itself or abut to the adjacent members. Access through the barrier or fence from dwelling units, such as homes, apartments, motel rooms and hotel rooms, shall be through self-closing, self-latching lockable gates of 48 inch (1219 mm) minimal height from the floor or ground with the latch located a minimum of 54 inches (1372 mm) from the bottom of the gate or at least 3 inches (76 mm) below the top of the gate on the pool side. If the self-closing, self-latching gate is also self-locking and is operated by a key lock, elec- tronic opener or integral combination lock, then the operable parts of such locks or openers shall be 34 inches minimum (864 mm) and 48 inches maximum (1219 mm) above the finished floor or ground. Doored access points from public rooms such as lobbies or club houses need not be through gates if the door(s) meet the same self-closing, self-latching requirements as a gate. Gates shall open outward away from the pool area. A latched, lockable gate shall be placed in the fence within 10 feet (3048 mm) of the closest point between the pool and the equipment area for service access.

Instead of a fence, permanent natural or man- made features such as bulkheads, canals, lakes, nav- igable waterways, etc., adjacent to a pool may be permitted as a barrier when approved. When evalu- ating such barrier features, the applicable governing body may perform onsite inspections, and review evidence, such as surveys, aerial photographs, water management agency standards and specifications, and any other similar documentation to verify at minimum, the following: the barrier feature is not subject to natural changes, deviations or alterations and is capable of providing an equivalent level of protection as that provided by a structure, and the barrier feature clearly impedes, prohibits or restricts access to the pool.

Screened pool enclosures must be hardened on the bottom 3 feet (914 mm). Fencing consideration shall be given to the U.S. Consumer Product Safety Commission (CPSC) Publication, No. 362, March 2005, guidelines available from CPSC.gov; or Sec- tions 454.2.17.1.1 through 454.2.17.1.8. Safety cov- ers that comply with ASTM F1346-91 (Reapproved 2003), titled Safety Covers and Labeling Require- ments for All Covers for Swimming Pools, Spas and Hot Tubs, and available from ASTM.org, do not sat- isfy this requirement.

454.1.3.2 Bridges and overhead obstructions or river rides. Bridges and overhead obstructions over the pool shall be designed so they will not introduce any contamination to the pool water. The minimum height of the bridge or obstruction shall be at least 4 feet (1219 mm) above the surface of the pool in all cases except when the pool is a river ride where it shall be at least 5

feet (1524 mm) above the surface of the pool. Mini- mum 42-inch-high (1067 mm) handrails shall be pro- vided along each side of the bridge. The walking surfaces shall be constructed of concrete or other non- absorbent material having a smooth slip-resistant fin- ish. Pool coping shall not overhang into the pool more than 11/2 inches (38 mm).

454.1.3.3 Safety.

454.1.3.3.1 All swimming pools shall be installed with a shepherd’s hook securely attached to a one piece pole not less than 16 feet (4880 mm) in length, and at least one 18-inch (457 mm) diameter lifesav- ing ring with sufficient rope attached to reach all parts of the pool from the pool deck. Safety equip- ment shall be mounted in a conspicuous place and be readily available for use. Pools greater than 50 feet (15 250 mm) in length shall have multiple units with at least one shepherd’s hook and one lifesaving ring located along each of the longer sides of the pools. Spa pools under 200 square feet (1.86 m2) of surface area, and interactive water features or wad- ing pools with 2 feet (610 mm) or less of water depth are exempt from this requirement.

454.1.3.3.2 All pools with a slope transition shall have safety line anchors as required by Section 454.1.2.2.3.2.

454.1.3.3.3 If a pool cover or solar blanket is installed, it shall be secured around the entire perim- eter and designed to support a live load of an adult person; or, the pool area shall be inaccessible to unauthorized individuals during times of cover or blanket use.

454.1.3.3.4 A room or space shall be provided for chemicals to be stored in a cool, dry, and well-venti- lated area under a roof and the area shall be inacces- sible to the public.

454.1.3.3.5 Swimming pool slides shall be installed in accordance with manufacturer’s specifications and sound engineering practice. Pools with slides designed for swimming pools are not required to sat- isfy those of slide plunge pools in Section 454.1.9.2.1.

454.1.3.3.6 Floating and climb-on devices, objects or toys that are not a part of the approved pool design shall not be tethered in the pool or installed without an engineering alterations application.

454.1.4 Electrical systems.

454.1.4.1 Electrical equipment and wiring. Electrical equipment wiring and installation, including the bond- ing and grounding of pool components shall comply with Chapter 27 of the Florida Building Code, Build- ing. Outlets supplying pool pump motors connected to single-phase 120-volt through 240-volt branch circuits, whether by receptacle or by direct connection, and out- lets supplying other electrical equipment and underwa- ter luminaires operating at voltages greater than the low voltage contact limit, connected to single-phase, 120

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volt through 240 volt branch circuits, rated 15 or 20 amperes, whether by receptacle or by direct connection, shall be provided with ground-fault circuit interrupter protection for personnel.

454.1.4.2 Lighting. Artificial lighting shall be provided at all swimming pools which are to be used at night or which do not have adequate natural lighting so that all portions of the pool, including the bottom, may be read- ily seen without glare.

454.1.4.2.1 Outdoor pool lighting. Lighting shall provide a minimum of 3 footcandles (30 lux) of illu- mination at the pool water surface and the pool wet deck surface. Underwater lighting shall be a mini- mum of 1/2 watt per square foot of pool water surface area.

454.1.4.2.2 Indoor pool lighting. Lighting shall provide a minimum of 10 foot candles (100 lux) of illumination at the pool water surface and the pool wet deck surface. Underwater lighting shall be a minimum of 8/10 watt per square foot of pool surface area.

454.1.4.2.3 Underwater lighting. Underwater lumi- naires shall comply with Chapter 27 of the Florida Building Code, Building. The location of the under- water luminaires shall be such that the underwater illumination is as uniform as possible. Underwater lighting requirements can be waived when the over- head lighting provides at least 15 footcandles (150 lux) of illumination at the pool water surface and pool wet deck surface.

454.1.4.2.4 Overhead wiring. Overhead service wiring shall not pass within an area extending a dis- tance of 10 feet (3048 mm) horizontally away from the inside edge of the pool walls, diving structures, observation stands, towers or platforms. Allowances for overhead conductor clearances to pools that meet the safety standards in the National Electrical Code may be used instead. Electrical equipment wiring and installation including the grounding of pool components shall comply with Chapter 27 of the Florida Building Code, Building.

454.1.5 Equipment area or rooms.

454.1.5.1 Equipment. Equipment designated by the manufacturer for outdoor use may be located in an equipment area, all other equipment must be located in an equipment room or enclosure. Plastic pipe subject to a period of prolonged sunlight exposure must be coated to protect it from ultraviolet light degradation. An equipment area shall be surrounded with a fence at least 4 feet (1219 mm) high on all sides not confined by a building or equivalent structure. A self-closing and self-latching gate with a permanent locking device shall be provided if necessary for access. An equipment room shall be protected on at least three sides and over- head. Any fence or gate installed shall use members spacing that shall not allow passage of a 4-inch (102 mm) diameter sphere. The fourth side may be a gate, fence, or open if otherwise protected from unauthorized

entrance. An equipment enclosure shall be lockable or otherwise protected from unauthorized access.

454.1.5.2 Indoor equipment. Equipment not desig- nated by the manufacturer for outdoor use shall be located in an equipment room. An equipment room shall be protected on at least three sides and overhead. The fourth side may be a gate, fence or open if other- wise protected from unauthorized entrance.

454.1.5.3 Materials. The equipment enclosure, area or room floor shall be of concrete or other nonabsorbent material having a smooth slip-resistant finish and shall have positive drainage, including a sump pump if nec- essary. Ancillary equipment, such as a heater, not con- tained in an equipment enclosure or room shall necessitate an equipment area as described above.

454.1.5.4 Ventilation. Equipment rooms shall have either forced draft or cross ventilation. All below-grade equipment rooms shall have a stairway access with forced draft ventilation or a fully louvered door and powered intake within 6 inches (152 mm) of the floor. Where stairway access is not necessary to carry heavy items into the below grade room or vault, a “ship’s lad- der” may be used if specified by the design engineer who must consider anticipated workload including equipment removal; and the ladder slope, tread height and width; and construction material of the ladder.

454.1.5.5 Access. The opening to an equipment room or area shall be a minimum 3 feet by 6 feet (914 mm by 1829 mm) and shall provide easy access to the equip- ment.

454.1.5.6 Size. The size of the equipment enclosure, room or area shall provide working space to perform routine operations. Clearance shall be provided for all equipment as prescribed by the manufacturer to allow normal maintenance operation and removal without disturbing other piping or equipment. In rooms with fixed ceilings, the minimum height shall be 7 feet (2137 mm).

454.1.5.7 Lighting. Equipment rooms or areas shall be lighted to provide 30 footcandles (300 lux) of illumina- tion at floor level.

454.1.5.8 Storage. Equipment enclosures, rooms or areas shall not be used for storage of chemicals emit- ting corrosive fumes or for storage of other items to the extent that entrance to the room for inspection or opera- tion of the equipment is impaired.

454.1.5.9 Hose bibbs. A hose bibb with vacuum breaker shall be located in the equipment room or area.

454.1.6 Plumbing systems.

454.1.6.1 Sanitary facilities. Swimming pools with a bathing load of 20 persons or less may utilize a unisex restroom. Pools with bathing loads of 40 persons or less may utilize two unisex restrooms or meet the require- ments of Table 454.1.6.1. Unisex restrooms shall meet all the requirements for materials, drainage and signage as indicated in Sections 454.1.6.1.1 through 454.1.6.1.4. Each shall include a water closet, a diaper

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change table, a urinal and a lavatory. Pools with a bath- ing load larger than 40 persons shall provide separate sanitary facilities labeled for each sex. The entry doors of all restrooms shall be located within a 200-foot (60 960 mm) walking distance of the nearest water’s edge of each pool served by the facilities.

Exception: Where a swimming pool serves only a designated group of residential dwelling units and not the general public, poolside sanitary facilities are not required if all living units are within a 200-foot (60 960 mm) horizontal radius of the nearest water’s edge, are not over three stories in height unless ser- viced by an elevator, and are each equipped with pri- vate sanitary facilities.

454.1.6.1.1 Required fixtures. Fixtures shall be provided as indicated on Table 454.1.6.1. The fix- ture count on this chart is deemed to be adequate for the pool and pool deck area that is up to three times the area of the pool surface provided. When multiple fixture sets are required and separate facilities are provided for each sex, the fixtures used in ancillary family-style restrooms can be used to meet the requirements of this section.

One diaper changing table shall be provided at each restroom. Diaper changing tables are not required at restrooms where all pools served are restricted to adult use only. Swim diapers are recom- mended for use by children that are not toilet trained. Persons that are ill with diarrhea cannot enter the pool.

Exception: When a public swimming pool meets all of the following conditions the following shall apply:

1. The pool serves only a designated group of dwelling units,

2. The pool is not for the use of the general public, and

3. A building provides sanitary facilities;

The fixture requirement for the building shall be determined and if it exceeds the requirement in Table 454.1.6.1 then the building requirement shall regulate the fixture count, otherwise the fixture count shall be based on the requirement for the pool. Under no circumstances shall the fixture counts be cumulative.

TABLE 454.1.6.1 PUBLIC SWIMMING POOL—REQUIRED FIXTURE COUNT

For SI: 1 square foot = 0.0929 m2.

An additional set of fixtures shall be provided in the men’s restroom for every 7,500 square feet (697 m2) or major fraction thereof for pools greater than 10,000 square feet (929 m2).

Women’s restrooms shall have a ratio of three to two water closets provided for women as the com- bined total of water closets and urinals provided for men.

Lavatory counts shall be equal.

454.1.6.1.2 Outside access. Outside access to facili- ties shall be provided for bathers at outdoor pools. Where the restrooms are located within an adjacent building and the restroom doors do not open to the outside, the restroom doors shall be within 50 feet (15 240 mm) of the building’s exterior door. If the restrooms are not visible from any portion of the pool deck, signs shall be posted showing directions to the facilities. Directions shall be legible from any portion of the pool deck; letters shall be a minimum of 1 inch (25 mm) high.

454.1.6.1.3 Sanitary facility floors. Floors of sani- tary facilities shall be constructed of concrete or other nonabsorbent materials, shall have a smooth, slip-resistant finish, and shall slope to floor drains. Carpets, duckboards and footbaths are prohibited. The intersection between the floor and walls shall be coved where either floor or wall is not made of waterproof materials such as tile or vinyl.

454.1.6.1.4 Hose bibb. A hose bibb with vacuum breaker shall be provided in or within 25 feet (7620 mm) of each restroom to allow for ease of cleaning.

454.1.6.2 Rinse shower. A minimum of one rinse shower shall be provided on the pool deck of all out- door pools within the perimeter of the fence.

454.1.6.3 Cross-connection prevention. An atmo- spheric break or approved backflow prevention device shall be provided in each pool water supply line that is connected to a public water supply. Vacuum breakers shall be installed on all hose bibbs.

454.1.6.4 Plastic pipes. Plastic pipe subject to a period of prolonged sunlight exposure shall be coated to pro- tect it from ultraviolet light degradation.

454.1.6.5 Recirculation and treatment systems.

454.1.6.5.1 Equipment testing. Recirculation and treatment equipment such as filters, recessed auto- matic surface skimmers, ionizers, ozone generators, disinfection feeders and chlorine generators shall be tested and approved using the NSF/ANSI Standard 50, Circulation System Components and Related Materials for Swimming Pool, Spas/Hot Tubs, dated April 2007, which is incorporated by reference.

454.1.6.5.2 Volume. The recirculation system shall be designed to provide a minimum of four turnovers of the pool volume per day. Pools that are less than 1,000 square feet (93 m2) at health clubs shall be required to provide eight turnovers per day.

SIZE OF POOL (square feet)

MEN’S RESTROOM WOMEN’S

RESTROOM

Urinals WC Lavatory WC Lavatory

0 – 2,500 1 1 1 1 1

2,501 – 5,000 2 1 1 5 1

5,001 – 7,500 2 2 2 6 2

7,501 – 10,000 3 2 3 8 3

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454.1.6.5.3 System design. The design pattern of recirculation flow shall be 100 percent through the main drain piping and 100 percent through the perimeter overflow system or 60 percent through the skimmer system.

454.1.6.5.3.1 Perimeter overflow gutters. The lip of the gutter shall be uniformly level with a maximum tolerance of 1/4 inch (6 mm) between the high and low areas. The bottom of the gutter shall be level or slope to the drains. The spacing between drains shall not exceed 10 feet (3048 mm) for 2-inch (51 mm) drains or 15 feet (4572 mm) for 21/2-inch (64 mm) drains, unless hydrau- lically justified by the design engineer. Gutters may be eliminated along pool edges for no more than 15 feet (4572 mm) and this shall not exceed 10 percent of the perimeter (at least 90 percent of the perimeter shall be guttered). In areas where gutters are eliminated, handholds shall be pro- vided within 9 inches (229 mm) of the water sur- face. Handhold design shall be approved by the jurisdictional building department prior to con- struction.

454.1.6.5.3.1.1 Either recessed-type or open- type gutters shall be used. Special designs can be approved provided they are within limits of sound engineering practice. Recessed-type gutters shall be at least 4 inches (102 mm) deep and 4 inches (102 mm) wide. No part of the recessed gutter shall be visible from a position directly above the gutter sighting ver- tically down the edge of the deck or curb. Open-type gutters shall be at least 6 inches (150 mm) deep and 12 inches (305 mm) wide. The gutter shall slope 2 inches (51 mm), +/-1/4 inch (+/-6 mm), from the lip to the drains. The gutter drains shall be located at the deepest part of the gutter.

454.1.6.5.3.1.2 All gutter systems shall dis- charge into a collector tank.

454.1.6.5.3.1.3 The gutter lip shall be tiled with a minimum of 2-inch (51 mm) tile on the pool wall, each a minimum size of 1 inch (25 mm) on all sides. The back vertical wall of the gutter shall be tiled with glazed tile. All tile used on the flat, horizontal part, or the leading edge of an open-type gutter, must be slip resis- tant.

Exception: Stainless steel gutter systems when it can be shown that the surfaces at the waterline and back of the gutter are eas- ily cleanable.

454.1.6.5.3.2 Recessed automatic surface skim- mers. Recessed automatic surface skimmers may be utilized when the pool water surface area is 1,000 square feet (93 m2) or less excluding offset stairs and swimouts and the width of the pool is not over 20 feet (6096 mm).

454.1.6.5.3.2.1 Volume. The recessed auto- matic surface skimmer piping system shall be designed to carry 60 percent of the pool total design flow rate with each skimmer carrying a minimum 30 gpm (2 L/s). One skimmer for every 400 square feet (37 m2) or fraction thereof of pool water surface area shall be pro- vided.

454.1.6.5.3.2.2 Location. Prevailing wind direction and the pool outline shall be consid- ered by the designer in the selection of skim- mer locations. The location of skimmers shall be such that the interference of adjacent inlets and skimmers is minimized. Recessed auto- matic surface skimmers shall be installed so that there is no protrusion into the pool water area. The deck or curb shall provide for a handhold around the entire pool perimeter and shall not be located more than 9 inches (229 mm) above the midpoint of the opening of the skimmer.

454.1.6.5.3.2.3 Equalizers. Recessed auto- matic surface skimmers shall be installed with an equalizer valve and an equalizer line when the skimmer piping system is connected directly to pump suction. If installed, the equalizer valve shall be a spring-loaded verti- cal check valve which will not allow direct suction on the equalizer line. Float valves are prohibited. The equalizer line inlet shall be installed at least 1 foot (305 mm) below the normal pool water level and the equalizer line inlet shall be protected by an ASME/ANSI A112.19.8 compliant cover/grate. The equal- izer line shall be sized to handle the expected flow with a 2-inch (51 mm) minimum line size.

454.1.6.5.3.2.4 Wall-inlet fitting. A wall-inlet fitting shall be provided directly across from each skimmer.

454.1.6.5.3.2.5 Waterline tile. A minimum 6- inch (152 mm) water line tile shall be pro- vided on all pools with automatic skimmer systems, each a minimum size of 1 inch (25 mm) on all sides. Glazed tile that is smooth and easily cleanable shall be utilized.

454.1.6.5.4 Pumps. If the pump or suction piping is located above the water level of the pool, the pump shall be self-priming. Pumps that take suction prior to filtration shall be equipped with a hair and lint strainer. The recirculation pump shall be selected to provide the required recirculation flow against a minimum total dynamic head of 60 feet (18 288 mm) unless hydraulically justified by the design engineer. Vacuum D.E. filter system pumps shall provide at least 50 feet (15 240 mm) of total dynamic head. Should the total dynamic head

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required not be appropriate for a given project, the design engineer shall provide an alternative.

454.1.6.5.5 Filters. Filters sized to handle the required recirculation flow shall be provided.

454.1.6.5.5.1 Filter capacities. The maximum filtration rate in gallons per minute per square foot of filter area shall be: 15 [20 if so approved using the procedure stated in Section 454.1.6.5.1 for high rate sand filters, 3 for rapid sand filters, 0.375 for pleated cartridge filters and 2 for Diato- maceous Earth (D.E.) type filters].

454.1.6.5.5.2 Filter appurtenances.

454.1.6.5.5.2.1 Pressure filter systems. Pres- sure filter systems shall be equipped with an air relief valve, influent and effluent pressure gauges with minimum face size of 2 inches (51 mm) reading 0–60 psi (0–414 kPa), and a sight glass when a backwash line is required.

454.1.6.5.5.2.2 Vacuum filter systems. Vac- uum filter systems shall be equipped with a vacuum gauge which has a 2-inch (51 mm) face and reads from 0–30 inches of mercury.

454.1.6.5.5.2.3 D.E. systems. A precoat pot or collector tank shall be provided for D.E.-type systems.

454.1.6.5.5.3 Filter tanks and elements. The fil- ter area shall be determined on the basis of effec- tive filtering surfaces with no allowance given for areas of impaired filtration, such as broad sup- ports, folds, or portions which may bridge. D.E.- type filter elements shall have a minimum 1-inch (25 mm) clear spacing between elements up to a 4 square foot (0.4 m2) effective area. The spacing between filter elements shall increase 1/8 inch (3 mm) for each additional square foot of filter area or fraction thereof above an effective filter area of 4 square feet (0.4 m2). All cartridges used in public pool filters shall be permanently marked with the manufacturer’s name, pore size and area in square feet of filter material. All cartridges with end caps shall have the permanent markings on one end cap. Vacuum filter tanks shall have coved intersections between the wall and the floor and the tank floor shall slope to the filter tank drain. The D.E.-type filter tank and elements shall be installed such that the recirculation flow draw down does not expose the elements to the atmosphere whenever only the main drain valve is open or only the surface overflow gutter sys- tem valve is open.

454.1.6.5.6 Piping. All plastic pipe used in the recir- culation system shall be imprinted with the manu- facturer’s name and the NSF-pw logo for potable water applications. Size, schedule and type of pipe shall be included on the drawings. Plastic pipe sub- ject to a period of prolonged sunlight exposure shall

be coated to protect it from ultraviolet light degrada- tion.

454.1.6.5.7 Valves. Return lines, main drain lines, and surface overflow system lines, shall each have proportioning valves.

454.1.6.5.8 Flow velocity. Pressure piping shall not exceed 10-feet per second (2038 mm/s), except that precoat lines with higher velocities may be used when necessary for agitation purposes. The flow velocity in suction piping shall not exceed 6-feet per second (1829 mm/s) except that flow velocities up to 10-feet per second (3048 mm/s) in filter assembly headers will be acceptable. Main drain systems and surface overflow systems which discharge to collec- tor tanks shall be sized with a maximum flow veloc- ity of 3-feet per second (914 mm/s). The filter and vacuuming system shall have the necessary valves and piping to allow filtering to pool, vacuuming to waste, vacuuming to filter, complete drainage of the filter tank, backwashing for sand and pressure D.E.- type filters and precoat recirculation for D.E.-type filters.

454.1.6.5.9 Inlets. All inlets shall be adjustable with wall-type inlets being directionally adjustable and floor-type inlets having a means of flow adjustment. Floor inlets shall be designed and installed such that they do not protrude above the pool floor and all inlets shall be designed and installed so as not to constitute sharp edges or protrusions hazardous to pool bathers. Floor inlets for vinyl liner and fiber- glass pools, shall be smooth with no sharp edges, and shall not extend more than 3/8 inch (9.5 mm) above the pool floor. Wall inlets shall be installed a minimum of 12 inches (305 mm) below the normal operating water level unless precluded by the pool depth or intended for a specific acceptable purpose.

454.1.6.5.9.1 Pools 30 feet (9144 mm) in width or less, with wall inlets only shall have enough inlets such that the inlet spacing does not exceed 20 feet (6096 mm) based on the pool water perimeter.

454.1.6.5.9.2 Pools 30 feet (9144 mm) in width or less with floor inlets only shall have a number of inlets provided such that the spacing between adjacent inlets does not exceed 20 feet (6096 mm) and the spacing between inlets and adjacent walls does not exceed 10 feet (3048 mm).

454.1.6.5.9.3 A combination of wall and floor inlets may be used in pools 30 feet (9144 mm) in width or less only if the requirements of Section 454.1.6.5.9.1 or Section 454.1.6.5.9.2 are fully met.

454.1.6.5.9.4 Pools greater than 30 feet (9144 mm) in width shall have either floor inlets only, or a combination of floor inlets and wall inlets. Pools with floor inlets only shall have a number of floor inlets provided such that the spacing between adjacent inlets does not exceed 20 feet

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(6096 mm) and the spacing between inlets and an adjacent wall does not exceed 10 feet (3048 mm).

454.1.6.5.9.5 Pools greater than 30 feet (9144 mm) in width with a combination of wall and floor inlets shall have the number of wall inlets such that the maximum spacing between the wall inlets is 20 feet (6096 mm) and floor inlets are provided for the pool water area beyond a 15 feet (4572 mm) perpendicular distance from all walls. The number of floor inlets shall be such that the spacing between adjacent inlets does not exceed 20 feet (6096 mm) and the distance from a floor inlet and an adjacent wall does not exceed 25 feet (7620 mm). Floor inlets shall be designed and installed such that they do not protrude more than 5/8 inch (16 mm) above the pool floor and all inlets shall be designed and installed so as not to constitute sharp edges or protrusions hazardous to pool bathers.

454.1.6.5.9.6 The flow rate through each inlet shall not exceed 20 gpm (1 L/s).

454.1.6.5.10 Main drain outlets. All pools shall be provided with an outlet at the deepest point.

454.1.6.5.10.1 The depth at the outlet shall not deviate more than 3 inches (76 mm) from the side wall.

454.1.6.5.10.2 Outlets shall be covered by a secured grating which requires the use of a tool to remove and whose open area is such that the maximum velocity of water passing through the openings does not exceed 11/2 feet per second (457 mm/s) at 100 percent of the design recircu- lation flow. Main drain covers/grates shall com- ply with the requirements of ANSI/APSP 16 and the water velocity of this section.

454.1.6.5.10.3 Multiple outlets, equally spaced from the pool side walls and from each other, shall be installed in pools where the deep portion of the pool is greater than 30 feet (9144 mm) in width.

454.1.6.5.10.4 If the area is subject to high ground water, the pool shall be designed to with- stand hydraulic uplift or shall be provided with hydrostatic relief devices.

454.1.6.5.10.5 The main drain outlet shall be connected to a collector tank. The capacity of the collector tank shall be at least 1 minute of the recirculated flow unless justified by the design engineer. Vacuum filter tanks are considered col- lector tanks.

454.1.6.5.11 Water makeup control. An automatic and manual water makeup control shall be provided to maintain the water level at the lip of the overflow gutter or at the mouth of the recessed automatic sur- face skimmers and shall discharge through an air gap into a fill pipe or collector tank. Over the rim fill spouts are prohibited.

454.1.6.5.12 Cleaning system. A portable or plumbed in vacuum cleaning system shall be pro- vided. All vacuum pumps shall be equipped with hair and lint strainers. When the system is plumbed in, the vacuum fittings shall be located to allow cleaning the pool with a 50-foot (15 240 mm) maxi- mum length of hose. Vacuum fittings shall be mounted no more than 15 inches (381 mm) below the water level, flush with the pool walls, and shall be provided with a spring-loaded safety cover which shall be in place at all times when the pool is not being vacuumed. Bag-type cleaners, which operate as ejectors on potable water supply pressure, shall be protected by a vacuum breaker. Cleaning devices shall not be used while the pool is open to bathers.

454.1.6.5.13 Rate of flow indicators. A rate of flow indicator, reading in gpm, shall be installed on the return line. The rate of flow indicator shall be prop- erly sized for the design flow rate and shall be capa- ble of measuring from one-half to at least one-and- one-half times the design flow rate. The clearances upstream and downstream from the rate of flow indicator shall comply with manufacturer’s installa- tion specifications.

454.1.6.5.14 Heaters. Pool heaters shall comply with nationally recognized standards acceptable to the jurisdictional building department and to the design engineer. Pools equipped with heaters shall have a fixed thermometer mounted in the pool recir- culation line downstream from the heater outlet. Thermometers mounted on heater outlets do not meet this requirement. A sketch of any proposed heater installation including valves, thermometer, pipe sizes, and material specifications shall be included in the application for permit prior to instal- lation. Piping and influent, effluent and bypass valves which allow isolation or removal of the heater from the system shall be provided. Materials used in solar and other heaters shall be nontoxic and acceptable for use with potable water. Heaters shall not prevent the attainment of the required turnover rate.

454.1.6.5.15 Pool waste water disposal. Pool waste water shall be discharged through an air gap; dis- posal shall be to sanitary sewers, storm sewers, drainfields, or by other means, in accordance with local requirements including obtaining all necessary permits. Disposal of water from pools using D.E. powder shall be accomplished through separation tanks which are equipped with air bleed valves, bot- tom drain lines, and isolation valves, or through a settling tank with final disposal being acceptable to local authorities. D.E. separator tanks shall have a capacity as rated by the manufacturer, equal to the square footage of the filter system. All lines shall be sized to handle the expected flow. There shall not be a direct physical connection between any drain from a pool or recirculation system and a sewer line.

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454.1.6.5.16 Addition of chemicals. Disinfection and ph adjustment shall be added to the pool recircu- lation flow using automatic feeders meeting the requirement of ANSI/NSF 50. All chemicals shall be fed into the return line after the pump, heater and filters unless the feeder was designed by the manu- facturer and approved by the NSF to feed to the col- lector tank or to the suction side of the pump.

454.1.6.5.16.1 Gas chlorination. When gas chlo- rination is utilized, the chlorinator shall be capa- ble of continuously feeding a chlorine dosage of 6 mg/L to the recirculated flow of the filtration system. The application point for chlorine shall be located in the return line downstream of the filter, recirculation pump, heater, and flow meter, and as far as possible from the pool.

454.1.6.5.16.1.1 Gas chlorinators shall be located in above-grade rooms and in areas which are inaccessible to unauthorized per- sons.

454.1.6.5.16.1.1.1 Chlorine rooms shall have: continuous forced draft ventilation capable of a minimum of one air change per minute with an exhaust at floor level to the outside, a minimum of 30 footcandles (300 lux) of illumination with the switch located outside and the door shall open out and shall not be located adjacent to the fil- ter room entrance or the pool deck. A shat- terproof gas-tight inspection window shall be provided.

454.1.6.5.16.1.1.2 Chlorine areas shall have a roof and shall be enclosed by a chain-link-type fence at least 6 feet (1829 mm) high to allow ventilation and prevent vandalism.

454.1.6.5.16.1.2 When booster pumps are used with the chlorinator, the pump shall use recirculated pool water supplied via the recir- culation filtration system. The booster pump shall be electrically interlocked with the recir- culation pump to prevent the feeding of chlo- rine when the recirculation pump is not operating.

454.1.6.5.16.1.3 A means of weighing chlo- rine containers shall be provided. When 150- pound (68 kg) cylinders are used, platform- type scales shall be provided and shall be capable of weighing a minimum of two full cylinders at one time. The elevation of the scale platform shall be within 2 inches (51 mm) of the adjacent floor level, and the facili- ties shall be constructed to allow easy place- ment of full cylinders on the scales.

454.1.6.5.16.2 Hypohalogenation and electro- lytic chlorine generators. The hypohalogena- tion-type feeder and electrolytic chlorine generators shall be adjustable from 0 to full

range. A rate of flow indicator is required on ero- sion-type feeders. The feeders shall be capable of continuously feeding a dosage of 6 mg/L to the minimum required turnover flow rate of the fil- tration systems. Solution feeders shall be capable of feeding the above dosage using a 10-percent sodium hypochlorite solution, or 5-percent cal- cium hypochlorite solution, whichever disinfec- tant is to be utilized at this facility. To prevent the disinfectant from siphoning or feeding directly into the pool or pool piping under any type failure of the recirculation equipment, an electrical inter- lock with the recirculation pump shall be incor- porated into the system for electrically operated feeders. The minimum size of the solution reser- voirs shall be at least 50 percent of the maximum daily capacity of the feeder. The solution reser- voirs shall be marked to indicate contents.

454.1.6.5.16.3 Feeders for pH adjustment. Feeders for pH adjustment shall be provided on all pools. pH adjustment feeders shall be positive displacement type, shall be adjustable from 0 to full range, and shall have an electrical interlock with the circulation pump to prevent discharge when the recirculation pump is not operating. When soda ash is used for pH adjustment, the maximum concentration of soda ash solution to be fed shall not exceed 1/2-pound (0.2 kg) soda ash per gallon of water. Feeders for soda ash shall be capable of feeding a minimum of 3 gallons (11 L) of the above soda ash solution per pound of gas chlorination capacity. The minimum size of the solution reservoirs shall not be less than 50 percent of the maximum daily capacity of the feeder. The solution reservoirs shall be marked to indicate the type of contents.

454.1.6.5.16.4 Ozone generating equipment. Ozone generating equipment may be used for supplemental water treatment on public swim- ming pools subject to the conditions of this sec- tion.

454.1.6.5.16.4.1 Ozone generating equipment electrical components and wiring shall comply with the requirements of Chapter 27 of the Florida Building Code, Building and the man- ufacturer shall provide a certificate of confor- mance. The process equipment shall be provided with an effective means to alert the user when a component of this equipment is not operating.

454.1.6.5.16.4.2 Ozone generating equipment shall meet the NSF/ANSI Standard 50.

454.1.6.5.16.4.3 The concentration of ozone in the return line to the pool shall not exceed 0.1 mg/L.

454.1.6.5.16.4.4 The injection point for ozone generating equipment shall be located in the pool return line after the filtration and heating

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equipment, prior to the halogen injection point, and as far as possible from the nearest pool return inlet with a minimum distance of 4 feet (1219 mm). Injection methods shall include a mixer, contact chamber, or other means of efficiently mixing the ozone with the recirculated water. The injection and mixing equipment shall not prevent the attainment of the required turnover rate of the recirculation system. Ozone generating equipment shall be equipped with a check valve between the gen- erator and the injection point. Ozone generat- ing equipment shall be equipped with an air flow meter and a means to control the flow. The generator shall be electrically interlocked with the recirculation pump to prevent the feeding of ozone when the recirculation pump is not operating. A flow sensor controller can also be used to turn off the feeder when flow is sensed.

454.1.6.5.16.4.5 Ventilation requirements. Ozone generating equipment shall be installed in equipment rooms with either forced draft or cross draft ventilation. Below-grade equip- ment rooms with ozone generators shall have forced draft ventilation and all equipment rooms with forced draft ventilation shall have the fan control switch located outside the equipment room door. The exhaust fan intake for forced draft ventilation and at least one vent grille for cross draft ventilation shall be located at floor level.

454.1.6.5.16.4.6 A self-contained breathing apparatus designed and rated by its manufac- turer for use in ozone contaminated air shall be provided when ozone generator installa- tions are capable of exceeding the maximum pool water ozone contact concentration of 0.1 mg/L. The self-contained breathing apparatus shall be available at all times and shall be used at times when the maintenance or service per- sonnel have determined that the equipment room ozone concentration exceeds 10 mg/L. Ozone generator installations which require the self-contained breathing apparatus shall also be provided with Draeger-type detector tube equipment which is capable of detecting ozone levels of 10 mg/L and greater.

Exception: In lieu of the self-contained breathing apparatus an ozone detector capable of detecting 1 mg/L may be used. Said detector shall be capable of stopping the production of ozone, venting the room and sounding an alarm once ozone is detected.

454.1.6.5.16.5 Ionization units may be used as supplemental water treatment on public pools subject to the condition of this section.

454.1.6.5.16.5.1 Ionization equipment and electrical components and wiring shall comply with the requirements of Chapter 27 of the Florida Building Code, Building and the man- ufacturer shall provide a certification of con- formance.

454.1.6.5.16.5.2 Ionization equipment shall meet the NSF/ANSI Standard 50, Circulation System Components and Related Materials for Swimming Pools, Spas/Hot Tubs, or equiva- lent, shall meet UL standards and shall be electrically interlocked with a recirculation pump.

454.1.6.5.16.6 Ultraviolet (UV) light disinfec- tant equipment may be used as supplemental water treatment on public pools [and additional treatment on interactive water features (IWFs)] subject to the conditions of this paragraph and manufacturer’s specifications. UV is encouraged to be used to eliminate or reduce chlorine-resis- tant pathogens, especially the protozoan crypto- sporidium.

1. UV equipment and electrical components and wiring shall comply with the require- ments of the National Electrical Code and the manufacturer shall provide a certifica- tion of conformance to the jurisdictional building department.

2. UV equipment shall meet UL standards and shall be electrically interlocked with recir- culation pump(s) on all pools and with fea- ture pumps(s) on an IWF such that when the UV equipment fails to produce the required dosage as measured by an auto- mated sensor, the feature pump(s) are dis- abled so the water features do not operate.

3. UV equipment used in higher risk facilities such as interactive water features, wading pools, and activity pools shall be validated by a capable party that it delivers the required and predicted UV dose at the vali- dated flow, lamp power and water UV transmittance conditions, and has com- plied with all professional practices sum- marized in the USEPA Ultraviolet Disinfectant Guidance Manual dated November 2006, which is publication num- ber EPA 815-R-06-007 available from the department at http://www.flori- dashealth.org/Environment/water/swim/ index.html or at http:// www.epa.gov/safe- water/disinfection/lt2/pdfs/guideit2_uguid- ance.pdf.

Exception: Not applicable when Sec- tion 454.1.9.8.6.1 alternative is used.

4. UV equipment shall constantly produce a validated dosage of at least 40 mJ/cm2

(millijoules per square centimeter) at the end of lamp life.

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5. The UV equipment shall not be located in a side stream flow and shall be located to treat all water returning to the pool or water features.

454.1.6.5.17 Water features such as waterfalls or fountains in pools may use up to 20 percent of the return water from the filter system, however all waters used in the feature shall not be counted toward attaining the designed turnover rate. Return piping system shall be designed and capable of han- dling the additional feature flow when the feature is turned off. Features that require more than 20 per- cent of the flow rate shall be supplied by an addi- tional pump that drafts from a suitable collector tank. All water features that utilize water from the pool shall be designed to return the water to the pool. Spray features mounted in the pool deck shall be flush with the pool deck and shall be designed with the safety of the pool patron in mind.

454.1.6.5.18 Chemical quality. Only NSF-60 approved chemicals shall be provided.

454.1.7 Wading pools.

454.1.7.1 General. Wading pools shall meet the requirements of Sections 454.1.1 through 454.1.6.5, unless otherwise indicated. Wading pools and associ- ated piping shall not be physically connected to any other swimming pools and have no minimum width dimensions requirements.

454.1.7.2 Depths. Wading pools shall have a maximum depth of 2 feet (610 mm). The depth at the perimeter of the pool shall be uniform and shall not exceed 12 inches (305 mm). However, where jurisdictional build- ing department-approved zero depth entry designs are used, this uniform depth requirement must be met only on the remainder of the pool outside the zero depth entry portion. The pool floor shall not be more than 12 inches (305 mm) below the deck unless steps and hand- rails are provided. Depth and “NO DIVING” markers are not required on wading pools.

454.1.7.3 Recirculation. Wading pools shall have a minimum of one turnover every hour. Lines from main drains shall discharge into a collector tank.

454.1.7.3.1 Skimmer equalizer lines when required shall be plumbed into the main drain installed in the pool floor with a grate covering.

454.1.7.3.2 The grate cover shall be sized so as not to allow the flow to exceed 11/2 feet per second (457 mm/s) when the equalizer line is operating.

454.1.7.4 Inlets. Wading pools with 20 feet (6096 mm) or less of perimeter shall have a minimum of two equally spaced adjustable inlets.

454.1.7.5 Emergency drainage. All wading pools shall have drainage to waste without a cross connection through a quick opening valve to facilitate emptying the wading pool should accidental bowel or other dis- charge occur.

454.1.7.6 Vacuuming. Wading pools with 200 square feet (19 m2) or more of pool water surface area shall have provisions for vacuuming through the skimmer, a portable vacuum system or an alternative approved method that does not involve a direct suction port in the pool.

454.1.7.7 Wading pool decks. When adjacent to swim- ming pools, wading pools shall be separated from the swimming pool by barrier or a fence of a minimum of 48 inches (1219 mm) in height with self-latching and self-closing gates. When adjacent to areas less than 1 foot (305 mm) deep of zero depth entry pools, the fence or effective barrier is required if the water edges are less than 40 feet (12 192 mm) apart. Wading pools shall have a minimum 10-feet (3048 mm) wide deck around at least 50 percent of their perimeter with the remainder of the perimeter deck being at least 4 feet (1219 mm) wide. There shall be at least 10 feet (3048 mm) between adjacent swimming pools and wading pools.

454.1.7.8 Lighting. Wading pools are exempt from underwater lighting requirements but shall have light- ing installed for night use of 10 foot candles (100 lux) if indoors or 6 footcandles (60 lux) for outdoor night use. Such illumination shall be provided over the pool water surface and the pool deck surface.

454.1.7.9 Automated oxidation reduction potential (ORP) and pH controllers with sensing probes shall be provided to assist in maintaining proper disinfection and pH levels.

454.1.8 Spa pools.

454.1.8.1 General. Spa pools shall meet the require- ments of Sections 454.1.1 through 454.1.6.5, unless specifically indicated otherwise.

454.1.8.2 Color, pattern, finish. The color, pattern or finish of the pool interior shall not obscure the exis- tence or presence of objects or surfaces within the pool.

454.1.8.3 Water depths. Spa-type pools shall have a minimum water depth of 21/2 feet (762 mm) and a max- imum water depth of 4 feet (1219 mm), except that swim spa pools may have a maximum water depth of 5 feet (1524 mm). Depth markers and “NO DIVING” markers are not required on spa-type pools with 200 square feet (19 m2) or less of water surface area.

454.1.8.4 Steps and handrails. Steps or ladders shall be provided and shall be located to provide adequate entrance to and exit from the pool. The number of sets of steps or ladders required shall be on the basis of one for each 75 feet (22 860 mm), or major fraction thereof, of pool perimeter. Step sets for spa-type pools with more than 200-square-feet (19 m2) of pool water sur- face area shall comply with Section 454.1.2.5. Step sets for spa-type pools with 200 square feet (19 m2) or less of pool water surface area shall comply with the fol- lowing: Step treads shall have a minimum width of 10 inches (254 mm) for a minimum continuous tread length of 12 inches (305 mm). Step riser heights shall not exceed 12 inches (305 mm). Intermediate treads

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and risers between the top and bottom treads and risers shall be uniform in width and height, respectively. Con- trasting markings on the leading edges of the sub- merged benches and the intersections of the treads and risers are required to be installed in accordance with Section 454.1.2.5.

454.1.8.4.1 Handrails shall be provided for all sets of steps and shall be anchored in the bottom step and in the deck. Handrails shall be located to provide maximum access to the steps and handrails shall extend 28 inches (711 mm) above the pool deck.

454.1.8.4.2 Where “figure 4” handrails are used, they shall be anchored in the deck and shall extend laterally to any point vertically above the bottom step. Handrails shall be located to provide maximum access to the steps and handrails shall extend 28 inches (711 mm) above the pool deck.

454.1.8.5 Decks. Decks shall have a minimum 4-foot- wide (1219 mm) unobstructed width around the entire pool perimeter except that pools of less than 120 square feet (11 m2) of pool water surface area shall have a minimum 4-foot-wide (1219 mm) unobstructed contin- uous deck around a minimum of 50 percent of the pool perimeter. Decks less than 4 feet (1219 mm) wide shall have barriers to prevent their use. Decks shall not be more than 10 inches (254 mm) below the top of the pool. For pools of 120 square feet (11 m2) or greater, 10 percent of the deck along the pool perimeter may be obstructed.

454.1.8.6 Therapy or jet systems.

454.1.8.6.1 The return lines of spa-type therapy or jet systems shall be independent of the recirculation- filtration and heating systems.

454.1.8.6.2 Therapy or jet pumps shall take suction from the collector tank. Collector tank sizing shall take this additional gallonage into consideration.

454.1.8.7 Filtration system inlets. Spa-type pools with less than 20 feet (6096 mm) of perimeter shall have a minimum of two equally spaced adjustable inlets.

454.1.8.8 Filtration recirculation. Spa-type pools shall have a minimum of one turnover every 30 min- utes. The piping, fittings, and hydraulic requirements shall be in accordance with Section 454.1.6.5. All recir- culation lines to and from the pool shall be individually valved with proportional flow-type valves in order to control the recirculation flow.

454.1.8.9 Vacuuming. Spa-type pools of over 200 square feet (19 m2) of pool water surface area shall have provisions for vacuuming.

454.1.8.10 Combination spas/pools. When spa pools are part of a conventional swimming pool, the spa pool area shall be offset from the main pool area with the same water depth as the main pool area. The spa pool shall meet all the spa pool requirements of this chapter, and the deck area at the spa shall be protected by con- nected 30-inch-high (762 mm) stanchions. The deck perimeter at the offset spa area shall not exceed 15 per-

cent of the entire swimming pool perimeter. All benches shall have contrasting markings on the leading edges of the intersection of the bench seats. If tile is used, it shall be slip resistant.

454.1.8.11 Portable and wooden spa pools. Portable and wooden-type spa pools are prohibited.

454.1.8.12 Automated controllers. Automated oxida- tion reduction potential (ORP) and pH controllers with sensing probes shall be installed on spa pools to assist in maintaining proper disinfection and pH levels.

454.1.8.13 In addition to the requirements of Section 454.1.2.3.5 spa pool signs installed shall include the following:

1. Maximum water temperature: 104ºF (40ºC).

2. Children under twelve must have adult supervi- sion.

3. Pregnant women, small children, people with health problems and people using alcohol, nar- cotics or other drugs that cause drowsiness should not use spa pools without first consulting a doctor.

4. Maximum use: 15 minutes.

454.1.8.14 A clock shall be visible from the spa pool to assist the patron in meeting Item 4 of Section 454.1.8.13.

454.1.8.15 If a spa is equipped with an emergency cut- off or kill switch, it shall include provisions for a mini- mum 80 decibel audible alarm near the spa to sound continuously until deactivated when such device is trig- gered. The following additional rule sign shall be installed to be visible by the spa which reads “ALARM INDICATES SPA PUMPS OFF. DO NOT USE SPA WHEN ALARM SOUNDS UNTIL ADVISED OTH- ERWISE.”

454.1.9 Water recreation attractions and specialized pools.

454.1.9.1 General. Water recreation attraction projects shall be designed and constructed within the limits of sound engineering practice. In addition to the require- ments of this section, compliance is required with Sec- tions 454.1.1 through 454.1.6.5 of this chapter depending upon the pool design and function. Addi- tionally, all pools listed in this section shall have a 2- hour turnover rate unless otherwise noted.

454.1.9.2 Water slides.

454.1.9.2.1 Water slide plunge pool. Plunge pools shall be constructed of concrete or other structurally rigid impervious materials with a nontoxic, smooth and slip-resistant finish. The plunge pool design shall meet the criteria of Sections 454.1.9.2.1.1 through 454.1.9.2.1.6.

454.1.9.2.1.1 Plunge pool water depth. The minimum plunge pool operating water depth at the slide flume terminus shall be 3 feet (914 mm). This depth shall be maintained for a minimum

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distance of 10 feet (3048 mm) in front of the slide terminus from which point the plunge pool floor may have a constant upward slope to allow a minimum water depth of 2 feet (51 mm) at the base of the steps. The floor slope shall not exceed 1 in 10. The plunge pool water depth shall be commensurate with safety and the ease of exit from the plunge pool.

454.1.9.2.1.2 Plunge pool dimension. The plunge pool dimension between any slide flume exit or terminus and the opposite side of the plunge pool shall be a minimum of 20 feet (6096 mm) excluding steps.

454.1.9.2.1.3 Slide flume terminus.

454.1.9.2.1.3.1 The slide flume terminus shall be designed by the design engineer who can demonstrate to the jurisdictional building department’s satisfaction that riders will be adequately slowed prior to discharge so as to prevent injury or harm to the rider upon impact with the plunge pool water. The slide terminus shall be flush with the pool wall and located at or below the pool water level.

454.1.9.2.1.3.2 The minimum distance between any plunge pool side wall and the outer edge of any slide terminus shall be 5 feet (1524 mm). The minimum distance between adjacent slide flumes shall be 6 feet (18 288 mm).

454.1.9.2.1.3.3 A minimum length of slide flume of 10 feet (3048 mm) shall be perpen- dicular to the plunge pool wall at the exit end of the flumes.

454.1.9.2.1.4 Plunge pool main drains. The plunge pool shall have a minimum of one main drain with separate piping and valve to the filtra- tion system collector tank. The velocity through the openings of the main drain grate shall not exceed 11/2 feet per second (457 mm/s) at the design flow rate of the recirculation pump. The main drain piping shall be sized to handle 100 percent of the design flow rate of the filtration system with a maximum flow velocity of 3 feet (914 mm) per second.

454.1.9.2.1.5 Plunge pool floor slope. The plunge pool floor shall slope to the main drains and the slope shall not exceed 1 in 10.

454.1.9.2.1.6 Plunge pool decks.

454.1.9.2.1.6.1 Width. The minimum width of plunge pool decks along the exit side shall be 10 feet (3048 mm).

454.1.9.2.1.6.2 Slopes. All plunge pool decks shall slope to the plunge pool or pump reser- voir or to deck drains which discharge to waste, or other acceptable means. All slopes shall be between 2- and 4-percent grade.

454.1.9.2.2 Run out lanes.

454.1.9.2.2.1 Run out lanes may be utilized in lieu of a plunge pool system, provided they are constructed to the slide manufacturers specifica- tions and are approved by the design engineer of record.

454.1.9.2.2.2 Five-foot-wide (1524 mm) walk- ways shall be provided adjacent to run out lanes.

454.1.9.2.2.3 Minimum water level indicator markings shall be provided on both sides of the run out trough to ensure adequate water for the safe slowing of pool patrons.

454.1.9.2.2.4 Water park personnel shall be pro- vided at the top of the slides and at the run out.

454.1.9.2.3 Pump reservoirs. Pump reservoirs shall be made of concrete or other impervious material with a smooth slip-resistant finish. Pump reservoirs shall be for the slide pump intakes, but where prop- erly sized may also be used as a collector tank for the filter system. Pump reservoir designs shall meet the criteria of Sections 454.1.9.2.3.1 through 454.1.9.2.3.5.

454.1.9.2.3.1 Pump reservoir volume. The min- imum reservoir volume shall be equal to 3 min- utes of the combined flow rate in gallons per minute of all filter and slide pumps.

454.1.9.2.3.2 Pump reservoir security. Pump reservoirs shall be accessible only to authorized individuals.

454.1.9.2.3.3 Pump reservoir maintenance accessibility. Access decks shall be provided for the reservoir such that all areas are accessible for vacuuming, skimming, and maintenance. The decks shall have a minimum width of 3 feet (914 mm) and shall have a minimum slope of 3:10 away from the reservoir.

454.1.9.2.3.4 Pump reservoir slide pump intakes. The slide pump intakes shall be located in the pump reservoir and shall be designed to allow cleaning without danger of operator entrap- ment.

454.1.9.2.3.5 Pump reservoir main drains. The pump reservoir shall have a minimum of one main drain with separate piping and valve to the filtration system collector tank and the velocity through the openings of the main drain grates shall not exceed 11/2 feet per second (457 mm/s) at the design flow rate of the filtration system pump. The main drain piping shall be sized to handle 100 percent of design flow rate of the fil- tration system pump with a maximum flow velocity of 3 feet per second (914 mm/s).

454.1.9.2.3.6 The pump reservoir shall be fed by main drains within the plunge pool itself (either in the floor or side wall). They shall have the maximum flow velocity of 11/2 feet per second

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(457 mm/s) through the main drain grating and 3 feet per second (3962 mm/s) through the reser- voir piping.

454.1.9.2.4 Slide pump check valves. Slide pumps shall have check valves on all discharge lines.

454.1.9.2.5 Perimeter overflow gutters or skim- mers. Plunge pools and pump reservoirs shall have perimeter overflow gutter system or skimmer which shall be an integral part of the filtration system.

454.1.9.2.5.1 Perimeter overflow gutter sys- tems. Perimeter overflow gutter systems shall meet the requirements of Section 454.1.6.5.3.1 except that gutters are not required directly under slide flumes or along the weirs which separate plunge pools and pump reservoirs.

454.1.9.2.5.2 Surface skimmers. Surface skim- mers may be used in lieu of perimeter overflow gutters and shall be appropriately spaced and located according to the structural design. Unless an overflow gutter system is used, surface skim- mers shall be provided in the plunge pool and in the pump reservoir and the skimmer system shall be designed to carry 60 percent of the filtration system design flow rate with each skimmer carry- ing a minimum 30 gpm (2 L/s). All surface skim- mers shall meet the requirements for NSF commercial approval as set forth in NSF/ANSI Standard 50, Circulation System Components and Related Materials for Swimming Pools, Spas/Hot Tubs, which is incorporated by refer- ence in these rules, including an equalizer valve in the skimmer and an equalizer line to the pool wall on systems with direct connection to pump suction.

454.1.9.2.6 Water slide recirculation–filtration equipment.

454.1.9.2.6.1 Recirculation rate. The recircula- tion-filtration system of water slides shall recir- culate and filter a water volume equal to the total water volume of the facility in a period of 2 hours or less.

454.1.9.2.6.2 Filter areas. Minimum filter area requirements shall be twice the filter areas speci- fied for the recirculation rates stipulated in Sec- tion 454.1.6.5.5.1. The filtration system shall be capable of returning the pool water turbidity to 5/10 NTU within 8 hours or less after peak bather load.

454.1.9.2.6.3 Hair and lint strainer. Any filtra- tion system pump which takes suction directly from the plunge pool and reservoir shall have a minimum 8-inch (208 mm) diameter hair and lint strainer on the suction side of the pump.

454.1.9.2.7 Disinfection. The disinfection equip- ment shall be capable of feeding 12 mg/L of halogen to the continuous recirculation flow of the filtration system.

454.1.9.2.8 Slide design and construction is the responsibility of a professional engineer licensed in Florida and the applicant.

454.1.9.2.9 A lockable gate shall be provided at the stair or ladder entrance to the slide.

454.1.9.2.10 Upon construction completion, a pro- fessional engineer licensed in Florida shall certify that the slide was constructed in accordance with the manufacturer’s specifications and is structurally sound.

454.1.9.3 Water activity pools.

454.1.9.3.1 Water activity pools shall be designed and constructed within the limits of sound engineer- ing practice.

454.1.9.3.2 Water activity pools shall be constructed of concrete or other structurally rigid impervious materials with a nontoxic, smooth and slip-resistant finish. These pools shall be of such shape and design as to be operated and maintained in a safe and sani- tary manner.

454.1.9.3.3 The recirculation-filtration system of water activity pools shall achieve a minimum of one turnover every 2 hours for water activity pools over 2 feet (610 mm) deep, and 1 hour for these pools that are 2 feet (610 mm) deep or less.

454.1.9.3.4 Those portions of the activity pool where the water depth will not allow for the proper installation of underwater lighting shall be provided with 6 footcandles (60 lux) of lighting on the deck and water surface.

454.1.9.3.5 Fence requirements shall be in accor- dance with Section 454.1.7.7.

454.1.9.3.6 Play features with an overhead clearance of less than 4 feet (1219 mm) shall be blocked or barricaded to preclude children becoming entrapped.

454.1.9.3.7 In addition to the requirements of Sec- tion 454.1.2.3.5, all water activity pool signs installed shall have the following added in one inch letters:

“Do not swallow the pool water, it is recirculated.”

“Do not use pool if you are ill with diarrhea.”

454.1.9.4 Wave pools.

454.1.9.4.1 Wave pools shall be designed and con- structed within the limits of sound engineering prac- tice.

454.1.9.4.2 Wave pools shall be constructed of con- crete or other impervious materials with a smooth slip-resistant finish. These pools shall be of such shape and design as to be operated and maintained in a safe and sanitary manner.

454.1.9.4.3 The recirculation-filtration system of wave pools shall be capable of a minimum of one turnover every 3 hours.

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454.1.9.4.4 Floors shall be sloped in accordance with the manufacturer’s or design engineer’s speci- fications; however, they shall not exceed the slope limits of Section 454.1.2.2.3.

454.1.9.5 River rides.

454.1.9.5.1 River rides shall be constructed within the limits of sound engineering practice.

454.1.9.5.2 River rides shall be constructed on con- crete or other impervious materials with a nontoxic, smooth and slip-resistant finish. These rides shall be of such shape and design as to be operated in a safe and sanitary manner.

454.1.9.5.3 The recirculation-filtration system of the river ride shall be capable of a minimum of one turn- over every 3 hours.

454.1.9.5.4 The maximum water depth of the river ride shall not exceed 3 feet (914 mm) unless justi- fied to the jurisdictional building department’s satis- faction by the design engineer.

454.1.9.5.5 Decking shall be provided at the entrance and exit points as necessary to provide safe patron access but shall not be smaller than 10 feet (3048 mm) in width and length. Additional decking along the ride course is not required except that decking shall be required at lifeguard locations and emergency exit points.

454.1.9.5.6 Access and exit shall be provided at the start and end of the ride and additional exit locations shall be located along the ride course as necessary to provide for the safety of the patrons.

Propulsion jets shall be installed in the walls of the river ride. In the alternative, propulsion jets may be installed in the floor if they are covered by a grate that will inhibit entrapment or injury of the pool patrons’ feet or limbs.

454.1.9.6 Zero depth entry pools.

454.1.9.6.1 Zero depth entry pools shall have a con- tinuous floor slope from the water edge to the deep end.

454.1.9.6.2 The deck level perimeter overflow sys- tem with grate shall be provided at the water’s edge across the entire zero depth portion of the pool.

454.1.9.6.3 The pool deck may slope toward the pool for no more than 7 feet (2133 mm), as mea- sured from the overflow system grate outward. Beyond this area the deck shall slope away from the pool in accordance with Section 454.1.2.2.3.

454.1.9.6.4 “No Entry, Shallow Water” signs shall be provided along the pool wall edge where the water depth is less than 3 feet (914 mm) deep. No entry signs shall be slip-resistant, shall have 4-inch- high (102 mm) letters, shall be located within 2 feet (610 mm) of the pool edge and shall be spaced no more than 15 feet (4572 mm) apart.

454.1.9.6.5 Additional inlets shall be provided in areas of less than 18 inches (457 mm) deep. The numbers and location shall be such as to double the flow rate into this area.

454.1.9.6.6 The recirculation-filtration system shall be of a minimum of one turnover every 2 hours in the area of the pool that is 3 feet (914 mm) deep or less. In the remainder of the pool where the depth is greater than 3 feet (914 mm), the system shall have a maximum 6 hour turnover rate. The design plans submitted by the applicant shall provide the volume of water in the pool area of 3 feet (914 mm) depth and less, the volume of water in the pool area greater than 3 feet (914 mm) in depth and the total volume in the pool for determination of minimum circula- tion flow. The volume calculations shall provide verification that the correct volume of water is used to determine the minimum flow at the 2-hour and the 6-hour flow requirements.

454.1.9.6.7 Those portions of the zero depth entry pool, where the water depth will not allow for the proper installation of underwater lighting, shall be provided with 6 footcandles (60 lux) of lighting on the deck and the water.

454.1.9.6.8 Play structures in a zero depth entry area [in depth 0–3 feet (0 to 914 mm)] may be within 15 feet (4572 mm) of the pool walls, but shall comply with sound engineering requirements for the safety of pool patrons.

454.1.9.7 Special purpose pools.

454.1.9.7.1 General. Special purpose pool projects may deviate from the requirements of other sections of these rules provided the design and construction are within the limits of sound engineering practice. Only those deviations necessary to accommodate the special usage shall be allowed and all other aspects of the pool shall comply with the require- ments of this section and with Section 454.1.2.

454.1.9.7.2 A special purpose pool may incorporate ledges which do not overhang into the pool.

454.1.9.8 Interactive water features (IWFs).

454.1.9.8.1 Waters discharged from all fountain or spray features shall not pond on the feature floor but shall flow by gravity through a main drain fitting to a below or collection system which discharges to a collector tank. The minimum size of the collector tank shall be equal to the volume of 3 minutes of the combined flow of all feature pumps and the filter pump. Smaller tanks may be utilized if hydraulically justified by the design engineer. Adequate access shall be provided to the sump or collector tank. Stairs or a ladder shall be provided as needed to ensure safe entry into the tank.

454.1.9.8.2 Reserved.

454.1.9.8.3 Chemical feeders shall be in accordance with Section 454.1.6.5; except that the disinfection feeder shall be capable of feeding 12 ppm of free

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chlorine to the pressure side of the recirculation sys- tem or the collector tank (based upon a hypothetical 30-minute turnover of the contained volume within the system). Automated oxidation reduction poten- tial (ORP) and pH controllers with sensing probes shall be installed to assist in maintaining proper dis- infection and pH levels.

454.1.9.8.4 If night operation is proposed, 6 footcan- dles (60 lux) of light shall be provided on the pool deck and the water feature area. Lighting that may be exposed to the feature pool water shall not exceed 15 volts, shall be installed in accordance with manu- facturer’s specifications and be approved for such use by UL or NSF.

454.1.9.8.5 All electrical work shall comply with Chapter 27 of the Florida Building Code, Building.

454.1.9.8.6 Hydraulics.

454.1.9.8.6.1 All (100 percent) of the water from the collector tank must be first filtered, treated with disinfectant and pH adjustment chemicals, and then final treatment provided by an NSF Standard 50 certified UV disinfection unit with a minimum 40 mJ/cm2 dose before any of this treated water is piped to the water features.

454.1.9.8.6.2 In the design above and the alterna- tive below: excess water not required by the water features shall be returned to the collector tank; the recirculation system shall be sized to treat the contained volume of water based upon a 30 minute turnover with a chlorine feeder/genera- tor capable of producing a dosage of at least 12ppm; and the UV disinfection equipment shall be electrically interconnected such that whenever it fails to produce the required UV dosage, the water spray features pump(s) and flow will be immediately stopped.

454.1.9.8.6.3 In lieu of Section 454.1.9.8.6.1, the recirculation system must be designed to continu- ously return 100 percent of the water to the col- lector tank after all (100 percent) of the water is first filtered, treated with disinfectant and pH adjustment chemicals, and the final treatment provided by a validated UV disinfectant unit described in Section 454.1.6.5.16.6 before any of this treated water is piped to the water features.

454.1.9.8.6.4 The flow rate through the feature nozzles of the water features shall be such as not to harm the patrons and shall not exceed 20 feet per second (6096 mm/s) unless justified by the design engineer and by the fountain system man- ufacturer.

454.1.9.8.6.5 An automatic water level controller shall be provided.

454.1.9.8.6.6 An overfill waste line with air gap shall be provided.

454.1.9.8.6.7 A means of vacuuming and com- pletely draining the tank(s) shall be provided.

454.1.9.8.6.8 Reserved.

454.1.9.8.6.9 IWFs shall be fenced in the same fashion as wading pools as noted in Section 454.1.7.7. Where the IWF is at least 50 feet (15 240 mm) from all other pools and is not designed to have any standing water, fencing requirements should be carefully considered by the applicant to control usage, but are not required by rule.

454.1.9.8.6.10 A minimum 4-foot-wide (1219 mm) wet deck area shall be provided around all IWFs. The wet deck shall meet the requirements of Section 454.1.2.2.3; however, up to 50 percent of the perimeter may be obstructed.

454.1.9.8.6.11 IWFs shall be constructed of con- crete or other impervious and structurally rigid material.

454.1.9.8.6.12 Floor slopes of an IWF shall be a maximum 1 foot (305 mm) vertical in 10 feet (3048 mm) horizontal and a minimum of 1 foot (305 mm) vertical in 50 feet (15 240 mm) hori- zontal.

454.1.9.8.6.13 In addition to the requirements of Section 454.1.2.3.5, all IWF pool rule signs installed shall have the following added in one inch letters:

“Do not swallow the fountain water, it is recircu- lated.”

“Do not use fountain if you are ill with diarrhea.”

454.1.9.8.7 Water theme parks shall meet all other aspects of these rules for the features provided.

454.1.9.8.7.1 Rules and regulations for water theme parks shall be posted in minimum 1-inch (305 mm) letters at each entrance to the park and shall contain the following:

1. No food, drink, glass or animals in or on the pool decks.

2. Park operating hours __A.M. to __P.M.

3. Shower before entering.

4. Do not swallow the pool water.

454.1.9.8.7.2 Showers shall be provided at or near the entrance (queue line) to a water recre- ation attraction.

454.1.9.8.7.3 Water theme parks are exempt from the fencing requirements of Section 454.1.3.1.9, except that pools designed for small children shall be fenced when located within 50 feet (15 240 mm) of a pool with water depths of 3 feet (914 mm) or more.

454.1.9.8.7.4 Sanitary facilities within a water theme park shall be as near to the water recre- ation attractions as prudent to ensure patron use, but not over 200 feet (60 960 mm) walking dis- tance from any exit of a water attraction.

454.1.10 Modifications.

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454.1.10.1 Repairs or alterations of pool structure and equipment. Replacement of the pool or spa shell is considered to be construction of a new facility and shall be processed as such. Resurfacing the pool inte- rior to original nontoxic, slip-resistant and smooth specifications is considered a repair or alteration. Equivalent replacement of equipment is not considered a repair or alteration. The following items shall be addressed during resurfacing projects:

454.1.10.1.1 The lip of the gutter must be leveled to within 1/4 inch (6.4 mm) between the highest and lowest point and the downward slope from the lip to the drain must be maintained as originally designed or increased, but shall not exceed new construction standards.

454.1.10.1.2 Tile step markings must be installed meeting the requirements of Section 454.1.2.5.3.

454.1.10.1.3 Where applicable, the slope break marking must be installed meeting the requirements of Section 454.1.2.2.3.2 and safety line must be installed 2 feet (610 mm) before the marking.

454.1.10.1.4 Depth markers and NO DIVING mark- ers must be installed in accordance with Section 454.1.2.3.

454.1.10.1.5 The pool ladder must have a 3 to 6 inch (76 to 152 mm) clearance from the pool wall. New cross-braced ladder(s) shall be installed in place of noncross-braced ladder(s) in conformance with Sec- tion 454.1.2.5.1 during a pool resurfacing.

454.1.10.1.6 Should resurfacing works affect the step riser heights, no riser shall exceed 10 inches (254 mm) for pools and 12 inches (305 mm) for spas, and the intermediate risers shall be made uni- form.

454.1.10.1.7 Step treads that protrude from the pool wall shall be removed and replaced with a cross- braced ladder or reconstructed to meet the require- ments of Section 454.1.2.5.1 or 454.1.2.5.2.

454.1.10.2 The painting of pools shall not be consid- ered a repair or alteration provided the following con- ditions are met:

1. Only paints designated by the manufacturer as pool paints are used.

2. All step stripes, slope break markers and safety line, and depth and NO DIVING markings shall be provided to comply with the applicable provi- sion(s) this section.

454.1.10.3 The installation of copper or copper/silver ionization units and ozone generators capable of pro- ducing less than a pool water ozone contact concentra- tion of 0.1 milligrams per liter (mg/L) shall not be considered a pool repair or alteration provided compli- ance when the following is met:

1. The ionization or ozone generator unit complies with paragraph 64E-9.008(10)(e), Florida Administrative Code.

2. The manufacturer provides one set of signed and sealed engineering drawings indicating the fol- lowing:

a. The unit does not interfere with the design flow rate.

b. The unit and the typical installation meet the requirements of the National Electrical Code.

c. A copper test kit and information regarding the maximum allowed copper and silver level and the minimum required chlorine level shall be available to the pool owner.

d. The unit shall meet the requirements of NSF/ ANSI Standard 50.

3. At least 7 days before the time of installation, the installer will provide a photocopy of the above drawings and a letter of intent identifying the pool on which the unit is to be installed.

4. Upon completion of the installation, a profes- sional engineer or electrician licensed in the state of Florida shall provide a letter to the county health department, indicating the unit was prop- erly installed in accordance with the typical drawings, the National Electrical Code and local codes.

454.1.10.4 Electrical

454.1.10.4.1 Ground-fault circuit-interrupter protection for personnel. Outlets supplying repaired, replaced, altered, or relocated pool pump motors connected to single-phase, 120-volt through 240-volt branch circuits, whether by receptacle or by direct connection, and outlets supplying all other repaired, replaced, altered, or relocated electrical equipment and underwater luminaires operating at voltages greater than the low voltage contact limit, connected to single-phase, 120-volt through 240- volt branch circuits, rated 15- and 20-amperes, whether by receptacle or by direct connection, shall be provided with ground-fault circuit interrupter protection for personnel.

454.1.10.4.2 Equipotential bonding. Any of the parts specified in Sections 680.26(B)(1) through (B)(7) of the NFPA 70, National Electrical Code that are repaired, replaced, altered, or installed new at an existing swimming pool shall be connected to the existing bonding system using solid copper con- ductors, insulated, covered, or bare, not smaller than 8 AWG or with rigid metal conduit of brass or other identified corrosion-resistant metal. Connections to bonded parts shall be made in accordance with Sec- tion 250.8 of NFPA 70, National Electrical Code. An 8 AWG or larger solid copper bonding conduc- tor provided to reduce voltage gradients in the pool area shall not be required to be extended or attached to remote panelboards, service equipment, or elec- trodes. All metallic float-in light rings shall be con- nected to the equipotential bonding grid. Float-in light rings with no provision for bonding, and other

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devices which do not provide an electrical connec- tion between a metallic underwater luminaire and the forming shell of a wet niche fixture, including screws or bolts not supplied by the luminaire’s man- ufacturer and listed for use with the specific lumi- naire, shall not be allowed for use with any underwater luminaire that is required to be grounded. Where none of the bonded parts is in direct connection with the pool water, the pool water shall be in direct contact with an approved corro- sion-resistant conductive surface that exposes not less than 9 square inches (5800 mm2) of surface area to the pool water at all times. The conductive surface shall be located where it is not exposed to physical damage or dislodgement during usual pool activi- ties, and it shall be bonded in accordance with Sec- tion 680.26(B) of the NFPA 70, National Electrical Code. A bonded concrete pool shell shall be consid- ered to be a conductive surface. The interior metallic surface or surfaces of any forming shell (wet niche) shall not be covered with any material, including plaster, except potting compound covering internal bonding connections in conformance with 680.23(B)(2)(b) of NFPA 70, National Electrical Code, shall be allowed.

454.2 Private swimming pools.

454.2.1 Definitions–general.

454.2.1.1 Tense, gender and number. For the purpose of this code, certain abbreviations, terms, phrases, words, and their derivatives shall be construed as set forth in this section. Words used in the present tense include the future. Words in the masculine gender include the feminine and neuter. Words in the feminine and neuter gender include the masculine. The singular number includes the plural and the plural number includes the singular.

454.2.1.2 Words not defined. Words not defined herein shall have the meanings stated in the Florida Building Code, Building; Florida Building Code, Mechanical; Florida Building Code, Plumbing; Flor- ida Building Code, Fuel Gas; or Florida Fire Preven- tion Code. Words not defined in the Florida Building Code shall have the meanings stated in the Webster’s Ninth New Collegiate Dictionary, as revised.

454.2.2 Definitions.

ABOVE-GROUND/ON-GROUND POOL. See “Swimming pool.”

ADMINISTRATIVE AUTHORITY. The individual official, board, department or agency established and authorized by a state, county, city or other political sub- division created by law to administer and enforce the provisions of the swimming pool code as adopted or amended.

APPROVED. Accepted or acceptable under an appli- cable specification stated or cited in this code, or accepted as suitable for the proposed use under proce- dures and power of the administrative authority.

APPROVED SAFETY COVER. A manually or power-applied safety pool cover that meets all of the performance standards of ASTM International in com- pliance with ASTM F1346.

APPROVED TESTING AGENCY. An organization primarily established for the purpose of testing to approved standards and approved by the administrative authority.

BACKWASH PIPING. See “Filter waste discharge piping.”

BARRIER. A fence, dwelling wall or nondwelling wall or any combination thereof which completely sur- rounds the swimming pool and obstructs access to the swimming pool, especially access from the residence or from the yard outside the barrier.

BODY FEED. Filter aid fed into a diatomite-type filter throughout the filtering cycle.

CARTRIDGE FILTER. A filter using cartridge-type filter elements.

CHEMICAL PIPING. Piping which conveys concen- trated chemical solutions from a feeding apparatus to the circulation piping.

CIRCULATION PIPING SYSTEM. Piping between the pool structure and the mechanical equipment. Usu- ally includes suction piping, face piping and return pip- ing.

COMBINATION VALVE. A multipart valve intended to perform more than one function.

DESIGN HEAD. Total head requirement of the circu- lation system at the design rate of flow.

DIATOIMTE (DIATOAMCEOUS EARTH). A type of filter aid.

DIATOIMTE-TYPE FILTER. A filter designed to be used with filter aid.

DIRECT ACCESS FROM THE HOME. Any open- ing which discharges into the “perimeter” of the pool or any opening in an exterior dwelling wall, or interior wall (for indoor pools) which faces the pool.

EXIT ALARM. A device that makes audible, continu- ous alarm sounds when any door or window which per- mits access from the residence to any pool that is without an intervening enclosure is opened or left ajar.

FACE PIPING. Piping, with all valves and fittings, which is used to connect the filter system together as a unit.

FILTER. Any apparatus by which water is clarified.

FILTER AID. A nonpermanent type of filter medium or aid such as diatomite, alum, etc.

FILTER CARTRIDGE. A disposable or renewable filter element which generally employs no filter aid.

FILTER ELEMENT. That part of a filter which retains the filter medium.

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FILTER MEDIUM. Fine material which entraps the suspended particles and removes them from the water.

FILTER RATE. Average rate of flow per square foot of filter area.

FILTER ROCK. Specially graded rock and gravel used to support filter sand.

FILTER SAND. A specially graded type of permanent filter medium.

FILTER SEPTUM. That part of the filter element in a diatomite-type filter upon which a cake of diatomite or other nonpermanent filter aid may be deposited.

FILTER WASTE DISCHARGE PIPING. Piping that conducts waste water from a filter to a drainage system. Connection to drainage system is made through an air gap or other approved methods.

FRESH WATER. Those waters having a specific con- ductivity less than a solution containing 6,000 ppm of sodium chloride.

HIGH RATE SAND FILTER. A sand filter designed for flows in excess of 5 gpm (0.3 L/s) per square foot.

HOT TUB. See “Swimming pool.”

INGROUND POOL. See “Swimming pool.”

INLET FITTING. Fitting or fixture through which circulated water enters the pool.

MAIN SUCTION OUTLET. Outlet at the deep por- tion of the pool through which the main flow of water leaves the pool when being drained or circulated.

MESH SAFETY BARRIER. A combination of mate- rials, including fabric, posts, and other hardware to form a barrier around a swimming pool.

MEDICALLY FRAIL ELDERLY PERSON. Any person who is at least 65 years of age and has a medical problem that affects balance, vision, or judgment, including but not limited to a heart condition, diabetes, or Alzheimer’s disease or any related disorder.

POOL. See “Swimming pool.”

POOL DEPTHS. The distance between the floor of pool and the maximum operating water level.

POOL PERIMETER. A pool perimeter is defined by the limits of the pool deck, its surrounding area includ- ing yard area on same property, and any dwelling or nondwelling wall or any combination thereof which completely surrounds the pool.

POOL PLUMBING. All chemical, circulation, filter waste discharge piping, deck drainage and water filling systems.

PORTABLE POOL. A prefabricated pool which may be erected at the point of intended use and which may be subsequently disassembled and reerected at a new location. Generally installed on the surface of the ground and without excavation.

PRECOAT. In a diatomite-type filter, the initial coat- ing or filter aid placed on the filter septum at the start of the filter cycle.

RAPID SAND FILTER. A filter designed to be used with sand as the filter medium and for flows not to exceed 5 gpm (0.3 L/s) per square foot.

RECEPTOR. An approved plumbing fixture or device of such material, shape and capacity as to adequately receive the discharge from indirect waste piping, so constructed and located as to be readily cleaned.

RESIDENTIAL. Situated on the premises of a detached one- or two-family dwelling or a one-family townhouse not more than three stories high.

RETURN PIPING. That portion of the circulation piping which extends from the outlet side of the filters to the pool.

SALINE WATER. Those waters having a specific conductivity in excess of a solution containing 6,000 ppm of sodium chloride.

SEPARATION TANK. A device used to clarify filter rinse or waste water; sometimes called a “reclamation tank.”

SKIM FILTER. A surface skimmer combined with a vacuum diatomite filter.

SPA, NONPORTABLE. See “Swimming pool.”

SPA, PORTABLE. Nonpermanent structure intended for recreational bathing, in which all controls and water heating and water circulating equipment are an integral part of the product and which is cord-connected and not permanently electrically wired.

SUCTION PIPING. That portion of the circulation piping located between the pool structure and the inlet side of the pump and usually includes main outlet pip- ing, skimmer piping, vacuum piping and surge tank piping.

SURFACE SKIMMER. A device generally located in the pool wall which skims the pool surface by drawing pool water over a self-adjusting weir.

SWIMMING POOL, PRIVATE. Any structure, located in a residential area, that is intended for swim- ming or recreational bathing and contains water over 24 inches (610 mm) deep including but not limited to inground, aboveground, and onground swimming pools, hot tubs, and nonportable spas.

SWIMMING POOL, INDOOR. A swimming pool which is totally contained within a structure and sur- rounded on all four sides by walls of said structure.

SWIMMING POOL, OUTDOOR. Any swimming pool which is not an indoor pool.

SWIMMING POOL, PUBLIC. A watertight struc- ture of concrete, masonry, fiberglass, stainless steel or plastic which is located either indoors or outdoors, used for bathing or swimming by humans, and filled with a filtered and disinfected water supply, together with buildings, appurtenances and equipment used in con-

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nection therewith. A public swimming pool or public pool shall mean a conventional pool, spa-type pool, wading pool, special purpose pool or water recreation attraction, to which admission may be gained with or without payment of a fee and includes, pools operated by or serving camps, churches, cities, counties, day care centers, group home facilities for eight or more cli- ents, health spas, institutions, parks, state agencies, schools, subdivisions; or the cooperative living-type projects of five or more living units, such as apart- ments, boarding houses, hotels, mobile home parks, motels, recreational vehicle parks and townhouses.

SWIMMING POOL, RESIDENTIAL. See “Swim- ming pool, private.”

TURNOVER TIME. The time in hours required for the circulation system to filter and recirculate a volume of water equal to the pool volume.

VACUUM FITTING. A fitting in the pool which is used as a convenient outlet for connecting the underwa- ter suction cleaning equipment.

VACUUM PIPING. The piping from the suction side of a pump connected to a vacuum fitting located at the pool and below the water level.

WASTE PIPING. See “Filter waste discharge piping.”

WIDTH AND/OR LENGTH. Actual water dimension taken from wall to wall at the maximum operating water level.

YOUNG CHILD. Any person under the age of 6 years.

454.2.3 Mechanical requirements. Unless otherwise specified in this code, all piping, equipment and materials used in the process piping system of swimming pools that are built in place shall conform to the Florida Building Code, Plumbing.

454.2.4 Approvals.

454.2.4.1 Compliance. All materials, piping, valves, equipment or appliances entering into the construction of swimming pools or portions thereof shall be of a type complying with this code or of a type recom- mended and approved by a nationally recognized test- ing agency or conforming to other recognized standards acceptable to the administrative authority.

454.2.4.2 Items not covered. For any items not specif- ically covered in these requirements, the administrative authority is hereby authorized to require that all equip- ment, materials, methods of construction and design features shall be proven to function adequately, effec- tively and without excessive maintenance and opera- tional difficulties.

454.2.4.2.1 Flood hazard areas. Private swimming pools installed in flood hazard areas established in Section 1612.3 shall comply with Section 1612.

454.2.4.3 Applicant responsibility. It shall be the responsibility of the applicant to provide such data, tests or other adequate proof that the device, material or

product will satisfactorily perform the function for which it is intended, before such item shall be approved or accepted for tests.

454.2.5 Alternate materials and methods of construc- tion.

454.2.5.1 Approval and authorization. The provi- sions of this code are not intended to prevent the use of any alternate material, method of construction, appli- ance or equipment, provided any such alternate has been first approved and its use authorized by the administrative authority.

454.2.5.2 Required tests. When there is insufficient evidence to substantiate claims for alternates, the administrative authority may require tests, as proof of compliance, to be made by an approved agency at the expense of the applicant.

454.2.6 Private swimming pools.

454.2.6.1 Conformance standard. Design, construc- tion and workmanship shall be in conformity with the requirements of ANSI/APSP/ICC 3, ANSI/APSP/ICC 4, ANSI/ APSP/ICC 5, ANSI/APSP/ICC 6, and ANSI/ APSP/ICC 7.

454.2.6.2 Required equipment. Every swimming pool shall be equipped complete with approved mechanical equipment consisting of filter, pump, piping valves and component parts.

Exception: Pools with a supply of fresh water equivalent to the volume of the pool in the specified turnover time will be allowed.

454.2.6.3 Water velocity. Pool piping shall be designed so the water velocity will not exceed 10 feet per second (mm/s) for pressure piping and 8 feet per second (mm/s) for suction piping, except that the water velocity shall not exceed 8 feet per second (3048 mm/s) in copper tubing. Main suction outlet velocity must comply with ANSI/APSP/ICC 7.

Exception: Jet inlet fittings shall not be deemed subject to this requirement.

454.2.6.4 Piping to heater. Water flow through the heater, any bypass plumbing installed, any back- siphoning protection, and the use of heat sinks shall be done in accordance with the manufacturer’s recommen- dations.

454.2.6.5 Piping installation. All piping materials shall be installed in strict accordance with the manufac- turer’s installation standards.

Exception: Primer and glue on exposed above- ground piping not required to be colored.

454.2.6.6 Entrapment protection for suction outlets shall be installed in accordance with requirements of ANSI/APSP 7/ICC 7.

454.2.7 Pumps.

454.2.7.1 Strainer. Pool circulating pumps shall be equipped on the inlet side with an approved-type hair and lint strainer when used with a pressure filter.

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454.2.7.2 Installation. Pumps shall be installed in accordance with manufacturer recommendations.

454.2.7.3 Capacity. Pumps shall have design capacity at the following heads.

1. Pressure diatomaceous earth–At least 60 feet (18 288 mm).

2. Vacuum D.E.–20-inch (508 mm) vacuum on the suction side and 40 feet (1219 mm) total head.

3. Rapid sand–At least 45 feet (13 716 mm).

4. High rate sand–At least 60 feet (18 288 mm).

454.2.7.4 Materials. Pump impellers, shafts, wear rings and other working parts shall be of corrosion- resistant materials.

454.2.8 Valves.

454.2.8.1 General. Valves shall be made of materials that are approved in the Florida Building Code, Plumb- ing. Valves located under concrete slabs shall be set in a pit having a least dimension of five pipe diameters with a minimum of at least 10 inches (254 mm) and fit- ted with a suitable cover. All valves shall be located where they will be readily accessible for maintenance and removal.

454.2.8.2 Full-way (gate) valves. Full-way valves shall be installed to insure proper functioning of the fil- tration and piping system. When the pump is located below the overflow rim of the pool, a valve shall be installed on the discharge outlet and the suction line.

454.2.8.3 Check valves. Where check valves are installed they shall be of the swing, spring or vertical check patterns.

454.2.8.4 Combination valves. Combination valves shall be installed per the manufacturer’s installation instructions.

454.2.9 Water supply. Unless an approved type of filling system is installed, any water supply which in the judg- ment of the administrative authority may be used to fill the pool, shall be equipped with backflow protection. No over the rim fill spout shall be accepted unless located under a diving board, or properly guarded.

454.2.10 Waste water disposal.

454.2.10.1 Connection limitations. Direct or indirect connections shall not be made between any storm drain, sewer, drainage system, seepage pit underground leaching pit, or subsoil drainage line, and any line con- nected to a swimming pool unless approved by the administrative authority.

454.2.10.2 Disposal through public sewer. When the waste water from a swimming pool is to be disposed of through a public sewer, a 3-inch (76 mm) P-trap shall be installed on the lower terminus of the building drain and the tall piece from the trap shall extend a minimum of 3 inches (76 mm) above finished grade and below finished floor grade. This trap need not be vented. The

connection between the filter waste discharge piping and the P-trap shall be made by means of an indirect connection.

454.2.10.3 Deviations. Plans and specifications for any deviation from the above manner of installation shall first be approved by the administrative authority before any portion of any such system is installed. When waste water disposal is to seepage pit installation, it shall be installed in accordance with the approval granted by the administrative authority.

454.2.11 Separation tank. A separation tank of an approved type may be used in lieu of the aforementioned means of waste water disposal when connected as a recla- mation system.

454.2.12 Tests.

454.2.12.1 Pressure test. All pool piping shall be tested and proved tight to the satisfaction of the admin- istrative authority, under a static water or air pressure test of not less than 35 psi (241 kPa) for 15 minutes.

Exception: Circulating pumps need not be tested as required in this section.

454.2.12.2 Drain and waste piping. All drain and waste piping shall be tested by filling with water to the point of overflow and all joints shall be tight.

454.2.13 Drain piping.

454.2.13.1 Slope to discharge. Drain piping serving gravity overflow gutter drains and deck drains shall be installed to provide continuous grade to point of dis- charge.

454.2.13.2 Joints and connections. Joints and connec- tions shall be made as required by the Florida Building Code, Plumbing.

454.2.14 Water heating equipment.

454.2.14.1 Labels. Swimming pool water heating equipment shall conform to the design, construction and installation requirements in accordance with accepted engineering practices and shall bear the label of a recognized testing agency, and shall include a con- sideration of combustion air, venting and gas supply requirements for water heaters.

454.2.14.2 Water retention. If a heater is not equipped or designed for an approved permanent bypass or anti- siphon device, an approved permanent bypass or antisi- phon device shall be installed to provide a positive means of retaining water in the heater when the pump is not in operation.

454.2.14.3 Pit drainage. When the heater is installed in a pit, the pit shall be provided with approved drainage facilities.

454.2.14.4 Connections. All water heating equipment shall be installed with flanges or union connection adja- cent to the heater.

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454.2.14.5 Relief valve. When water heating equip- ment which is installed in a closed system has a valve between the appliance and the pool, a pressure relief valve shall be installed on the discharge side of the water heating equipment. For units up to and including 200,000 Btu/hour input, the relief valve shall be rated by the American Gas Association.

454.2.15 Gas piping. Gas piping shall comply with the Florida Building Code, Fuel Gas.

454.2.16 Electrical. Electrical equipment wiring and installation, including the bonding and grounding of pool components, shall comply with Chapter 27 of the Florida Building Code, Building. Outlets supplying pool pump motors connected to single-phase 120-volt through 240- volt branch circuits, whether by receptacle or by direct connection, and outlets supplying other electrical equip- ment and underwater luminaires operating at voltages greater than the low voltage contact limit, connected to single-phase, 120 volt through 240 volt branch circuits, rated 15 or 20 amperes, whether by receptacle or by direct connection, shall be provided with ground-fault circuit interrupter protection for personnel.

454.2.17 Residential swimming barrier requirement. Residential swimming pools shall comply with Sections 454.2.17.1 through 454.2.17.3.

Exception: A swimming pool with an approved safety pool cover complying with ASTM F1346.

454.2.17.1 Outdoor swimming pools. Outdoor swim- ming pools shall be provided with a barrier complying with Sections 454.2.17.1.1 through 454.2.17.1.14.

454.2.17.1.1 The top of the barrier shall be at least 48 inches (1219 mm) above grade measured on the side of the barrier which faces away from the swim- ming pool. The maximum vertical clearance between grade and the bottom of the barrier shall be 2 inches (51 mm) measured on the side of the barrier which faces away from the swimming pool. Where the top of the pool structure is above grade the bar- rier may be at ground level or mounted on top of the pool structure. Where the barrier is mounted on top of the pool structure, the maximum vertical clear- ance between the top of the pool structure and the bottom of the barrier shall be 4 inches (102 mm).

454.2.17.1.2 The barrier may not have any gaps, openings, indentations, protrusions, or structural components that could allow a young child to crawl under, squeeze through, or climb over the barrier as herein described below. One end of a removable child barrier shall not be removable without the aid of tools. Openings in any barrier shall not allow pas- sage of a 4-inch diameter (102 mm) sphere.

454.2.17.1.3 Solid barriers which do not have open- ings shall not contain indentations or protrusions except for normal construction tolerances and tooled masonry joints.

454.2.17.1.4 Where the barrier is composed of hori- zontal and vertical members and the distance

between the tops of the horizontal members is less than 45 inches (1143 mm), the horizontal members shall be located on the swimming pool side of the fence. Spacing between vertical members shall not exceed 13/4 inches (44 mm) in width. Where there are decorative cutouts within vertical members, spacing within the cutouts shall not exceed 13/4 inches (44 mm) in width.

454.2.17.1.5 Where the barrier is composed of hori- zontal and vertical members and the distance between the tops of the horizontal members is 45 inches (1143 mm) or more, spacing between vertical members shall not exceed 4 inches (102 mm). Where there are decorative cutouts within vertical members, spacing within the cutouts shall not exceed 13/4 inches (44 mm) in width.

454.2.17.1.6 Maximum mesh size for chain link fences shall be a 21/4 inch (57 mm) square unless the fence is provided with slats fastened at the top or bottom which reduce the openings to no more than 13/4 inches (44 mm).

454.2.17.1.7 Where the barrier is composed of diag- onal members, the maximum opening formed by the diagonal members shall be no more than 13/4 inches (44 mm).

454.2.17.1.8 Access gates, when provided, shall be self-closing and shall comply with the requirements of Sections 454.2.17.1.1 through 454.2.17.1.7 and shall be equipped with a self-latching locking device located on the pool side of the gate. Where the device release is located no less than 54 inches (1372 mm) from the bottom of the gate, the device release mechanism may be located on either side of the gate and so placed that it cannot be reached by a young child over the top or through any opening or gap from the outside. Gates that provide access to the swimming pool must open outward away from the pool. The gates and barrier shall have no opening greater than 1/2 inch (12.7 mm) within 18 inches (457 mm) of the release mechanism.

454.2.17.1.9 Where a wall of a dwelling serves as part of the barrier, one of the following shall apply:

1. All doors and windows providing direct access from the home to the pool shall be equipped with an exit alarm complying with UL 2017 that has a minimum sound pressure rating of 85 dBA at 10 feet (3048 mm). Any deactivation switch shall be located at least 54 inches (1372 mm) above the threshold of the access. Separate alarms are not required for each door or window if sensors wired to a cen- tral alarm sound when contact is broken at any opening.

Exceptions:

a. Screened or protected windows having a bottom sill height of 48 inches (1219 mm) or more measured from the

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interior finished floor at the pool access level.

b. Windows facing the pool on the floor above the first story.

c. Screened or protected pass-through kitchen windows 42 inches (1067 mm) or higher with a counter beneath.

2. All doors providing direct access from the home to the pool must be equipped with a self- closing, self-latching device with positive mechanical latching/locking installed a mini- mum of 54 inches (1372 mm) above the threshold, which is approved by the authority having jurisdiction.

3. A swimming pool alarm that, when placed in a pool, sounds an alarm upon detection of an accidental or unauthorized entrance into the water. Such pool alarm must meet and be independently certified to ASTM F2208, titled “Standard Safety Specification for Residen- tial Pool Alarms,” which includes surface motion, pressure, sonar, laser, and infrared alarms. For purposes of this paragraph, the term “swimming pool alarm” does not include any swimming protection alarm device designed for individual use, such as an alarm attached to a child that sounds when the child exceeds a certain distance or becomes sub- merged in water.

454.2.17.1.10 Where an above-ground pool struc- ture is used as a barrier or where the barrier is mounted on top of the pool structure, and the means of access is a ladder or steps, the ladder or steps either shall be capable of being secured, locked or removed to prevent access, or the ladder or steps shall be surrounded by a barrier which meets the requirements of Sections 454.2.17.1.1 through 454.2.17.1.9 and Sections 454.2.17.1.12 through 454.2.17.1.14. When the ladder or steps are secured, locked or removed, any opening created shall not allow the passage of a 4-inch-diameter (102 mm) sphere.

454.2.17.1.11 Standard screen enclosures which meet the requirements of Section 454.2.17 may be utilized as part of or all of the “barrier” and shall be considered a “nondwelling” wall. Removable child barriers shall have one end of the barrier nonremov- able without the aid of tools.

454.2.17.1.12 The barrier must be placed around the perimeter of the pool and must be separate from any fence, wall, or other enclosure surrounding the yard unless the fence, wall, or other enclosure or portion thereof is situated on the perimeter of the pool, is being used as part of the barrier, and meets the bar- rier requirements of this section.

454.2.17.1.13 Removable child barriers must be placed sufficiently away from the water’s edge to prevent a young child or medically frail elderly per- son who may manage to penetrate the barrier from immediately falling into the water. Sufficiently away from the water’s edge shall mean no less than 20 inches (508 mm) from the barrier to the water’s edge. Dwelling or nondwelling walls including screen enclosures, when used as part or all of the barrier and meeting the other barrier requirements, may be as close to the water’s edge as permitted by this code.

454.2.17.1.14 A wall of a dwelling may serve as part of the barrier if it does not contain any door or win- dow that opens to provide direct access from the home to the swimming pool.

454.2.17.1.15 A mesh safety barrier meeting the requirements of Section 454.2.17 and the following minimum requirements shall be considered a barrier as defined in this section:

1. Individual component vertical support posts shall be capable of resisting a minimum of 52 pounds (24 kg) of horizontal force prior to breakage when measured at a 36 inch (914 mm) height above grade. Vertical posts of the child safety barrier shall extend a minimum of 3 inches (76 mm) below deck level and shall be spaced no greater than 36 inches (914 mm) apart.

2. The mesh utilized in the barrier shall have a minimum tensile strength according to ASTM D5034 of 100 pounds per foot, and a mini- mum ball burst strength according to ASTM D3787 of 150 pounds per foot. The mesh shall not be capable of deformation such that a 1/4- inch (6.4 mm) round object could not pass through the mesh. The mesh shall receive a descriptive performance rating of no less than “trace discoloration” or “slight discoloration” when tested according to ASTM G53, Weath- erability, 1,200 hours.

3. When using a molding strip to attach the mesh to the vertical posts, this strip shall contain, at a minimum, #8 by 1/2 inch (12.7 mm) screws with a minimum of two screws at the top and two at the bottom with the remaining screws spaced a maximum of 6 inches (152 mm) apart on center.

4. Patio deck sleeves (vertical post receptacles) placed inside the patio surface shall be of a nonconductive material.

5. A latching device shall attach each barrier sec- tion at a height no lower than 45 inches (1143 mm) above grade. Common latching devices that include, but are not limited to, devices that provide the security equal to or greater than that of a hook-and-eye-type latch incor-

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porating a spring actuated retaining lever (commonly referred to as a safety gate hook).

6. The bottom of the mesh safety barrier shall not be more than 1 inch (25 mm) above the deck or installed surface (grade).

454.2.17.1.16 Adjacent waterways. Permanent nat- ural or permanent man-made features such as bulk- heads, canals, lakes, navigable waterways, etc., adjacent to a public or private swimming pool or spa may be permitted as a barrier when approved by the authority having jurisdiction. When evaluating such barrier features, the authority may perform on-site inspections and review evidence such as surveys, aerial photographs, water management agency stan- dards and specifications, and any other similar docu- mentation to verify, at a minimum, the following:

1. The barrier feature is not subject to natural changes, deviations, or alterations and is capa- ble of providing an equivalent level of protec- tion as that provided by the code.

2. The barrier feature clearly impedes, prohibits or restricts access to the swimming pool or spa.

454.2.17.2 Indoor swimming pools. All walls sur- rounding indoor swimming pools shall comply with Section 454.2.17.1.9.

454.2.17.3 Prohibited locations. A barrier may not be located in a way that allows any permanent structure, equipment, or window that opens to provide access from the home to the swimming pool.

454.2.18 Ladders and steps. All pools whether public or private shall be provided with a ladder or steps in the shal- low end where water depth exceeds 24 inches (610 mm). In private pools where water depth exceeds 5 feet (1524 mm) there shall be ladders, stairs or underwater benches/ swim-outs in the deep end. Where manufactured diving equipment is to be used, benches or swim-outs shall be recessed or located in a corner.

Exception: In private pools having more than one shal- low end, only one set of steps are required. A bench, swimout or ladder may be used at all additional shallow ends in lieu of an additional set of steps.

454.2.19 Final inspection. Final electrical, and barrier code, inspection shall be completed prior to filling the pool with water.

Exception: Vinyl liner and fiberglass pools are required to be filled with water upon installation.

454.2.20 Filters. Components shall have sufficient capac- ity to provide a complete turnover of pool water in 12 hours or less.

454.2.20.1 Sand filters.

454.2.20.1.1 Approved types. Rapid sand filters [flow up to 5 gpm per square foot (0.3L/s)] shall be constructed in accordance with approved standards. Where high rate sand filters [flow in excess of 5 gpm per square foot (0.3 L/s)] are used, they shall be of an

approved type. The circulation system and backwash piping shall be adequate for proper backwashing of said filter and shall provide backwash flow rates of at least 12 gpm per square foot (0.8 L/s) or rapid sand filters or 15 gpm per square foot (0.9 L/s) for high rate sand filters.

454.2.20.1.2 Instructions. Every filter system shall be provided with written operating instructions.

454.2.20.1.3 Filter system equipment. On pres- sure-type filters, a means shall be provided to permit the release of internal pressure. A filter incorporat- ing an automatic internal air release as its principal means of air release shall have lids which provide a slow and safe release of pressure as part of its design. A separation tank used in conjunction with a filter tank shall have as part of its design a manual means of air release or a lid which provides a slow and safe release of pressure as it is opened.

454.2.20.2 Diatomite-type filters.

454.2.20.2.1 Design. Diatomite-type filters shall be designed for operation under either pressure or vac- uum. The design capacity for both pressure and vac- uum filters shall not exceed 2 gpm per square foot (0.13 L/s) of effective filter area.

454.2.20.2.2 Filter aid. Provision shall be made to introduce filter aid into the filter in such a way as to evenly precoat the filter septum.

454.2.21 Pool fittings.

454.2.21.1 Approved type. Pool fittings shall be of an approved type and design as to be appropriate for the specific application.

454.2.21.2 Skimmers. Approved surface skimmers are required and shall be installed in strict accordance with the manufacturer’s installation instructions. Skimmers shall be installed on the basis of one per 800 square feet (74 m2) of surface area or fraction thereof, and shall be designed for a flow rate of at least 25 gpm (94 L/m) per skimmer.

454.2.21.3 Main outlet. An approved main outlet, when provided, shall be located on a wall or floor at or near the deepest point in the pool for emptying or circu- lation, or both, of the water in the pool.

454.2.21.4 Hydrostatic relief device. In areas of antic- ipated water table an approved hydrostatic relief device shall be installed.

Exception: Plastic liner pools (where there is no structural bottom to the pool).

454.2.21.5 Inlet fittings. Approved manufactured inlet fittings for the return of recirculated pool water shall be provided on the basis of at least one per 300 square feet (28 m2) of surface area. Such inlet fittings shall be designed and constructed to insure an adequate seal to the pool structure and shall incorporate a convenient means of sealing for pressure testing of the pool circu- lation piping. Where more than one inlet is required,

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the shortest distance between any two required inlets shall be at least 10 feet (3048 mm).

454.2.22 Equipment foundations and enclosures. All pool motors and equipment shall be installed in compli- ance with the manufacturer’s recommendations. All heat- ing and electrical equipment, unless approved for outdoor installation, shall be adequately protected against the weather or installed within a building.

454.2.23 Accessibility and clearances. Equipment shall be so installed as to provide ready accessibility for clean- ing, operating, maintenance and servicing.

SECTION 455 PUBLIC LODGING ESTABLISHMENTS

455.1 Scope. Public lodging establishments shall comply with the following design and construction standards.

Note: Other administrative and programmatic provisions may apply. See Department of Business and Professional Regulations (DBPR) Rules 61C-1 and 61C-3, Florida Administrative Code and Chapter 509, Florida Statutes.

455.2 Definitions.

PUBLIC LODGING ESTABLISHMENT. See Section 509.013, Florida Statutes.

455.3 General sanitation and safety requirements. The fol- lowing general requirements and standards shall be met by all public lodging establishments:

455.3.1 Water, plumbing and waste. Except as specifi- cally provided in this code, standards for water, plumbing and waste shall be governed by Chapter 5 of 1999 Food Code and Chapter 509 Part I, Florida Statutes. For the purposes of this section, the term “food establishment” as referenced in the Food Code shall apply to all public lodg- ing establishments as defined in Chapter 509, Florida Statutes.

455.3.2 Public bathrooms.

455.3.2.1 Each public lodging establishment shall be provided with adequate and conveniently located bath- room facilities for its employees and guests in accor- dance with provisions of this section and the Florida Building Code, Plumbing. Public access to toilet facili- ties shall not be permitted through food preparation, storage, or ware washing areas. Bathroom fixtures shall be of readily cleanable sanitary design.

455.3.2.2 Public bathrooms shall be completely enclosed and shall have tight-fitting, self-closing doors or have entrances and exits constructed in such a man- ner as to ensure privacy of occupants. Such doors shall not be left open except during cleaning or maintenance.

455.3.2.3 Resort condominiums, nontransient estab- lishments and resort dwellings are exempt from the provisions of this section.

455.3.3 Vermin control. Effective control measures shall be taken to protect against the entrance into the establish- ment, and the breeding or presence on the premises of rodents, flies, roaches and other vermin. All buildings shall be effectively rodentproofed. All windows used for

ventilation must be screened, except when effective means of vermin control are used. Screening material shall not be less than 16 mesh to the inch or equivalent, tightfitting and free of breaks.

455.3.4 Fire safety. All fire safety, protection and preven- tion equipment must be installed, approved, maintained and used in accordance with Chapter 509, Florida Stat- utes, Chapter 69A-3 Fire Prevention–General Prevention Code, Florida Administrative Codes.

455.3.4.1 Specialized smoke detectors. Specialized smoke detectors for the deaf and hearing-impaired shall be made available upon request by guests in transient public lodging establishments without charge. Failure of the operator to inform any employee charged with registering guests of the location of such detector con- stitutes failure to make such detectors available.

455.3.5 Electrical wiring. To prevent fire or injury, defec- tive electrical wiring shall be replaced and wiring shall be kept in good repair. Only a wall switch or approved pull cord shall be permitted in bathrooms. Electrical wiring shall be in accordance with the provisions of Chapter 27 of the Florida Building Code, Building.

455.3.6 Heating and ventilation. The heating and ventila- tion system shall be kept in good repair or be installed to maintain a minimum of 68°F (20°C) throughout the build- ing.

455.3.7 Gas appliances. All appliances, including water heaters using gas, shall be properly vented as required by the Florida Building Code, Fuel Gas.

455.4 Sanitation and safety requirements. 455.4.1 Guest bathrooms.

455.4.1.1 Connecting bathrooms shall provide toilets with open-front seats. Guest and private bathrooms shall provide toilets. Guest, private, and connecting bathrooms shall provide lavatories and shower enclo- sures with hot and cold running water under pressure.

455.4.1.2 Each transient public lodging establishment shall maintain one public bathroom with a minimum of a toilet, lavatory, and shower enclosure for each sex on every floor for every 15 guests rooming on that floor not having access to private or connecting bathrooms.

455.4.2 Ice storage bins. Ice storage bins shall be drained through an air gap in accordance with the provisions of the Florida Building Code, Plumbing.

455.4.3 Locks. A locking device shall be provided in accordance with the Florida Fire Prevention Code. Public lodging establishments as defined in Rule 61C- 1.002(4)(a), Florida Statutes, shall have at least one approved locking device which does not include a sliding chain or hook-and-eye type device, on all outside and con- necting doors which cannot be opened by a nonmaster guest room key.

SECTION 456 PUBLIC FOOD SERVICE ESTABLISHMENTS

456.1 Scope. Public food service establishments or food establishments shall comply with design and construction

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standards as described in the Food Code, Chapter 509 Part I or Chapter 500, Florida Statutes, as applicable.

Note: Other administrative and programmatic provisions may apply. See Department of Business and Professional Regulation (DBPR) Rule 61C-4, Florida Administrative Code, Chapter 500 and Chapter 509, Florida Statutes.

456.2 Definitions.

FOOD ESTABLISHMENTS. See Section 500.03, Flor- ida Statutes.

PUBLIC FOOD SERVICE ESTABLISHMENTS. See Section 509.013, Florida Statutes.

456.3 General sanitation and safety requirements. The fol- lowing general requirements and standards shall be met by all food service establishments:

456.3.1 Water, plumbing, and waste. Except as specifi- cally provided in this section, standards for water, plumb- ing and waste shall be governed by Chapter 5, Food Code, herein adopted by reference.

456.3.1.1 Grease interceptors shall be designed and installed in accordance with the Florida Building Code, Plumbing.

456.3.2 Public bathrooms.

456.3.2.1 Food service establishment shall be provided with adequate and conveniently located bathroom facil- ities for its employees and guests in accordance with provisions of the Florida Building Code, Plumbing. Public access to toilet facilities shall not be permitted through food preparation, storage, or ware washing areas. Bathroom fixtures shall be of readily cleanable sanitary design.

456.3.2.2 Public bathrooms shall be completely enclosed and shall have tight-fitting, self-closing doors or, in public lodging establishments or bathrooms located outside a public food service, have entrances and exits constructed in such a manner as to ensure pri- vacy of occupants.

456.3.3 Vermin control. Effective control measures shall be taken to protect against the entrance into the establish- ment, and the breeding or presence on the premises of rodents, flies, roaches and other vermin. All buildings shall be effectively rodentproofed. All windows used for ventilation must be screened, except when effective means of vermin control are used. Screening material shall not be less than 16 mesh to the inch or equivalent, tightfitting and free of breaks.

456.3.4 Fire safety. All fire safety, protection and preven- tion equipment must be installed, approved, maintained and used in accordance with Chapter 509, Florida Stat- utes, Chapter 69A-55, Uniform Fire Safety Standards for Public Food Service Establishments, Florida Administra- tive Codes and the Florida Fire Prevention Code as adopted by the State Fire Marshal.

456.3.5 Electrical wiring. To prevent fire or injury, defec- tive electrical wiring shall be replaced and wiring shall be kept in good repair. Only a wall switch or approved pull

cord shall be permitted in bathrooms. Electrical wiring shall be in accordance with the provisions of Florida Building Code, Building, Chapter 27.

456.3.6 Gas appliances.

456.3.6.1 All appliances, including water heaters using gas, shall be properly vented in accordance with the Florida Building Code, Fuel Gas. All appliances shall have a nationally recognized testing laboratory seal such as AGA or UL seal.

456.3.6.2 Heating appliances shall be properly sized in Btu input for room air space. Proper sizing of heating appliances shall be determined in accordance with the provisions of the Florida Building Code, Fuel Gas.

456.4 Sanitation and safety requirements.

456.4.1 Bathroom facilities. All bathrooms shall be of easy and convenient access to both patrons and employees and shall be located on the same floor of the premises served. For the purpose of this section, the same floor includes any intermediate levels between the floor and ceiling of any room or space not to exceed a vertical height of 8 feet (2438 mm). Public food service establish- ments whose occupancy is incidental to another occu- pancy may utilize public restrooms provided on the same floor. The travel distance may vary where adequate direc- tional signs are provided and the number of fixtures is deemed satisfactory by the applicable plumbing authority. Each public food service establishment shall maintain a minimum of one public bathroom for each sex, properly designated, except as provided herein:

456.4.1.1 Places serving food or drink on a take-out, carry-out or delivery basis only which provide no seat- ing shall be required to provide a minimum of one bath- room accessible to the public.

456.4.1.2 Arcades, malls, or flea markets containing public food service establishments which offer no seat- ing within the public food service establishment may have centrally located bathroom facilities accessible to patrons of the establishments in the arcade, mall, or flea market provided such bathroom facilities are within 300 feet (91 440 mm) of each establishment.

456.4.1.3 Public food service establishments located within theme parks and entertainment complexes may utilize centrally located bathroom facilities accessible to patrons of the establishments in the theme park or entertainment complex provided such bathroom facili- ties are reasonably accessible. For purposes of this sec- tion, reasonably accessible means within 300 feet (91 440 mm) of each establishment.

456.4.1.4 Public food service establishments which seat 10 persons or less shall be required to provide a mini- mum of one bathroom accessible to the public.

456.4.1.5 Public food service establishments located within a public lodging establishment shall be permit- ted to utilize public bathrooms located within the public lodging establishment, provided such bathrooms are available for use by the patrons of the public food ser-

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vice establishment during all hours of operation, are within 300 feet (91 440 mm) of the public food service establishment, and are located on the same floor as the public food service establishment. For purposes of this section, the same floor includes any intermediate levels between the floor and ceiling of any room or space without restriction as to vertical height.

SECTION 457 MENTAL HEALTH PROGRAMS

457.1 Public mental health crisis stabilization units and short-term residential treatment programs.

457.1.1 Scope. Crisis stabilization units and short-term residential treatment units shall comply with the design and construction standards in this section.

Note: Other administrative and programmatic provi- sions may apply. See Department of Children and Fam- ily Services (DCFS) Rule 65E-12, Florida Administrative Code, and Chapter 394, Florida Stat- utes.

457.1.2 Definitions.

CRISIS STABILIZATION UNIT (CSU). A state- supported mental health service or program and is a short-term alternative to inpatient psychiatric hospital- ization and an integrated part of a designated public receiving facility under the authority of Chapter 394, Florida Statutes. A CSU provides brief intensive ser- vices for individuals who are presented as acutely men- tally ill on a 24-hour-a-day, seven-day-a-week basis, under the licensing authority of the department of Chil- dren and Families and the Agency for Health Care Administration. The purpose of a CSU is emergency psychiatric reception, psychiatric examination, to stabi- lize and redirect people to the most appropriate and least restrictive treatment settings consistent with their needs.

SHORT-TERM RESIDENTIAL TREATMENT PROGRAM (SRT). A state-supported acute care 24- hour-a-day, seven-day-a-week residential alternative service, generally of 90 days or less, and which is an integrated part of a designated public receiving facility and receives state mental health funds under the author- ity of Chapter 394, Florida Statutes. The purpose of an SRT is to provide less acute intensive short-term treat- ment to individuals who have previously been admitted to either a hospital or CSU and have been transferred to the SRT as being temporarily in need of a 24-hour-a- day structured therapeutic setting in a less restrictive, but longer-stay alternative to hospitalization.

457.1.3 Facility standards for facilities licensed prior to or on July 14, 1993.

457.1.3.1 Building construction requirements.

457.1.3.1.1 Construction, additions, refurbishing, renovations, and alterations to existing facilities shall comply with the following codes and stan- dards:

1. The building codes described in the Florida Building Code;

2. The fire codes contained in Chapter 69A-44, “Minimum Fire Safety Standards for Residen- tial Alcohol and Drug Abuse Treatment and Prevention Programs, Mental Health Residen- tial Treatment Facilities and Crisis Stabiliza- tion Units,” Florida Administrative Code, as described in NFPA 101, Chapters 18 and 19, Special Definitions, as adopted by the Florida Fire Prevention Code, as applicable to limited health care facilities, which is included by ref- erence in Chapter 59A-3, Florida Administra- tive Code.

457.1.3.2 Minimum physical plant requirements. Each CSU and SRT shall conform to the requirements of Sections 457.1.3.2.1 through 457.1.3.2.12.

457.1.3.2.1 In multiple occupancy bedrooms or sleeping areas there shall be a minimum of 60 square feet (6 m2) per bed and no less than a 30-inch (762 mm) separation between beds. Bedrooms shall be limited to a maximum of four occupants.

457.1.3.2.2 The minimum size of a single occupant bedroom shall be 55 square feet (5 m2).

457.1.3.2.3 Each CSU shall have at least one seclu- sion room and another room which may be used as a seclusion room. Each SRT shall have a seclusion room. Seclusion rooms shall be a minimum of 55 square feet (5 m2). If a restraint bed is utilized it shall have access around it and be bolted to the floor. Seclusion rooms shall minimally include a mattress. Ceilings shall be solid, and all lighting fixtures shall be tamperproof, and power receptacles are not per- mitted in the room.

457.1.3.2.4 The facility shall have at least one water fountain readily accessible for the use of persons receiving services.

457.1.3.2.5 The facility shall have a minimum ratio of one shower for each eight individuals and one toi- let and lavatory for each six individuals. Individual shower stalls and dressing areas shall be provided. The use of gang showers is prohibited. Access to a bathroom shall not be through another person’s room.

457.1.3.2.6 The facility shall have a locked area for personal possessions being held for safekeeping. Individual shelves or other similar dividers shall be provided in the locked area for the storage of per- sonal possessions. The facility shall have written policies and procedures to ensure reasonable access to personal possessions.

457.1.3.2.7 Each facility shall have a fenced outside recreation area with a minimum fence height of no less than 6 feet (1829 mm) suitable for impeding elopements.

457.1.3.2.8 External windows shall have security screens or equivalent protection.

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457.1.3.2.9 The facility shall provide an appropriate separate nontreatment area to serve as a general reception area with accommodations for such activi- ties as receiving visitors. This reception area shall be separated from the treatment area by a locked door- way.

457.1.3.2.10 When a CSU is collocated with another program, as provided for in Section 65E-12.106(23), Florida Administrative Code, the following mini- mum facility requirements shall be met.

Collocation means the operation of CSU and SRT, or CSU and substance abuse detoxification services from a common nurses’ station without treatment system integration. It may result in the administration of those services by the same organi- zation and the sharing of common services, such as housekeeping, maintenance and professional ser- vices.

1. A CSU shall be separated and secured by locked doors, used by persons receiving services, from the SRT and detoxification units.

2. Whenever a CSU is collocated with an SRT or substance abuse detoxification unit there shall be no compromise in CSU standards. In all instances, whenever there is a conflict between CSU rules and SRT, alcohol or drug abuse rules, the more restrictive rules shall apply.

457.1.3.2.11 All CSUs shall be locked facilities and, to the maximum extent practical, provide a locked perimeter around a living unit and fenced exercise area within which individuals can reside 24 hours-a- day in an environment designed to minimize poten- tial for injury. Where this is not possible, operational compensation shall be made as follows:

1. Each person receiving services shall be pro- vided a minimum of 175 square feet (16 m2) of usable client space within the CSU. Useable client space is the sum, in gross square feet, of all rooms, interior wall to interior wall, that are part of a CSU and SRT facility. Mechani- cal and electrical rooms, administrative and staff offices, screening areas, nurses’ stations, visitor and reception areas, crawl space and attic space are excluded. Bedrooms shall be spacious and attractive, and activity rooms or space shall be provided.

2. CSU facilities shall be locked to provide rea- sonable control over access to and egress from the unit, recreational area, and emergency reception areas. When individuals are moved to other areas, the pathways shall also be locked or have adequate control provisions to prevent elopement. Such controlled passage- ways shall include access to the emergency reception area, unit proper, off unit doorways, and recreational areas.

3. All unit door locks shall employ a common key for rapid access in emergency situations with quick releasing or single-turn mecha- nisms.

457.1.3.2.12 Food preparation areas for 13 or more persons shall comply with the provisions of Chapter 64E-11, Florida Administrative Code, “Food Hygiene.”

457.1.3.3 Health and sanitation.

457.1.3.3.1 Appropriate health and sanitation inspections shall be obtained before occupying any new physical facility or addition. A report of the most recent inspections must be on file and accessi- ble to authorized individuals.

457.1.3.3.2 Hot and cold running water under pres- sure shall be readily available in all washing, bath- ing and food preparation areas. Hot water in areas used by persons being served shall be at least 100°F (38°C) but not exceed 120°F (49°C).

457.1.3.4 Seclusion room. Each CSU shall have at least one seclusion room located in the CSU facility. Additional space shall be available that can be used either as a seclusion room or bedroom, as need dictates. Policies and procedures shall be developed on handling emergency situations that require seclusion. Each SRT shall have a seclusion room.

457.1.4 Minimum construction standards for CSU and SRT facilities initially licensed after July 14, 1993.

457.1.4.1 Construction requirements.

457.1.4.1.1 New facility construction. New facility construction and additions, refurbishing, renovations and alterations to existing facilities shall comply with the following codes and standards:

1. The building codes described in the Florida Building Code.

2. The fire codes contained in Chapter 69A-44, “Minimum Fire Safety Standards for Residen- tial Alcohol and Drug Abuse Treatment and Prevention Programs, Mental Health Residen- tial Treatment Facilities and Crisis Stabiliza- tion Units,” Florida Administrative Code, as described in NFPA 101, Chapters 12 and 13, “Special Definitions,” as adopted by the Flor- ida Fire Prevention Code, as applicable to limited health care facilities, which is included by reference in Chapter 59A-3, Florida Administrative Code.

3. The accessibility requirements of the Florida Building Code, Accessibility.

457.1.4.1.2 Plumbing. All plumbing shall comply with the requirements of the Florida Building Code, Plumbing.

457.1.4.1.3 Inspections and certificate of occu- pancy. Appropriate health and sanitation inspec- tions and a certificate of occupancy shall be obtained before occupying any new facility or addi-

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tion. A report of the most recent inspections must be on file and accessible to authorized individuals.

457.1.4.1.4 Sprinklers. No unsprinklered building classification as defined in the Florida Building Code, Building, is allowed. All facilities shall be protected throughout by an approved automatic sprinkler and smoke detection system to include a smoke detector in every bedroom. Provision shall be made for automatic emergency forces notification.

457.1.4.1.5 Surge protection. Surge protection in compliance with the National Electric Code, Article 280, as incorporated by reference in Chapter 27 of the Florida Building Code, Building, shall be installed to protect each service entrance equipment and have integral visual indication of surge protector failure. Additional surge protection shall be pro- vided for all low-voltage and power connections to all electronic equipment and conductors entering or exiting the building and other life safety systems equipment such as fire alarm, telephone, and nurse call. Protection shall be in accordance with appropri- ate IEEE standards for the type of equipment being protected.

457.1.4.2 Overall functional design.

457.1.4.2.1 The CSU or SRT shall be designed to provide a locked perimeter around a living unit and fenced exercise area within which individuals can reside 24 hours a day in an environment designed to minimize potential for injury. The CSU or SRT structure shall be a single-story ground level facility. These facilities shall have separate off-unit recep- tion and administration areas which may also be locked. Service corridors and pathways to other non- unit activities shall not be through the locked CSU or SRT unit.

457.1.4.2.2 The walls throughout all client areas of the CSU or SRT shall either be concrete block or a double layer of gypsum wallboard or 3/4-inch (19 mm) thick plaster on metal lath to minimize mainte- nance of the facility. The general architecture of the unit shall provide for optimal line-of-sight observa- tion from the nurses’ station throughout the unit, minimizing hidden spots and blind corners.

457.1.4.2.3 The CSU or SRT shall be designed to create a pleasant functional therapeutic environment throughout, by the use of sunlight, colors, designs, textures, and furnishings. The design shall achieve a secure unit which looks more residential than insti- tutional in its construction and furnishings, while incorporating substantial safety considerations throughout.

457.1.4.2.4 The CSU or SRT shall be designed in order that the general unit be divided into a close observation area and a general observation area based upon the need for frequent physical proximity, singular observation of individuals, and lowered stimulation levels. These areas do not need physical

separation; for example, they may be the left and right sides of the unit.

457.1.4.2.4.1 Close observation area. This area shall include persons brought onto the CSU or SRT needing initial observation or restraints, individualized observation, and lowered stimula- tion levels, all of which require the frequent physical proximity of nurses. This area shall be directly adjacent to the primary unit doorway and nurses’ station. The immediately adjacent rooms shall be used for single occupancy and restraint or seclusion. These rooms shall be remote from routine high activity areas and corridors.

457.1.4.2.4.2 General observation area. This shall include areas where persons routinely con- gregate or walk through such as multioccupant bedrooms, activity rooms, smoking areas, dining room and routine traffic corridors, or pathways. The dining and activity areas shall be directly observable, or under constant staff supervision, but may be a greater distance from the nurses’ station.

457.1.4.2.5 All areas of CSUs and SRTs shall be ventilated by central, ducted supply and return forced air systems. Toilets, bathrooms and soiled function rooms shall be mechanically exhausted to the outside. Ventilation units shall distribute tem- pered heated or cooled air to all spaces and shall supply outside air in the quantity of either the sum of all exhausts or 20 cfm (0.009 m3/s) per person whichever is greater. The quality of all exhausts must match the intake volume of all outside air. Sup- ply, exhaust, and return fans shall run continuously while the building is occupied. Areas in which smoking is permitted shall be well vented by at least 35 cfm (0.02 m3/s) per person to the outside in order to minimize smoke diffusion throughout the unit.

457.1.4.2.6 All doors opening directly onto the unit from nonclient rooms or office areas shall be equipped with locksets which are key released to leave the client area and permit unobstructed return to the client area. Door closures are required to deny persons receiving services accidental unsupervised access to the contents of staff offices, janitorial clos- ets, and mechanical areas.

457.1.4.2.7 Corridors shall ensure maximum clear distances by recessing water fountains and fire extinguishers, or placing them in alcoves. Corridors in client areas must be at least a 6 foot (1829 mm) clear width; nonclient areas must be at least 44 inches (1118 mm) minimum clear width. Corridor ceilings shall be a minimum height of 7 feet 6 inches (2284 mm).

457.1.4.2.8 Hot and cold running water under pres- sure shall be readily available in all washing, bath- ing, food preparation, and food handling areas. Hot water in client areas shall be at least 100°F (38°C), but not exceed 120°F (49°C).

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457.1.4.2.9 The minimum size for doors shall be no less than 3 feet (914 mm) wide and 6 feet 8 inches high (2032 mm). Areas accessible to persons with physical disabilities shall comply with applicable codes and standards.

457.1.4.2.10 Since glass fragments are a safety haz- ard throughout the unit, the use of glass shall be minimal.

457.1.4.2.11 All television sets must be securely fas- tened.

457.1.4.2.12 Door closures shall not be utilized in unobserved client areas.

457.1.4.2.13 All CSUs and SRTs equipped with electronic locks on internal doors or egress doors shall ensure that such locks have manual common key mechanical override that will operate in the event of a power failure or fire. Egress pathways and doors shall be locked as provided for in the Life Safety Code, NFPA 101, Chapter 12, as incorporated by reference in Chapter 59A-3, Florida Administra- tive Code as adopted by the Florida Fire Prevention Code.

457.1.4.2.14 CSUs and SRTs with electronic or magnetic door locks or other fundamental opera- tional components which are electric shall have either: a battery back-up system rated for facility emergency power draw and capable of sustaining door locks and emergency operations for a mini- mum period of 6 hours; or an emergency generator with transfer switch with a battery pack back-up sys- tem capable of operating for 2 hours at facility emer- gency power draw level.

457.1.4.2.15 The use of door vision panels and win- dows shall minimize the opportunity for isolation of staff or persons served in unobserved areas. This does not include privacy provisions such as bath- rooms and bedrooms.

457.1.4.3 Uniform specifications.

457.1.4.3.1 The design shall ensure that each person receiving services in a CSU or SRT is provided a minimum of 175 square feet (16 m2) of usable client space.

457.1.4.3.2 Tamper-resistant screws shall be used to protect electrical switches and outlets throughout the facility in all areas accessible to persons receiving services. Lighting fixtures shall be tamperproof type throughout the facility in all areas accessible to per- sons receiving services.

457.1.4.3.3 All electrical switches and outlets in wet areas shall be ground-fault protected with a remote breaker switch. Tamperproof, safety-type duplex outlets shall be used in all areas accessible to per- sons receiving services.

457.1.4.3.4 Air ducts shall be covered with a perfo- rated-type metal grille not residential louvered

grilles, throughout the unit in all areas accessible to persons receiving services.

457.1.4.3.5 All hose bibbs shall be equipped with a vacuum breaker device.

457.1.4.3.6 The unit shall have a minimum of one drinking fountain.

457.1.4.3.7 Ceiling height in bedrooms, activity areas, and bathrooms shall be at least 9 feet (2743 mm).

457.1.4.3.8 The operation of all perimeter locks shall ensure reasonable control over both access and egress.

457.1.4.4 Administration and public areas.

457.1.4.4.1 Waiting rooms shall have an adjacent rest room which is designed to accommodate per- sons with physical disabilities in accordance with the Florida Building Code, Accessibility.

457.1.4.4.2 The entrance shall be grade level, shel- tered from inclement weather and accessible to per- sons with physical disabilities in accordance with the Florida Building Code, Accessibility.

457.1.4.4.3 The lobby shall include a drinking foun- tain and space for clerical personnel. Private inter- view space for emergency screening of voluntary persons shall be adjacent to the lobby.

457.1.4.5 Emergency screening area for CSUs.

457.1.4.5.1 This shall be a locked area in which law enforcement admissions may be received. This area shall not be wholly isolated visually from the CSU to provide safety for emergency screening personnel who may become isolated in this area. This area shall provide for medical clearance, emergency screening, bathroom facilities, and other activities which may be necessary.

457.1.4.5.2 A separate entrance shall be provided directly to emergency screening areas and examina- tion rooms for law enforcement personnel. It shall have a driveway where a law enforcement vehicle can pull immediately adjacent to the building before transferring a person through the separate entrance to the emergency screening area. The law enforce- ment entrance shall also have a lock box where the law enforcement officer can lock his weapons during such time as he or she is in the facility.

457.1.4.5.3 A separate bathroom with supervised shower area shall be located so that all persons being admitted may be showered before being admitted to the residential section of the unit.

457.1.4.6 Seclusion rooms.

457.1.4.6.1 Each CSU shall have a minimum of two seclusion rooms that shall share a common vestibule with a bathroom off the vestibule area. Each SRT shall have at least one seclusion room. Seclusion rooms shall be free of sharp edges or corners and be strongly constructed to withstand repeated physical

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assaults. Walls shall be either concrete block or dou- ble layered to provide resistance and be smooth. The ceilings shall be 9 feet (2743 mm) in clear height, hard-coated, and lighting fixtures recessed and tam- perproof. Lighting fixtures shall be nonbreakable, preferably Lexan, and shall be installed with tamper- proof screws, as shall any other items in the seclu- sion rooms. The seclusion room door shall be heavy wood or metal at least 36 inches (914 mm) in width and shall open outward. The door frame shall be heavy steel and shall be thoroughly bolted into the wall and cemented in.

457.1.4.6.2 At least one seclusion room in the CSU shall have a sturdily constructed bed, without sharp edges and bolted to the floor. A bed in the SRT seclusion room is optional; however, if present, the bed shall meet the same requirements as specified for the CSU. Its placement in the room shall provide adequate space for staff to apply restraints and not assist individuals in tampering with the lights, smoke detectors, cameras, or other items that may be in the ceiling of the room. There shall be a rheo- stat control mechanism outside the room to adjust the illumination of the light in the seclusion room.

457.1.4.6.3 The floor and walls, up to a height of 3 feet (914 mm), shall be coated with an impermeable finish to resist penetration of body fluids. One seclu- sion room shall have a floor drain. A hose bibb shall be in a readily adjacent area such as a bathroom.

457.1.4.6.4 There shall be a vision panel in the door of the seclusion room, no larger than 8 inches by 8 inches (203 mm by 203 mm), which provides a view of the entire room. This vision panel shall be Lexan or other suitably strong material and it shall be securely mounted in the door. Provisions shall be made to ensure privacy from the public and other persons receiving services while providing easy access for staff observation.

457.1.4.6.5 Seclusion rooms shall be a minimum of 70 square feet (7 m2) and a minimum room dimen- sion of 9 feet (2743 mm).

457.1.4.6.6 Fire sprinkler heads shall be ceiling mounted and either recessed or flush-mounted type without a looped spray dispersal head.

457.1.4.6.7 A voice-activated and switchable emer- gency calling system for monitoring persons receiv- ing services shall be provided in each seclusion room.

457.1.4.6.8 Each seclusion room shall have an elec- tronic visual monitoring system capable of viewing the entire room and be monitored from the nurses’ station.

457.1.4.7 Janitor’s closet.

457.1.4.7.1 A janitor’s closet shall be on the unit. It shall contain a floor receptor for mop water and pro- vide space for mop bucket, brooms, and other mini-

mal items. Caustic and other dangerous chemicals shall not be stored in this closet.

457.1.4.7.2 This closet shall have an automatic door closer and have automatic-relocking type lock.

457.1.4.8 Bathrooms.

457.1.4.8.1 Access to a bathroom shall not be through another person’s bedroom. Bathrooms shall provide space, in addition to bathing, for dry clothes and changing of clothes and for observation staff. The shower head shall be recessed or have a smooth curve from which items cannot be hung. There shall be no overhead rod, privacy stall supports, protru- sions, or fixtures capable of carrying more than 40 pounds (18 kg) of weight. The ceiling shall be hard coated. Sprinkler heads shall be either recessed or a flush-mounted type dispersal head. The toilet shall be a flushometer-type, not residential with water tank and cover. Toilets shall be of heavy duty con- struction securely fastened to the floor and have seats with locking nuts. Secure cleanout access shall be provided for the toilet to clean out plugs and pipes. Floor drains in bathroom areas shall be of suf- ficient size that they cannot be plugged by standing on them.

457.1.4.8.2 Mirrors shall not be common glass. A polycarbonate mirror, fully secured, and flat- mounted to the wall is required. Polished metal mir- rors shall not be permitted.

457.1.4.8.3 Lighting fixtures shall be recessed and tamperproof with Lexan or other strong translucent material.

457.1.4.8.4 Bathroom fixtures, shower, lavatory, and toilet shall be readily accessible from a common area. If not accessible from a common area, they will be deemed to be available only to the occupants of directly adjoining bedroom or bedrooms.

457.1.4.8.5 Each CSU and SRT shall have a bath- room of sufficient size for use by persons with phys- ical disabilities. It shall include toilet, lavatory, shower, and safety grab bars for shower and toilet.

457.1.4.8.6 The facility shall have a minimum ratio of one shower for each eight persons receiving ser- vices and one toilet and lavatory for each six persons receiving services. Individual shower stalls and dressing areas shall be provided. The use of gang showers is prohibited.

457.1.4.9 Nurses’ station.

457.1.4.9.1 The nurses’ station shall be positioned so that the unit may be under constant direct visual surveillance. Charting and records areas shall be located in the rear of the nurses’ station, and not in a separate area, so that staff on duty can readily observe the client areas. A bathroom shall be nearby for staff use. The nurses’ station, if separated from client areas, shall utilize either Lexan or safety wire glass for enclosure to above counter top level. If not

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enclosed the counter top shall be at least 18 inches (457 mm) in width.

457.1.4.9.2 Thirty is the maximum number of beds which may be served by a common nurses’ station in colocated units, as described in Section 65E- 12.106(23), Florida Administrative Code.

457.1.4.9.3 The nurses’ station, which functions as the primary control center, shall have necessary electronic assistance such as camera monitors and intercoms in more remote areas where persons may become isolated. Areas warranting visual and audi- tory monitoring include remote entrance or egress doors, isolated hallways, after hours law enforce- ment entrance, emergency screening area, and fenced recreational yard.

457.1.4.10 Medication room. The medication room shall be located near the nurses’ station. The medica- tion room shall have a sink, refrigerator, locked stor- age, and facilities for dispensing medication. Security against unauthorized access shall be assured. The refrigerator shall store medications and clean materials only.

457.1.4.11 Examination room. A suitable examination room shall be provided for physical examinations, nurs- ing assessments, and other related medical activities. It shall include a sink for hand washing.

457.1.4.12 Bedrooms.

457.1.4.12.1 Ceilings shall be nonaccessible to pro- hibit persons receiving services from entering attic spaces or having access to overhead pipes and beams. Light switches and electrical outlets shall be secured with nontamper-type screws. When feasible each bedroom shall have a window, operable by staff, with an exterior view. Window sills shall not exceed a height of 36 inches (914 mm) above floor level and should incorporate protective screens or Lexan-type material to prevent direct access to glass surfaces. There should be no overhead protrusions available for hanging in excess of 40 pounds (18 kg) weight.

457.1.4.12.2 Beds and other heavy furniture suitable for barricading the door shall be secured to the floor or walls.

457.1.4.12.3 Multiple occupant bedrooms shall be limited to a maximum of four occupants and shall be a minimum size of 60 square feet (6 m2) per bed with no less than a 30-inch (762 mm) separation between beds. Single occupant bedrooms shall be a minimum of 80 square feet (7 m2).

457.1.4.12.4 Bedroom doors shall be a minimum of 36 inches (914 mm) wide.

457.1.4.13 Kitchen and nourishment preparation area.

457.1.4.13.1 Preparation or food handling areas shall have water and plumbing fixtures suitable for cleaning dining utensils. The requirements for nour-

ishment preparation areas are less than that of kitch- ens due to the minimal scale of operations for these areas. If these areas are accessible to persons receiv- ing services, they should include appropriate safety considerations for sharp and other dangerous instru- ments and the elimination of hot surfaces. Space shall be provided for disposal of wet garbage. Refrigeration and freezer space shall be provided in these areas for the carryover of a minimum amount of perishable food.

457.1.4.13.2 Kitchens shall comply with Chapter 64E-11, Florida Administrative Code, Food Prepa- ration and Sanitation Requirements, as well as the 1985 NFPA 101, Chapters 12 and 13, Fire Safety Requirements as incorporated by reference in Chap- ter 59A3, Florida Administrative Code as adopted by the Florida Fire Prevention Code. Kitchens shall be designed with flow-through type operation where food arriving is immediately placed into dry storage or freezer units without walking through food prepa- ration areas. The flow-through type system would provide for the preparation of food, serving and dishes returned with garbage and waste going out to an adjacent dumpster and can wash with water col- lection curbing and drain. A concrete pad shall be provided for the trash dumpster and garbage truck entrance.

457.1.4.13.3 Kitchens shall be equipped with fire suppression hoods and through-wall grease laden air evacuation and ventilation systems. All electrical outlets shall be ground-fault circuit interrupter pro- tected. If meals are to be served via an open area, directly from the kitchen, this area shall have a fire- rated steel retractable overhead-door type mecha- nism to continue the fire wall protection around the kitchen area. Kitchens shall have heat detectors rather than smoke sensors.

457.1.4.13.4 External to the kitchen, and outside the waste exit door, there shall be a curbed slop sink for mops and dirty kitchen water with an immediately accessible hose bibb and drain. This area shall be external to the kitchen area, but immediately adja- cent to it, to provide ready disposal of waste water as well as for the removal of cleaning items from the kitchen when they are not in use.

457.1.4.13.5 There shall be a large food storage pan- try in or adjacent to the kitchen.

457.1.4.13.6 Facilities using off-site kitchens for food preparation shall have an on-site food recep- tion, warming, and holding area of sufficient size and with sufficient equipment to warm and hold food for each meal served. Required space shall include provision for proper disposal or holding of used implements and disposal of wet garbage in accordance with Chapter 64E-11, Florida Adminis- trative Code.

457.1.4.14 Dining area. Each CSU or SRT shall have an attractive dining area on the unit. Seating capacity

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shall reflect the licensed capacity of the entire CSU or SRT, although residents may eat or be served in shifts during daily operations. Individual, rather than bench seating, shall be used for easy floor cleaning.

457.1.4.15 Unit laundry facilities.

457.1.4.15.1 Provision shall be made for the storage of soiled laundry in an adjacent, isolated, fire-resis- tant area.

457.1.4.15.2 Each CSU or SRT shall have a per- sonal laundry room which shall incorporate a flow- through design in which dirty laundry enters, is sorted, placed in the washer, dried, folded, and moved out without crossing clean laundry with dirty laundry. CSUs and SRTs shall have a small washer and dryer for immediate unit needs and to wash clothes. These washing and drying units shall be equipped to sanitize clothes as a preventive measure of infection control.

457.1.4.15.3 The soiled laundry room shall have a locked door equipped with automatic door closer to restrict access to cleaning chemicals. The soiled laundry room air shall be exhausted outside the facility.

457.1.4.16 Clean laundry room.

457.1.4.16.1 A separate space shall be provided for clean laundry capable of storing an adequate supply of laundry for the size of the CSU or SRT. The laun- dry closet shall have a locked door to prevent access to these items by persons receiving services.

457.1.4.16.2 Items stored on the top shelf shall pro- vide an 18 inch (457 mm) clear space from sprinkler heads so as to not block dispersal of water.

457.1.4.17 Fenced recreational area.

457.1.4.17.1 CSUs and SRTs shall have a no less than 6-foot-high (1829 mm) fenced, out-of-doors area where persons receiving services may have access to fresh air and exercise. It must provide pri- vacy for persons receiving services otherwise exposed to public view. This area shall be con- structed to retain persons inside the area and mini- mize elopements from the area, although it is not a secure area.

457.1.4.17.2 The fenced area shall provide some shaded area where persons receiving services may be out of doors without being in direct sunlight or may receive sunlight as they desire. The enclosing fences shall have an exit gate which is located away from the building as a secondary egress from the fenced area, for use in fire situations, or access by lawn maintenance equipment. The gate shall be pro- vided with a lock which is readily accessible from both sides. The area of this fenced enclosure shall be at least 1,100 square feet (102 m2) including an activity area having dimensions of not less than 20 feet by 40 feet (6096 mm by 1219 mm).

457.1.4.17.3 Objects shall not be placed near the fence to provide a ready step ladder over the fence and, if fabric fencing is used, the horizontal bracing used for corners shall be outside the fabric to pre- clude its use as an escape ladder step. The fenced area shall be designed, without blind corners, to be readily visible by one staff member standing in a central location. If desired, the fence may be topped with a 45-degree inward slanting restraining-type wire. The use of barbed wire and other sharp injuri- ous materials, however, is prohibited.

457.1.4.17.4 This area, as all other primary fire exit routes, shall have egress lighting which is connected to the power side of the facility electrical panel so that in the event of a fire and electrical panel discon- nect, the exit and congregation areas would still have lighting.

457.1.4.18 Multipurpose room. In addition to open, on unit floor space, each CSU and SRT shall have an accessible multipurpose room for group activities of at least 180 square feet (7 m2). This area may be the din- ing area.

457.1.4.19 Off unit storage areas.

457.1.4.19.1 Each CSU and SRT shall have appro- priate storage, in nonclient areas, for operating sup- plies and materials.

457.1.4.19.2 Adjacent nonclient area storage for personal belongings shall be a minimum of 8 cubic feet (0.23 m3) for each person receiving services.

457.2 Community mental health regulation. Adult residen- tial treatment facilities (RTFs) shall be limited to adults and comply with the regulations in Sections 457.2.1 through 457.2.4.

Note: Other administrative and programmatic provisions may apply. See Department of Children and Family Ser- vices (DCFS) Rule 65E-4.016, Florida Administrative Code, and Chapter 394, Florida Statutes.

457.2.1 Facility standards.

457.2.1.1 Building construction requirements. The construction and renovation of a facility shall comply with the provisions of the Florida Building Code.

457.2.2 Health and safety. Facilities and additions shall be constructed to allow full compliance with the provi- sions of this section.

457.2.2.1 Fire safety.

457.2.2.1.1 Residential treatment facilities shall comply with all applicable federal, state and local fire safety standards as follows:

1. Level IA licensed facilities shall comply with the fire codes contained in Chapter 69A-3, Fire Prevention–General Provisions, Florida Administrative Code, as described in NFPA 101, Chapters 18 and 19, Special Definitions as adopted by the Florida Fire Prevention Code, as applicable to limited health care facilities.

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2. For facility Level IB, which may have no more than three residents incapable of self- preservation, and for facility Levels II, III, IV and V, which may have no residents incapable of self-preservation, each resident record shall have a signed statement by a physician or licensed psychologist regarding the resident’s capability of self-preservation.

3. Facility Levels IB, II, III, IV and V shall have a prompt evacuation capability.

457.2.2.1.2 Level IV and V facilities shall have a written policy on the safe use of extension cords and adapters. The use of extension cords and adaptors is prohibited in Level I, II and III facilities.

457.2.2.1.3 Electrical cords and appliances shall be maintained in a safe condition.

457.2.2.1.4 Portable heating devices shall be used only in emergency situations as defined in agency procedures approved by the governing board.

457.2.2.1.5 Flammable liquids or gas cylinders shall not be positioned near flame or heat sources, nor stored with combustible materials.

457.2.2.1.6 Emergency power. The facility shall provide egress lighting that will operate in the event of a power failure.

457.2.2.1.7 Smoking. The program shall have a written policy governing smoking in the facilities. Smoking shall be prohibited in any area of the facil- ity where combustible supplies, materials, liquids or gases will be used or stored.

457.2.2.1.8 Fire safety inspections. A fire safety inspection shall be obtained before occupying any new physical facility or addition.

457.2.2.2 Personal safety.

457.2.2.2.1 The building shall be free of hazards such as cracks in the floors, walls or ceiling; warped or loose boards, tile, linoleum, handrails or railings; and broken window panes or missing window screens.

457.2.2.2.2 Protection shall be provided from sharp or jagged projections, “invisible” glass, moving parts, heated surfaces, heavy objects that could fall, or any other potentially hazardous condition.

457.2.2.2.3 Grab bars shall be nonremovable.

457.2.2.2.4 The temperature of the hot water supply shall be regulated and shall be between 105°F (41°C) and 115°F (46°C) at the outlet.

457.2.2.2.5 Any electrical fans, except ceiling pad- dle fans, shall be screened. All electrical fans, including paddle fans, shall be placed in a safe loca- tion.

457.2.2.2.6 Indoor and outdoor recreational areas shall be provided with safeguards designed for the needs of the residents.

457.2.2.2.7 Outdoor recreational areas shall be well drained.

457.2.2.3 Health and sanitation.

457.2.2.3.1 Appropriate health and sanitation inspection certificates shall be obtained before occu- pying any new physical facility or addition, and at least yearly or as required by statute, thereafter. A report of the most recent inspection must be on file and accessible to authorized individuals.

457.2.2.3.2 Hot and cold running water under pres- sure shall be readily available in all washing, bath- ing and food preparation areas.

457.2.2.3.3 The kitchen and food preparation area shall be well-lighted, ventilated and located apart from areas which could cause food contamination. All doors and windows in the kitchen and food preparation areas that open to the outside shall be screened.

457.2.3 Food service.

457.2.3.1 For food service areas with a capacity of 13 or more residents, all matters pertaining to food service shall comply with the provisions of Chapter 64E-11, Florida Administrative Code.

457.2.3.2 Food preparation, sanitation and storage.

457.2.3.2.1 Each refrigerator or freezer used for storage of perishable foods shall be provided with an accurate indicating thermometer located in the warmest part toward the front side of the refrigerator or freezer so that the temperature can be easily and readily observed.

457.2.3.2.2 Freezers should be kept at or below 0°F (-18°C).

457.2.3.3 Dining.

457.2.3.3.1 Dining tables shall seat small groups of residents unless other arrangements are justified on the basis of resident needs.

457.2.3.3.2 The dining area shall be suitably lighted, ventilated and furnished.

457.2.4 Environment.

457.2.4.1 Residential facilities shall not be identified by an exterior sign or vehicle sign that labels the resi- dents or special functions of the facility. Vehicle traffic and parking relating to the facility shall be similar to that of surrounding structures or residences.

457.2.4.2 The grounds of the facility shall have ade- quate space for resident activities.

457.2.4.3 The facility shall be accessible to persons with disabilities or the facility shall have written poli- cies and procedures that describe how disabled individ- uals can gain access to the facility for necessary services.

457.2.4.4 Areas that accommodate the following shall be available:

1. A full range of social activities;

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2. Private conversations;

3. Group activities; and

4. Resident privacy, when appropriate.

457.2.4.5 All areas of the facility occupied by residents shall be climatically controlled in a manner conducive to the comfort and privacy of the residents and shall include the following:

457.2.4.5.1 A design temperature of at least 72°F (22°C) and not to exceed 85°F (29°C) shall be used for waking hours in all areas used by residents. During sleeping hours, a temperature of at least 68°F (20°C) shall be used. These temperature require- ments apply unless otherwise mandated by federal or state authorities.

457.2.4.5.2 When cooling devices are used, they shall be placed or adjusted in a manner which mini- mizes drafts.

457.2.4.6 Drinking water shall be readily available and easily accessible to residents.

457.2.4.7 Mirrors reasonably free of distortion shall be placed in appropriate places to aid in grooming and to enhance self-awareness.

457.2.4.8 Clocks shall be provided to promote aware- ness of time and day.

457.2.4.9 The use of door locks or closed sections of the building shall comply with all applicable safety standards.

457.2.4.10 Clean, well-lighted and ventilated launder- ing facilities for resident use shall be available on the premises or in the immediate neighborhood.

457.2.4.11 A telephone which allows private conversa- tions shall be available and easily accessible within the facility.

457.2.4.12 Facility lighting shall promote clear percep- tions of people and functions. When and where appro- priate, lighting shall be controlled by residents.

457.2.4.13 Whenever feasible, the environment shall provide views of the outdoors.

457.2.4.14 Bedrooms. Bedrooms shall be designed to meet the following criteria:

457.2.4.14.1 All resident bedrooms shall be venti- lated, well-lighted and located convenient to a bath- room.

457.2.4.14.2 Resident bedrooms designated for sin- gle occupancy shall provide a minimum inside mea- surement of 80 square feet (7 m2) of usable floor space.

457.2.4.14.3 Resident bedrooms designated for mul- tiple occupancy shall provide a minimum inside measurement of 60 square feet (6 m2) of usable floor space per bed and be limited to four occupants.

457.2.4.14.4 All resident bedrooms shall open directly into a corridor, a common use area or the

outside, except in those facilities comprised of apart- ments.

457.2.4.14.5 Each resident bedroom where furnish- ings are supplied by the facility shall be furnished with personal storage space and adequate space for hanging clothes.

457.2.4.14.6 Bedroom doors shall not have vision panels.

457.2.4.15 Bathrooms. Bathrooms shall be designed to meet the following criteria:

457.2.4.15.1 A toilet and lavatory facility shall be provided for every six residents, and toilets shall be equipped with seats.

457.2.4.15.2 A minimum of one tub or shower facil- ity, equipped with nonslip devices, shall be provided for every eight residents.

457.2.4.15.3 Bathrooms shall be ventilated, ade- quately lighted and have clearly labeled hot and cold running water.

457.2.4.15.4 Each bathroom shall have a door in working order to assure privacy.

457.2.4.15.5 When there is more than one toilet or bathing facility in a bathroom, provisions are required for privacy.

457.2.4.15.6 Bathrooms used by residents with dis- abilities shall be equipped to ensure safety and inde- pendent mobility.

457.2.4.15.7 Sole access to toilet or bathing facili- ties shall not be through another resident’s sleeping room, except in facilities comprised of apartments.

457.2.4.16 Common living areas. Common living areas shall be designed to meet the following criteria:

457.2.4.16.1 A room, separate from sleeping areas, shall be provided where residents may read or engage in socialization or other leisure time activi- ties.

457.2.4.16.2 A minimum of 35 square feet (3 m2) of living and dining space per resident shall be pro- vided by all facilities except those comprised of apartments. This space shall include living, recre- ational and other space designated accessible to resi- dents, but shall not include bathrooms, corridors, storage space, or screened porches which cannot be adapted for year round use. Facilities with bedrooms which include living space may count the square footage that is in excess of the bedroom square foot- age requirements as part of the 35 square footage (3 m2) living and dining space requirements.

SECTION 458 MANUFACTURED BUILDINGS

458.1 General. The following administrative requirements for inspection and plan review apply to manufactured build- ings including factory-built schools. Additional technical

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requirements for factory-built schools can be found in Sec- tion 453.

Note: See Department of Business and Professional Regu- lation Rule 61-41, Florida Administrative Code and Chap- ter 553, Florida Statutes.

458.2 Definitions.

458.2.1 “Agency” means an individual or entity autho- rized to perform inspections of or review plans for manu- factured buildings as provided by Rule 61-41, Florida Administrative Code.

458.2.2 “Factory-built school” means any building designed or intended for use as a school building which is manufactured in whole or in part at an off-site facility, including prefabricated educational facilities, factory-built educational facilities and modular built educational facili- ties that are designed to be portable, relocatable, demount- able or reconstructible, are used primarily as classrooms or the components of an entire school and do not fall under the provisions of Sections 320.822 through 320.862, Flor- ida Statutes.

458.2.3 Department. Refers to Department of Business and Professional Regulation.

458.3 Inspections. Inspection of installation of manufactured buildings and construction activities conducted at the site of the installation shall by conducted pursuant to Chapter 1 hereof. Inspections during the manufacturing process shall be conducted by those agencies as follows:

458.3.1 Inspections shall be conducted at the manufactur- ing facility by an appropriately licensed representative of an agency selected by the manufacturer. The inspections shall ensure that the buildings are being manufactured in compliance with the applicable codes and the approved plans. Once an agency has inspected a manufactured building, the manufacturer shall not seek to have the build- ing inspected by another agency, nor shall any agency inspect a building that has already been inspected by another agency unless the subsequent inspection is at the direction of the department or unless the building or modi- fication thereto is being inspected for recertification by the department.

458.3.2 At a minimum, a certified agency shall meet the criteria in Sections 458.3.2.1 through 458.3.2.4.

458.3.2.1 With regard to manufactured buildings, observe the first building built, or with regard to com- ponents, observe the first unit assembled, after certifi- cation of the manufacturer, from start to finish, inspecting all subsystems: electrical, plumbing, struc- tural, mechanical, or thermal. Continue observation of the manufacturing process until the approved inspec- tion agency determines that the manufacturer’s quality control program, in conjunction with the application of the plans approved by the approved inspection agency, will result in a building and components that meet or exceed the applicable Florida Building Code require- ments. Thereafter, inspect each module produced during at least one point of the manufacturing process and inspect at least 75 percent of the subsystems of

each module: electrical, plumbing, structural, mechani- cal, or thermal.

458.3.2.2 With respect to components, inspect at least 75 percent of the manufactured building components and at least 20 percent of the storage sheds that are not designed for human habitation and that have a floor area of 720 square feet or less.

458.3.2.3 During each inspection, the agency shall ver- ify the manufacturer’s inplant quality control program is working as set forth in the approved quality control manual.

458.3.2.4 Should work stop on a particular module or component for a period of two months, reinspection shall be required.

458.3.3 When an agency discovers a deviation from the code or the approved plans which creates or threatens to create an imminent life safety hazard, all buildings or components which have progressed through that stage of production since the agency’s previous inspection shall be inspected to ensure the absence of that deviation, and the agency shall immediately notify the manufacturer and the department in writing. Any building or component exhib- iting the deviation shall be brought into conformance with the applicable code and the approved plans by the manu- facturer within thirty days of notification of the deviation by the agency. The corrective action must be left available for reinspection by the agency.

458.3.4 The agency shall note all inspections, deviations and corrective actions in a written inspection report and shall complete the inspection report portion of the building code information system available via the Internet.

458.3.5 The agency shall give a copy of the inspection report(s) to the manufacturer for record and shall retain another copy. The agency or the manufacturer shall pro- vide a copy of an inspection report to the department when requested.

458.4 Design plan and systems approval. Plan review per- taining to installation of manufactured buildings and con- struction activities conducted at the site of the installation shall be conducted pursuant to Chapter 1 hereof. Plan review pertaining to construction activities occurring within the manufacturing process shall be conducted by Department approved agencies. If the residential manufactured building is transportable in one or more sections and is 8 body feet (24 584 mm) or more in width or 40 body feet (12 192 mm) or more in length, or, when erected on site, is 320 square feet (29 m2) or more, and which is built on a permanent chassis, the manufacturer shall certify the manufactured building has been excluded from regulation by the United States Depart- ment of Housing and Urban Development.

458.4.1 Plan approval expiration. Plan approvals for manufactured buildings shall expire upon the effective date of the new code. Upon revision of the Florida Build- ing Code, plan approvals shall expire upon the effective date of that revision unless the manufacturer files, with the department, a sworn statement by an agency the plans have been reviewed and are in compliance with the revi-

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sions to the Florida Building Code. The agency shall transmit plans electronically through the building code information system to the Department.

Exception: In accordance with Section 105.3.7, manu- facturers should be permitted to complete all buildings designed and approved prior to the effective date of a new code edition, provided a clear signed contract is in place. The contract shall provide specific data mirror- ing that required by an application for permit, specifi- cally, without limitation, date of execution, building owner or dealer, and anticipated date of completion. However, the construction activity must commence within 6 months of the contract’s execution. The con- tract is subject to verification by the Department of Business and Professional Regulation.

458.4.2 Evidence of agency approval. Approved plans and specifications shall be evidenced by a letter of certifi- cation from the agency. No manufacturing activity shall commence until plan approval has been obtained from the agency.

Approved copies of the design plans and specifications shall be returned to the manufacturer with an agency approval letter indicating the limitations, if any, of such approval. An approved copy of the plans shall be available at each place of manufacture, which shall be made avail- able for inspection and monitoring. Upon approval of the plans, the agency shall electronically submit the plans bearing the approval stamp, with a list of any limitations of that plan approval, to the department via the building code information system at www.floridabuilding.org.

458.5 Factory-built schools, plan review (also see Section 453, State Requirements for Education Facilities). Plan review of plans for constructed factory-built schools shall be performed by the agency selected by the department. An applicant for plan approval shall submit complete plans to the agency in the manner and format agreed to by the agency and the applicant. Upon determination by the agency that the sub- mitted plans comply with all applicable standards, the agency shall certify such determination by affixing an approval stamp on each page of the plans, and shall return one copy to the applicant, maintain an original set, and submit one copy electronically to the department. The agency shall be com- pensated for the actual cost of the plan review by the appli- cant. No manufacturing activity shall commence until plan approval has been obtained from the agency. Plan review at a minimum shall include those items identified in Chapter 1 hereof.

458.6 Factory-built schools, plan review, inspections and work progress reports (also see Section 453, State Requirements for Education Facilities).

458.6.1 Inspectors. The school board or Florida college (educational entity) which is to utilize the factory-built school shall be responsible for compliance with inspection requirements. Inspections may be performed by an agency.

458.6.2 New construction. All buildings shall be subject to inspection during the manufacturing process. The edu- cational entity shall ensure that factory inspections are per-

formed periodically and are sufficient to ensure the building and its systems comply with the applicable stan- dards. Inspections may be performed by an agency. The inspector shall require the correction of all deficiencies found during the manufacturing process. Upon an inspec- tor’s determination that the building complies with the applicable standards, the inspector shall provide the department the information as required on the data plate for the building and identify the building as satisfactory for use as an educational facility on the building code information system.

SECTION 459 BOOT CAMPS FOR CHILDREN

459.1 Boot camps for children shall comply with the design and construction standards as described herein. Enforcement and interpretation of these provisions shall be by the entities authorized by Chapter 553.80, Florida Statutes.

Note: Other administrative and programmatic provisions may apply. See Department of Juvenile Justice Rule 63-E 2, Florida Administrative Code, and Chapter 39, Florida Statutes.

459.2 Facility structural and operational standards.

459.2.1 The facility shall conform to the Florida Fire Pre- vention Code. All new construction and building renova- tions shall comply with the Florida Building Code.

459.2.2 All juvenile justice residential treatment program facilities shall conform to the Florida Building Code.

459.2.3 All juvenile justice residential treatment program facilities shall comply with the sanitation, health and fire codes set forth in the Florida Building Code and in the Florida Fire Prevention Code.

SECTION 460 MAUSOLEUMS AND COLUMBARIUMS

460.1 General. The provisions of Section 460 shall apply to buildings or structures as defined in Section 202 as chapel mausoleums, garden mausoleums, nonvisitation crypt mauso- leums, and columbariums. All crypts and niches built after this code becomes effective shall conform to this code.

460.2 Occupancy classification. Mausoleums and columbar- iums shall be classified as a Group S2 low hazard storage occupancy.

460.3 Construction type. Mausoleums, columbariums and accessory occupancies shall be of Type I unsprinklered, Type II unsprinklered, or Type IIB unsprinklered construction.

460.4 Accessory occupancies. Accessory occupancies shall comply with Section 508.2.

460.5 Structural loads. Mausoleums and columbariums shall be designed to comply with the structural design requirements of Chapter 16. Crypts shall be designed for a minimum total live load of 35 psf (2 kN/m2).

460.6 Mausoleum and columbarium construction. The design and construction of mausoleums and columbariums

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shall comply with the Florida Building Code, Building and Section 460.6.

460.6.1 Plumbing systems. Mausoleums and columbari- ums shall not be required to comply with the Florida Building Code, Plumbing.

Exception: Accessory areas and an occupancy in a mixed occupancy building shall comply with Florida Building Code, Plumbing. The number and location of plumbing facilities shall be based on the accessory areas and the mixed occupancy areas.

460.6.2 Mechanical systems. Mausoleums and columbar- iums shall not be required to comply with the Florida Building Code, Mechanical.

Exceptions:

1. Accessory areas and an occupancy in a mixed occupancy building shall comply with Florida Building Code, Mechanical. Mechanical systems shall be based on the accessory areas and the mixed occupancy areas.

2. Crypt pressure relief systems shall comply with Section 460.7.2 except that for family mauso- leum units where all crypts are bordering an exte- rior wall, pressure relief ventilation shall be provided from the crypt to the outside of the mau- soleum through the exterior wall or roof.

3. Niches shall not require pressure relief systems.

460.6.3 Fire protection systems. Mausoleums and columbariums shall not be required to comply with Chap- ter 9, Fire Protection Systems.

Exception: Accessory areas and an occupancy in a mixed occupancy building shall comply with Chapter 9. The fire protection systems shall be based on the accessory areas and the mixed occupancy areas.

460.6.4 Interior finish. The interior finish for mausole- ums and columbariums shall be Class A for exits and exit access and Class B for other spaces. The floor tile, marble, and granite used in a chapel mausoleum shall comply with the Marble Institute of America (1998).

460.6.5 Exterior finish. The exterior finish for mausole- ums and columbariums shall be one or more of the follow- ing finishes:

Granite

Marble

Rubbed concrete

Painted concrete

Stucco

Synthetic stucco

Waterproofing products

Tile

460.7 Crypts.

460.7.1 Crypts construction. Crypts and companion crypts shall be constructed of reinforced concrete comply- ing with Chapter 19 and Section 460.7.1.

460.7.1.1 Cast in place crypt. Cast in place crypts shall have a minimum thickness of 3 inches (76 mm) for floor slabs, walls, and other structural framework.

460.7.1.2 Precast crypt. Concrete shall have a mini- mum specified compressive strength f'c of 5,000 psi (34.5 mPa). Crypt floor slabs and roof slabs shall have a minimum thickness of 21/2 inches (63.5 mm) Crypt walls shall be a minimum thickness of 31/2 inches (88.9 mm) at the top of the wall to a minimum of 2 inches (50.8 mm) at the bottom of the wall.

460.7.1.3 Crypt front. Crypt fronts are to be indepen- dent of the crypt panel. The front shall be Grade A exterior-type granite or marble according to the Marble Institute of America (1998), or travertine, or bronze, or tile mosaic. The front shall be installed with a hanger system. The hangers, clips, and other exterior or inte- rior fastenings shall be of copper-based alloy, copper, or stainless steel designed for strength and durability. Aluminum fastenings may be used if they will not react with any material or metal that they may come in con- tact with and when not embedded in concrete. The front, trim, and wall stone shall be a minimum 3/4 inch (19.1 mm) thick, other materials used for crypt fronts shall be the thickness as dictated at the time by modern mausoleum construction.

460.7.2 Crypt relief vent. For family mausoleum units where all crypts are bordering an exterior wall, pressure relief ventilation shall be provided from the crypt to the outside of the mausoleum through the exterior wall or roof. For all other mausoleum units, each crypt shall have a pressure relief vent from the crypt to the roof of the mau- soleum complying with Section M515, Mausoleum relief system, of the Florida Building Code, Mechanical. Niches shall not require pressure relief systems.

460.8 Casket placement. Casket placement shall have mini- mum interior dimensions of 2 feet 6 inches (762 mm) wide mm) by 2 feet 1 inch (635 mm) high by 7 feet 31/2 inches (2223 mm) deep.

460.9 Niches. Niches shall be designed and constructed in accordance with Section 460.9.

460.9.1 Minimum size. Niches shall have a minimum vol- ume of 200 cubic inches (7 m3) with a minimum width of 41/2 inches (114.3 mm), a minimum height of 9 inches (228.6 mm), and a minimum depth of 5 inches (127 mm).

460.9.2 Niche front. The niche front shall be Grade A exterior-type granite or marble according to the Marble Institute of America (1998), or travertine, bronze, tile mosaic, glass, lexan, or plexiglass.

460.9.3 Pressure relief systems. Niches shall not require pressure relief systems.

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460.9.4 Wall thickness. Niche wall thickness shall be the thickness as dictated at the time of construction by modern mausoleum and columbarium construction.

460.10 Family mausoleum. Family mausoleums consisting of six or fewer casket placements shall comply with either Section 460.1 or 460.10.

460.10.1 Materials. Family mausoleums shall be con- structed of the materials in Sections 460.10.1.1 through 460.10.1.6.

460.10.1.1 Reinforced concrete floor. Reinforced concrete floor shall have a minimum specified com- pressive strength f 'c of 5,000 psi (34.5 mPa).

460.10.1.2 Hardware. Hardware and fasteners shall be of stainless steel or bronze.

460.10.1.3 Doors. When installed, doors and door hardware shall be bronze.

460.10.1.4 Crypt front. Crypt fronts shall be granite or marble.

460.10.1.5 Walls and roof. Walls and roof shall be of granite, marble or reinforced concrete.

460.10.1.6 Floor. The floor shall be granite, marble, or reinforced concrete.

460.10.2 Crypt relief vent. For family mausoleum units where all crypts are bordering an exterior wall, pressure relief ventilation shall be provided from the crypt to the outside of the mausoleum through the exterior wall or roof.

For family mausoleum units where all crypts are not bordering an exterior wall, each crypt shall have a pressure relief vent from the crypt to the roof of the mausoleum complying with Section M515, Mausoleum relief system, of the Florida Building Code, Mechanical.

460.10.3 Minimum thickness. The minimum thickness for the components of a family mausoleum shall comply with Section 460.10.3.

460.10.3.1 Family mausoleum. Exterior walls shall be a minimum of 4 inches (101.6 mm). The roof shall be minimum of 6 inches (152 mm). The floor shall be a minimum of 6 inches (152 mm) granite, marble, or reinforced concrete. Shelves shall be a minimum of 2 inches (51 mm). Crypt fronts shall be a minimum of 3/4 inch (19.1 mm).

460.10.3.2 Burial chamber mausoleum. Exterior walls shall be a minimum of 6 inches (152 mm). The roof shall be a minimum of 6 inches (152 mm). The floor shall be a minimum of 8 inches (203 mm) granite. Shelves shall be a minimum of 2 inches (51 mm). Crypt fronts shall be a minimum of 3/4 inch (19.1 mm).

SECTION 461 TRANSIENT PUBLIC LODGING ESTABLISHMENTS

461.1 Any transient public lodging establishment, as defined in Chapter 509, Florida Statutes, and used primarily for tran- sient occupancy as defined in Section 83.43(10), Florida Statutes, or any timeshare unit of a timeshare plan as defined in Chapters 718 and 721, Florida Statutes, which is of three stories or more and for which the construction contract has been let after the effective date of this code, with interior cor- ridors which do not have direct access from the guest area to exterior means of egress and on buildings over 75 feet (22 860 mm) in height that have direct access from the guest area to exterior means of egress and for which the construction contract has been let after the effective date of this code, shall be equipped with an automatic sprinkler system installed in compliance with the provisions prescribed in the NFPA 13, Standards for the Installation of Sprinkler Systems. Each guestroom and each timeshare unit shall be equipped with an approved listed single-station smoke detector meeting the minimum requirements of NFPA 74, Standards for the Instal- lation, Maintenance and Use of Household Fire Warning Equipment, powered from the building electrical service, not- withstanding the number of stories in the structure, if the con- tract for construction is let after the effective date of this code. Single-station smoke detectors shall not be required when guest-rooms or timeshare units contain smoke detectors connected to a central alarm system which also alarms locally.

SECTION 462 USE OF ASBESTOS IN NEW PUBLIC BUILDINGS

OR BUILDINGS NEWLY CONSTRUCTED FOR LEASE TO GOVERNMENT ENTITIES—

PROHIBITION 462.1 The use of asbestos or asbestos-based fiber materials is prohibited in any building, construction of which is com- menced after September 30, 1983, which is financed with public funds or is constructed for the express purpose of being leased to any governmental entity.

SECTION 463 ADULT DAY CARE

463.1 General. Adult day care facilities shall comply with the following design and construction standards.

Note: See Agency for Health Care Administration (AHCA) Rule 58A-6, Florida Administrative Code, and Chapter 400, Part V, Florida Statutes.

463.2 Definitions.

“Adult day care center” or “center” means any building, buildings, or part of a building, whether operated for profit or not, in which is provided through its ownership or man- agement, for a part of a day, basic services to three or

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more persons who are 18 years of age or older, who are not related to the owner or operator by blood or marriage, and who require such services. The following are exempt from this part:

1. Any facility, institution, or other place that is oper- ated by the federal government or any agency thereof.

2. Any freestanding inpatient hospice facility that is licensed by the state and which provides day care services to hospice patients only.

3. A licensed assisted living facility, a licensed hospi- tal, or a licensed nursing home facility that provides services during the day which include, but are not limited to, social, health, therapeutic, recreational, nutritional and respite services, to adults who are not residents, so long as the facility does not hold itself out as an adult day care center.

“Capacity” shall mean the number of participants for which a center has been licensed to provide care at any given time and shall be based upon required net floor space.

“Net floor space” shall mean the actual climatically con- trolled occupied area, not including accessory unoccupied areas such as hallways, stairs, closets, storage areas, bath- rooms, kitchen or thickness of walls, set aside for the use of the day care center participants.

“Participant space” shall mean the required net floor space per participant. Maximum participant capacity shall refer to the licensed capacity.

463.3 The following minimum conditions shall be met:

463.3.1 The floor surface in kitchens, all rooms and areas in which food is stored or prepared and in which utensils are washed or stored shall be of smooth nonabsorbent material and constructed so it can be easily cleaned and shall be washable up to the highest level reached by splash or spray.

463.3.2 The walls and ceilings of all food preparation, utensil washing and hand washing rooms or areas shall have smooth, easily cleanable surfaces. Walls shall be washable up to the highest level reached by splash or spray.

463.3.3 Hot and cold running water under pressure shall be easily accessible to all rooms where food is prepared or utensils are washed.

463.3.4 Hand-washing facilities, provided with hot and cold running water, shall be located within the food prepa- ration area in new adult day care facilities and adult day care facilities which are extensively altered.

463.3.5 Multiuse equipment and utensils shall be con- structed and repaired with materials that are nontoxic, cor- rosion resistant and nonabsorbent; and shall be smooth, easily cleanable and durable under conditions of normal use; and shall not impart odors, color or taste nor contrib- ute to the contamination of food.

463.3.6 A three-compartment sink or a two-compartment sink and a dishwater with an effective, automatic sanitiz- ing cycle, shall be provided.

463.3.7 Refrigeration units and hot food storage units used for the storage of potentially hazardous foods shall be pro- vided with a numerically scaled indicating thermometer accurate to ±3°F (-16°C). The thermometer shall be located in the warmest or coldest part of the units and of such type and so situated that the temperature can be eas- ily and readily observed.

463.4 Participant and program data, emergency proce- dures. Fire safety protection shall be governed in accordance with the Florida Fire Prevention Code.

463.5 Physical plant, sanitary conditions, housekeeping standards and maintenance.

463.5.1 The participant capacity shall be determined by the total amount of net floor space available for all of the participants. Centers shall provide not less than 45 square feet (4 m2) of net floor area per participant. Centers shall be required to provide additional floor space for special target populations to accommodate activities required by participant care plans.

463.5.2 Facilities exempt pursuant to Section 400.553, Florida Statutes, shall utilize separate space over and above the minimum requirement needed to meet their own licensure certification approval requirements. Only con- gregate space shall be included in determining minimum space. For purposes of this section, congregate space shall mean climatically controlled living room, dining room, specialized activity rooms, or other rooms to be commonly used by all participants.

463.5.3 Center facilities shall consist of, but not be limited to, the following:

1. Bathrooms.

2. Dining areas.

3. Kitchen areas.

4. Rest areas.

5. Recreation and leisure time areas.

463.5.4 A private area shall be available for the provision of first aid, special care and counseling services when pro- vided, or as necessary for other services required by par- ticipants. This area shall be appropriately furnished and equipped.

463.5.5 Bathrooms shall be ventilated and have hot and cold running water, supplying hot water at a minimum of 105°F (41°C) and a maximum of 115°F (46°C).

463.5.6 Recreation and leisure time areas shall be pro- vided where a participant may read, engage in socializa- tion or other leisure time activities. The recreation areas also may be utilized for dining areas.

463.5.7 All areas used by participants shall be suitably lighted and ventilated and maintained at a minimal inside temperature of 72°F (22°C) when outside temperatures are 65°F (18°C) or below, and all areas used by participants must not exceed 90°F (32°C). Mechanical cooling devices

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must be provided when indoor temperatures exceed 84°F (29°C). The facility shall have a thermometer which accu- rately identifies the temperature.

SECTION 464 ASSISTED LIVING FACILITIES

464.1 Scope. Assisted living facilities shall comply with the following design and construction standards as described herein.

Note: Other administrative and programmatic provisions may apply. See Agency of Health Care Administration (AHCA) Rule 58A-5, Florida Administrative Code and Chapter 400 Part III, Florida Statutes.

464.2 Definitions.

AGENCY. The Agency for Health Care Administration.

AHCA CENTRAL OFFICE. The Assisted Living Unit, Agency for Health Care Administration.

ASSISTED LIVING FACILITY. Any building or build- ings, section or distinct part of a building, private home, boarding home, home for the aged or other residential facility, whether operated for profit or not, which under- takes through its ownership or management to provide housing, meals and one or more personal services for a period exceeding 24 hours to one or more adults who are not relatives of the owner or administrator. The following are exempted from this definition:

1. Any facility, institution, or other place operated by the federal government or any agency of the federal government.

2. Any facility or part of a facility licensed under Chapter 393, Florida Statutes, or Chapter 394, Flor- ida Statutes.

3. Any facility licensed as an adult family care home under Part VII Chapter 400, Florida Statutes.

4. Any person who provides housing, meals and one or more personal services on a 24-hour basis in the per- son’s own home to not more than two adults who do not receive optional state supplementation. The per- son who provides the housing, meals, and personal services must own or rent the home and reside therein.

5. Any home or facility approved by the United States Department of Veterans Affairs as a residential care home wherein care is provided exclusively to three or fewer veterans.

6. Any facility that has been incorporated in this state for 50 years or more on or before July 1, 1983, and the board of directors of which is nominated or elected by the residents, until the facility is sold or its ownership is transferred; or any facility, with improvements or additions thereto, which has existed and operated continuously in this state for 60 years or more on or before July 1, 1989, is directly or indirectly owned and operated by a nationally recognized fraternal organization, is not open to the

public, and accepts only its own members and their spouses as residents.

7. Any facility certified under Chapter 651, Florida Statutes, or a retirement community, may provide services authorized under this section or Part IV of Chapter 400, Florida Statutes to its residents who live in single-family homes, duplexes, quadruplexes, or apartments located on the campus without obtain- ing a license to operate an assisted living facility if residential units within such buildings are used by residents who do not require staff supervision for that portion of the day when personal services are not being delivered and the owner obtains a home health license to provide such services. However, any building or distinct part of a building on the campus that is designated for persons who receive personal services and require supervision beyond that which is available while such services are being rendered must be licensed in accordance with this section. If a facility provides personal services to residents who do not otherwise require supervision and the owner is not licensed as a home health agency, the buildings or distinct parts of buildings where such services are rendered must be licensed under this section. A resident of a facility that obtains a home health license may contract with a home health agency of his or her choice, provided that the home health agency provides liability insur- ance and workers’ compensation coverage for its employees. Facilities covered by this exemption may establish policies that give residents the option of contracting for services and care beyond that which is provided by the facility to enable them to age in place. For purposes of this section, a retire- ment community consists of a facility licensed under this section or under Part II of Chapter 400, Florida Statutes, and apartments designed for independent living located on the same campus.

8. Any residential unit for independent living which is located within a facility certified under Chapter 651 Florida Statutes, or any residential unit which is colocated with a nursing home licensed under Part II of Chapter 400 Florida Statutes. or colocated with a facility licensed under this section in which services are provided through an outpatient clinic or a nurs- ing home on an outpatient basis.

CAPACITY. The number of residents for which a facility has been licensed to provide residential care.

DEPARTMENT. The Department of Elderly Affairs.

DISTINCT PART. Designated bedrooms or apartments, bathrooms and a living area; or a separately identified wing, floor or building which includes bedrooms or apart- ments, bathrooms and a living area. The distinct part may include a separate dining area, or meals may be served in another part of the facility.

DOEA ASSISTED LIVING PROGRAM. The Assisted Living Program, Department of Elder Affairs.

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EXTENDED CONGREGATE CARE. Acts beyond those authorized in subsection (5) that may be performed pursuant to Part I of Chapter 464, Florida Statutes, by per- sons licensed thereunder while carrying out their profes- sional duties. The purpose of such services is to enable residents to age in place in a residential environment despite mental or physical limitations that might otherwise disqualify them from residency in a facility licensed under this part.

FOOD SERVICE. The storage, preparation, serving and cleaning up of food intended for consumption in a facility or a formal agreement that meals will be regularly catered by a third party.

PERSONAL SERVICES. Direct physical assistance with or supervision of the activities of daily living and the self-administration of medication and other similar ser- vices which the department may define by rule. Personal services shall not be construed to mean the provision of medical, nursing, dental or mental health services.

RELATIVE. An individual who is the father, mother, stepfather, stepmother, son, daughter, brother, sister, grandmother, grandfather, great-grandmother, great- grandfather, grandson, granddaughter, uncle, aunt, first cousin, nephew, niece, husband, wife, father-in-law, mother-in-law, son-in-law, daughter-in-law, brother-in- law, sister-in-law, stepson, stepdaughter, stepbrother, step- sister, half brother or half sister of an owner or administra- tor.

RENOVATION. Additions, repairs, restorations or other improvements to the physical plant of the facility within a five-year period that costs in excess of 50 percent of the value of the building as reported on the tax rolls, excluding land, before the renovation.

RESIDENT. A person 18 years of age or older, residing in and receiving care from a facility.

RESIDENT’S REPRESENTATIVE OR DESIGNEE. A person other than the owner, or an agent or employee of the facility, designated in writing by the resident, if legally competent, to receive notice of changes in the contract executed pursuant to Section 400.424, Florida Statutes; to receive notice of and to participate in meetings between the resident and the facility owner, administrator or staff concerning the rights of the resident; to assist the resident in contacting the ombudsman council if the resident has a complaint against the facility; or to bring legal action on behalf of the resident pursuant to Section 400.429, Florida Statutes.

464.3 Codes and standards for the design and construc- tion of assisted living facilities. Except as modified and required by this section of the code, Chapter 58A-5, Florida Administrative Code or Chapter 429 Part III, Florida Stat- utes, all new assisted living facilities and all additions, alter- ations, or renovations to existing assisted living facilities with more than 16 licensed beds shall also be in compliance with The Guidelines for the Design and Construction of Residen- tial Health, Care and Support Facilities (The Guidelines) Part I General, and Chapter 4.2 Special Requirements for

Assisted Living Facilities as referenced in Chapter 35 of this code.

464.4 Additional physical plant requirements for assisted living facilities. In addition to the codes and standards refer- enced in Section 464.3 of the code, the following minimum essential facilities shall apply to all new assisted living facili- ties.

464.4.1 Indoor radon testing as mandated by Section 404.056(5), Florida Statutes, shall be completed by all facilities.

464.4.2 Heating and cooling.

464.4.2.1 When outside temperatures are 65°F (18°C) or below, an indoor temperature of at least 72°F (22°C) shall be maintained in all areas used by residents during hours when residents are normally awake. During night hours when residents are asleep, an indoor temperature of at least 68°F (20°C) shall be maintained.

464.4.2.2 During hours when residents are normally awake, mechanical cooling devices, such as electric fans, must be used in those as are of buildings used by residents when inside temperatures exceed 85°F (29°C) provided outside temperatures remain below 90°F (32°C). No residents shall be in any inside area that exceeds 90°F (32°C). However, during daytime hours when outside temperatures exceed 90°F (32°C), and at night, an indoor temperature of no more than 81°F (27°C) must be maintained in all areas used by resi- dents.

464.4.2.3 Residents who have individually controlled thermostats in their bedrooms or apartments shall be permitted to control temperatures in those areas.

464.4.3 Common areas.

464.4.3.1 A minimum of 35 square feet (3 m2) of living and dining space per resident, live-in staff and livein family member shall be provided except in facilities comprised of apartments. This space shall include liv- ing, dining, recreational or other space designated accessible to all residents, and shall not include bath- rooms, corridors, storage space or screened porches which cannot be adapted for year round use. Facilities with apartments may count the apartment’s living space square footage as part of the 35 square footage (3 m2) living and dining space requirement.

Those facilities also serving as adult day care centers must provide an additional 35 square feet (3 m2) of liv- ing and dining space per adult day care client. Excess floor space in residents’ bedrooms or apartments can- not be counted toward meeting the requirement of 35 square feet (3 m2) of living and dining space require- ments for adult day care participants. Day care partici- pants may not use residents’ bedrooms for resting unless the room is currently vacant.

464.4.3.2 A room, separate from resident bedrooms, shall be provided where residents may read, engage in socialization or other leisure time activities. Comfort- able chairs or sofas shall be provided in this communal area.

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464.4.3.3 The dining area shall be furnished to accom- modate communal dining.

464.4.4 Bedrooms.

464.4.4.1 Resident sleeping rooms designated for sin- gle occupancy shall provide a minimum inside mea- surement of 80 square feet (7 m2) of usable floor space. Usable floor space does not include closet space or bathrooms.

464.4.4.2 Resident bedrooms designated for multiple occupancy shall provide a minimum inside measure- ment of 60 square feet (6 m2) of usable floor space per room occupant.

464.4.4.3 Resident bedrooms designated for multiple occupancy in facilities newly licensed or renovated 6 months after October 17, 1999, shall have a maximum occupancy of two persons.

464.4.4.4 All resident bedrooms shall open directly into a corridor, common use area or to the outside. A resi- dent must be able to exit his bedroom without having to pass through another bedroom unless the two rooms have been licensed as one bedroom.

464.4.4.5 All resident bedrooms shall be for the exclu- sive use of residents. Live-in staff and their family members shall be provided with sleeping space sepa- rate from the sleeping and congregate space required for residents.

464.4.5 Bathrooms.

464.4.5.1 There shall be at least one bathroom with one toilet and sink per six persons, and one bathtub or shower per eight persons. All residents, all live-in staff and family members, and respite care participants must be included when calculating the required number of toilets, sinks, bathtubs and showers. All adult day care participants shall be included when calculating the required number of toilets and sinks.

464.4.5.2 Each bathroom shall have a door in working order to assure privacy. The entry door to bathrooms with a single toilet shall have a lock which is operable from the inside by the resident with no key needed. A nonlocking door shall be permitted if the resident’s safety would otherwise be jeopardized.

464.4.5.3 There shall be nonslip safety devices such as bath mats or peel off stickers in the showers and bath- tubs of all facilities. Showers and bathtubs with a non- skid surface require a separate nonskid device only if the surface is worn. Grab bars shall be required in showers and bathtubs. Grab bars, whether portable or permanent, must be securely affixed to the floor or adjoining walls. Facilities newly licensed or renovated six months after October 17, 1999 must have grab bars next to the commode.

464.4.5.4 Sole access to a toilet or bathtub or shower shall not be through another resident's bedroom, except in apartments within a facility.

464.4.6 Security. External boundaries of a facility or a distinct part of a facility, including outside areas, may be

secured using egress control or perimeter control devices if the following conditions are met.

464.4.6.1 The use of the device complies with all life- safety requirements.

464.4.6.2 Residents residing within a secured area are able to move freely throughout the area, including the resident’s bedroom or apartment, bathrooms and all common areas, and have access to outdoor areas on a regular basis and as requested by each resident.

464.4.6.3 Residents capable of entering and exiting without supervision have keys, codes or other mecha- nisms to exit the secured area without requiring staff assistance.

464.4.6.4 Staff who provide direct care or who have regular contact with residents residing in secured areas complete Level 1 Alzheimer’s training as described in Rule 58A-5.0191.

464.4.6.5 Pursuant to Section 400.441, Florida Stat- utes, facilities with 16 or fewer residents shall not be required to maintain an accessible telephone in each building where residents reside, maintain written staff job descriptions, have awake night staff or maintain standardized recipes as provided in Rules 58A- 5.0182(6)(g), 58A-5.019(2)(e), 58A-5.019(4)(a) and 58A-5.020(2)(b), respectively.

464.5 Extended congregate care.

464.5.1 Physical site requirements. Each extended con- gregate care facility shall provide a homelike physical environment which promotes resident privacy and inde- pendence including:

464.5.1.1 A private room or apartment, or a semiprivate room or apartment shared with a roommate of the resi- dent’s choice. The entry door to the room or apartment shall have a lock which is operable from the inside by the resident with no key needed. The resident shall be provided with a key to the entry door on request. The resident’s service plan may allow for a nonlocking entry door if the resident’s safety would otherwise be jeopardized.

464.5.1.2 A bathroom, with a toilet, sink and bathtub or shower, which is shared by a maximum of four resi- dents. A centrally located hydromassage bathtub may substitute for the bathtub or shower in two of the bath rooms. The entry door to the bathroom shall have a lock which is operable from the inside by the resident with no key needed. The resident’s service plan may allow for a nonlocking bathroom door if the resident’s safety would otherwise be jeopardized.

SECTION 465 CONTROL OF RADIATION HAZARDS

465.1 Scope. Control of radiation hazards shall comply with the following design and construction standards as described herein.

Note: Other administrative and programmatic provisions may apply. See Department of Health (DOH) Rule 64E-5,

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Florida Administrative Code, and Chapter 404, Florida Statutes.

465.2 Control of access to high radiation areas.

465.2.1 Definitions.

HIGH RADIATION AREA. An area, accessible to individuals, in which radiation levels from radiation sources external to the body could result in an individ- ual receiving a dose equivalent in excess of 1 mSv (0.1 rem) in 1 hour at 30 cm from any source of radiation or from any surface that the radiation penetrates. For pur- poses of this section, rooms or areas in which diagnos- tic X-ray systems are used for healing arts purposes are not considered high radiation areas.

VERY HIGH RADIATION AREA. An area, accessi- ble to individuals, in which radiation levels from radia- tion sources external to the body could result in an individual receiving an absorbed dose in excess to 500 rad (5 gray) in 1 hour at 1 m from a source of radiation or from any surface that the radiation penetrates. At very high doses received at high dose rates, units of absorbed dose, gray and rad, are appropriate, rather than units of dose equivalent, sievert and rem.

465.2.2 The licensee or registrant shall ensure that each entrance or access point to a high radiation area has one or more of the following features:

465.2.2.1 A control device that upon entry into the area causes the level of radiation to be reduced below that level at which an individual might receive a deep dose equivalent of 0.1 rem (1 millisievert) in 1 hour at 30 cm from the source of radiation from any surface that the radiation penetrates;

465.2.2.2 A control device that energizes a conspicuous visible or audible signal so that the individual entering the high radiation area and the supervisor of the activity are made aware of the entry; or

465.2.2.3 Entryways that are locked except during peri- ods when access to the areas is required with positive control over each individual entry.

465.3 Caution signs.

465.3.1 Standard radiation symbol. Unless otherwise authorized by the department, the symbol prescribed in this section shall use the colors magenta or purple or black on yellow background. The symbol prescribed is the three- bladed design as follows:

465.3.1.1 Radiation symbol.

465.3.1.1.1 Cross-hatched area is to be magenta or purple or black.

465.3.1.1.2 The background is to be yellow.

465.3.2 Exception to color requirements for standard radiation symbol. In spite of the requirements of Section 465.3.1, licensees or registrants are authorized to label sources, source holders or device components containing sources of radiation that are subjected to high tempera- tures, with conspicuously etched or stamped radiation cau- tion symbols and without a color requirement.

465.3.3 Additional information on signs and labels. In addition to contents of signs and labels prescribed in this part, the licensee or registrant shall provide on or near the required signs and labels additional information to make individuals aware of potential radiation exposures and to minimize the exposures.

465.4 Posting requirements.

465.4.1 Posting of radiation areas. The licensee or regis- trant shall post each radiation area with a conspicuous sign or signs bearing the radiation symbol and the words “CAUTION, RADIATION AREA.”

465.4.2 Posting of high radiation areas. The licensee or registrant shall post each high radiation area with a con- spicuous sign or signs bearing the radiation symbol and the words “CAUTION, HIGH RADIATION AREA” or “DANGER, HIGH RADIATION AREA.”

465.4.3 Posting of very high radiation areas. The licensee or registrant shall post each very high radiation area with a conspicuous sign or signs bearing the radiation symbol and words “GRAVE DANGER, VERY HIGH RADIATION AREA.”

465.4.4 Posting of air-borne radioactivity areas. The licensee shall post each air-borne radioactivity area with a conspicuous sign or signs bearing the radiation symbol and the words “CAUTION, AIR-BORNE RADIOAC- TIVITY AREA” or “DANGER, AIR-BORNE RADIO- ACTIVITY AREA.”

465.4.5 Posting of areas or rooms in which licensed material is used or stored. The licensee shall post each area or room in which there is used or stored an amount of licensed material exceeding 10 times the quantity of such material specified in State of Florida Office of Radiation Control Radioactive Material Requiring Labeling, May 2000, which is herein incorporated by reference and which is available from the department, with a conspicuous sign or signs bearing the radiation symbol and the words “CAUTION, RADIOACTIVE MATERIAL(S)” or “DANGER, RADIOACTIVE MATERIAL(S).”

465.4.6 A licensee or registrant is not required to post cau- tion signs in areas or rooms containing sources of radiation for periods of less than 8 hours if each of the following conditions is met.

465.4.6.1 The sources of radiation are constantly attended during these periods by an individual who takes the precautions necessary to prevent the exposure of individuals to sources of radiation in excess of the limits established in this section, and

465.4.6.2 The area or room is subject to the licensee's or registrant’s control.

465.4.7 Rooms or other areas in hospitals that are occu- pied by patients are not required to be posted with caution signs as specified in Rule 64E-5.323 if the patient could be released from confinement as specified in Rule 64E-5.622.

465.4.8 A room or area is not required to be posted with a caution sign because of the presence of a sealed source provided the radiation level at 30 cm from the surface of

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the sealed source container or housing does not exceed 0.005 rem (0.05 millisievert) per hour.

465.4.9 A room or area is not required to be posted with a caution sign because of the presence of radiation machines used solely for diagnosis in the healing arts.

465.5 General requirements.

465.5.1 Shielding. Each x-ray facility shall have primary and secondary protective barriers as needed to assure that an individual will not receive a radiation dose in excess of the limits specified in Part III of Chapter 64E-5, Florida Administrative Code.

465.5.1.1 Structural shielding in walls and other verti- cal barriers required for personnel protection shall extend without breach from the floor to a height of at least 7 feet (2.1 m).

465.5.1.2 Doors, door frames, windows and window frames shall have the same lead equivalent shielding as that required in the wall or other barrier in which they are installed.

465.5.1.3 Prior to construction, the floor plans and equipment arrangement of all new installations, or modifications of existing installations, utilizing x-ray energies of 200 keV and above for diagnostic or thera- peutic purposes shall be submitted to the Department of Health for review and approval. In computation of pro- tective barrier requirements, the maximum anticipated workload, use factors, occupancy factors and the poten- tial for radiation exposure from other sources shall be taken into consideration.

465.5.1.3.1 The plans shall show, as a minimum, the following:

465.5.1.3.1.1 The normal location of the x-ray system’s radiation port; the port’s travel and tra- verse limits; general direction of the useful beam; locations of any windows and doors; the location of the operator’s booth; and the location of the x- ray control panel.

465.5.1.3.1.2 The structural composition and thickness or lead equivalent of all walls, doors, partitions, floor and ceiling of the room con- cerned.

465.5.1.3.1.3 The dimensions of the room con- cerned.

465.5.1.3.1.4 The type of occupancy of all adja- cent areas inclusive of space above and below the room concerned. If there is an exterior wall, the distance to the closest area where it is likely that individuals may be present.

465.5.1.3.1.5 The make and model of the x-ray equipment and the maximum technique factors.

465.5.1.3.1.6 The type of examinations or treat- ments which will be performed with the equip- ment.

465.5.1.3.2 Information shall be submitted on the anticipated maximum workload of the x-ray system.

465.5.1.3.3 If the services of a qualified person have been utilized to determine the shielding require- ments, a copy of the report, including all basic assumptions used, shall be submitted with the plans.

465.5.2 X-ray film processing facilities.

465.5.2.1 Processing facilities. Each installation using a radiographic x-ray system shall provide suitable equipment for handling and processing radiographic film in accordance with the following provisions:

465.5.2.1.1 The area in which undeveloped films are handled for processing shall be devoid of light with the exception of light in the wave lengths having no significant effect on the radiographic film.

465.5.2.1.2 Film pass boxes, if provided, shall be so constructed as to exclude light when film is placed in or removed from the boxes, and shall incorporate adequate shielding to prevent exposure of undevel- oped film to stray radiation.

465.5.2.1.3 Darkrooms used by more than one indi- vidual shall be provided a positive method to pre- vent accidental entry while undeveloped films are being handled or processed.

465.5.2.1.4 Where film is developed manually, the following conditions shall be met:

465.5.2.1.4.1 At least one trisectional tank made of mechanically rigid, corrosion-resistant mate- rial shall be utilized; and

465.5.2.1.4.2 The temperature of each solution shall be maintained within the range of 600°F to 800°F (160°C to 270°C). Film shall be developed in accordance with the time-temperature relation- ships specified by the film manufacturer, or, in the absence of such recommendations by the film manufacturer, with the following time-tempera- ture chart:

465.5.2.1.4.3 Devices shall be utilized which will:

1. Indicate the actual temperature of the developer; and

2. Signal the passage of a preset time as short as 2 minutes.

465.6 Doors, interlocks, and warning systems.

465.6.1 A licensee shall control access to the teletherapy room by a door at each entrance.

465.6.2 A licensee shall equip each entrance to the tele- therapy room with an electrical interlock system that shall:

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1. Prevent the operator from turning on the primary beam of radiation unless each treatment room entrance door is closed;

2. Turn off the beam of radiation immediately when an entrance door is opened; and

3. Prevent the primary beam of radiation from being turned on following an interlock interruption until all treatment room entrance doors are closed and the beam on-off control is reset at the console.

465.6.3 A licensee shall equip each entrance to the tele- therapy room with a conspicuously visible beam condition indicator light.

465.7 Radiation monitoring devices.

465.7.1 A licensee shall have a permanent radiation moni- tor in each teletherapy room capable of continuously mon- itoring beam status.

465.7.2 Each radiation monitor shall be capable of provid- ing visible notice of a teletherapy unit malfunction that results in an exposed or partially exposed source. The visi- ble indicator of high radiation levels shall be observable by an individual entering the teletherapy room.

TIME-TEMPERATURE CHART

465.7.3 Each radiation monitor shall be equipped with a backup power supply separate from the power supply to the teletherapy unit. This backup power supply may be a battery system.

465.8 Viewing systems. A licensee shall construct or equip each teletherapy room to permit continuous observation of the patient from the teletherapy unit console during irradia- tion.

465.9 Warning devices.

465.9.1 All locations designated as high radiation areas, and all entrances to such locations shall be equipped with easily observable warning lights that operate when and only when radiation is being produced.

465.9.2 Except in facilities designed for human exposure, each high radiation area shall have an audible warning device which shall be activated for 15 seconds prior to the possible creation of such high radiation area. Such warn- ing device shall be clearly discernible in all high radiation areas and in any adjacent radiation areas.

465.9.3 Barriers, temporary or otherwise, and pathways leading to high radiation areas shall be identified in accor- dance with the Department of Health.

465.10 Design requirements for radiation rooms. Pan- oramic irradiators shall not be operated unless the following are met:

465.10.1 Each entrance to a radiation room must have a door or other physical barrier to prevent inadvertent entry of personnel while the sources are exposed. Product con- veyor systems can serve as barriers as long as they reliably and consistently function as a barrier. It must not be possi- ble to move the sources out of their shielded position if any door or barrier to the radiation room is open. Opening the door or barrier while the sources are exposed must cause the sources to return promptly to their shielded posi- tion. The primary entry door must have a lock which is operated by the same key used to control source move- ment. The doors and barriers must not prevent any individ- ual in the radiation room from leaving.

465.10.2 Each entrance to a radiation room must have an independent backup access control to detect personnel entry while the sources are exposed if the primary access control fails. Entry while the sources are exposed must cause the sources to return to their fully shielded position and also must activate a visible and audible alarm to make the individual entering the room aware of the hazard. The alarm also must alert at least one other individual of the entry who is on site and who is trained to render or sum- mon assistance promptly.

465.10.3 A radiation monitor must be provided to detect the presence of high radiation levels in the radiation room before personnel entry. The monitor must be integrated with personnel access door locks to prevent room access when the monitor detects high radiation levels. The moni- tor must generate audible and visible alarms if high radia- tion levels are detected when personnel entry is attempted. The monitor can be located in the entrance or maze but not in the direct radiation beam.

465.10.4 Before sources move from their shielded posi- tion, the source control automatically must activate con- spicuous visible and audible alarms to alert people in the radiation room that the sources will be moved from their

Thermom Reading (Degrees) Minimum Developing Time (minutes)C F

26.7 80 2

26.1 79 2

25.6 78 21/2 25.0 77 21/2 24.4 76 3

23.9 75 3

23.3 74 31/2 22.8 73 31/2 22.2 72 4

21.7 71 4

21.1 70 41/2 20.6 69 41/2 20.0 68 5

19.4 67 51/2 18.9 66 51/2 18.3 65 6

17.8 64 61/2 17.2 63 7

16.7 62 8

16.1 61 81/2 15.6 60 91/2

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shielded position. The alarms must give individuals enough time to leave the room before the sources leave the shielded position.

465.10.5 Each radiation room must have a clearly visible and readily accessible control which will allow an individ- ual in the room to return the sources to their fully shielded position.

465.10.6 Each radiation room must contain a control which allows the sources to move from the shielded posi- tion only if the control has been activated and the door or barrier to the radiation room subsequently has been closed within a preset time.

465.10.7 Each entrance to the radiation room and each entrance to the area within the personnel access barrier of an underwater irradiator must be posted as required by this section. Panoramic irradiators also must be posted as required by this section. The sign can be removed, covered or otherwise made inoperative when the sources are shielded fully.

465.10.8 If the radiation room has roof plugs or other movable shielding, it must not be possible to operate the irradiator unless the shielding is in its proper location. This requirement can be met by interlocks which prevent opera- tion if shielding is not placed properly or by an operating procedure requiring inspection of shielding before operat- ing.

465.10.9 Underwater irradiators must have a personnel access barrier around the pool which must be locked to prevent access when the irradiator is not attended. Only operators and facility management shall have access to keys to the personnel access barrier. There must be an intrusion alarm to detect unauthorized entry when the per- sonnel access barrier is locked. Activation of the intrusion alarm must alert an individual, not necessarily on site, who is prepared to respond or summon assistance.

465.11 Fire protection.

465.11.1 The radiation room at a panoramic irradiator must have heat and smoke detectors. The detectors must activate an audible alarm. The alarm must be capable of alerting a person who is prepared to summon assistance promptly. The sources must become fully shielded auto- matically and the air handling systems within the radiation room must be disabled automatically if a fire is detected.

465.11.2 The radiation room at a panoramic irradiator must be equipped with a fire suppression or extinguishing system capable of extinguishing a fire without the entry of personnel into the room. The system for the radiation room must have a shutoff valve to control flooding into unrestricted areas.

465.12 Irradiator pools.

465.12.1 Irradiator pools must possess a watertight stain- less steel liner or a liner metallurgically compatible with other components in the pool or be constructed so that there is a low likelihood of substantial leakage and have a surface designed to facilitate decontamination and must include a means of safely storing sources during repairs of the pool.

465.12.2 Irradiator pools must have no penetration more than 0.5 m below the normal low water level which could allow water to drain out of the pool. Pipes which have intakes more than 0.5 m below the normal low water level must have siphon breakers to prevent the siphoning of the pool.

465.12.3 A means must be provided to replenish water losses from the pool.

465.12.4 An audible and visible indicator must be pro- vided to indicate if the pool water level is below the nor- mal low water level or above the normal high water level.

465.12.5 Irradiator pools must be equipped with a purifi- cation system designed to maintain the water during nor- mal operation at a level of conductance not exceeding 20 microsiemens per centimeter and with a clarity so the sources can be seen clearly.

465.12.6 A physical barrier such as a railing or cover must be used around irradiator pools during normal operation to prevent personnel from accidentally falling into the pool. The barrier can be removed during maintenance, inspec- tion, and service operations.

465.12.7 If long-handled tools or poles are used in irradia- tor pools, the radiation dose rate on the handling areas of the tools must not exceed 2 millirem (0.02 millisievert) per hour.

465.13 Design requirements.

465.13.1 Panoramic irradiators shall meet the following design requirements:

465.13.1.1 Shielding. The shielding walls shall be designed to meet generally accepted building code requirements for reinforced concrete and shall design the walls, wall penetrations, and entrance ways to meet the radiation shielding requirements of Rule 64E- 5.1407. If the irradiator will use more than 2 × 1017 bec- querels (5 million curies) of activity, the licensee shall evaluate the effects of heating of the shielding walls by the irradiator sources.

465.13.1.2 Foundations. The foundation shall be designed with consideration given to soil characteris- tics to ensure it is adequate to support the weight of the facility.

465.13.1.3 Fire protection. The number, design, loca- tions and spacing of the smoke and heat detectors and extinguishing system shall be appropriate to detect fires and that the detectors are protected from mechanical and radiation damage. The fire extinguishing system shall be designed to provide the necessary discharge patterns, densities, and flow characteristics for com- plete coverage of the radiation room and that the sys- tem is protected from mechanical and radiation damage.

465.13.1.4 Wiring. The electrical wiring and electrical equipment in the radiation room shall be selected to minimize failures due to prolonged exposure to radia- tion.

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465.13.2 Pool irradiators shall meet the following design requirements.

465.13.2.1 Pool integrity. The pool shall be designed to assure that it is leak resistant, that it is strong enough to bear the weight of the pool water and shipping casks, that a dropped cask would not fall on sealed sources, that all penetrations meet the requirements of Section 465.12.2, and that metal components are metallurgi- cally compatible with other components in the pool.

465.13.2.2 Water-handling system. The water purifi- cation system shall be designed to meet the require- ments of Section 465.12.5. The system must be designed so that water leaking from the system does not drain to unrestricted areas without being monitored. The licensee shall design the water chiller system so that it shall compensate adequately for the amount of heat generated by the sealed sources. The water-han- dling system must have remote controls capable of safely operating a contaminated system.

465.13.3 Floor penetrations. No floor penetrations, including expansion joints, floor joints and drains, shall allow the uncontrolled release of water from the radiation room that has not been analyzed for its radioactive con- tent.

465.14 Construction control. The requirements of this sec- tion must be met before loading sources. Panoramic irradia- tors shall meet the following construction requirements:

465.14.1 Shielding. The construction of the shielding shall be monitored to verify that it meets design specifica- tions and generally accepted building code requirements for reinforced concrete.

465.14.2 Foundations. The construction of the founda- tions shall be monitored to verify that they meet design specifications.

465.14.3 Fire protection. The ability of the heat and smoke detectors shall be verified to detect a fire, to acti- vate alarms and to cause the source rack to become fully shielded automatically. The operability of the fire suppres- sion or extinguishing system shall also be verified

465.14.4 Wiring. The electrical wiring and electrical equipment that were installed shall be verified to meet the design specifications.

465.15 Pool irradiators shall meet the following construc- tion requirements.

465.15.1 Pool integrity. The integrity of the pool shall be tested to verify that the pool meets the design specifica- tions. The penetrations and water intakes shall be verified to meet the requirements of Section 465.12.2.

SECTION 466 DAY CARE OCCUPANCIES

466.1 General.

466.1.1 Places of religious worship shall not be required to meet the provisions of this section in order to operate a nursery while services are being held in the building.

466.1.2 Where day care occupancies with clients 24 months or less in age or incapable of self-preservation are located one or more stories above the level of exit dis- charge or where day care occupancies are located two or more stories above the level of exit discharge, smoke bar- riers shall be provided to divide such stories into a mini- mum of two smoke compartments. The smoke barriers shall be constructed in accordance with Section 709 but shall not be required to have a fire-resistance rating.

466.2 Closet doors. Every closet door latch shall be such that clients can open the door from inside the closet.

466.3 Bathroom doors. Every bathroom door lock shall be designed to permit opening of the locked door from the out- side in an emergency. The opening device shall be readily accessible to the staff.

466.4 Door closure. Any exit door designed to be normally closed shall be kept closed and shall comply with Section 716.5.

466.5 Location and construction types. Day care occupan- cies shall be limited to the locations and construction types specified in Table 466.5. Day care homes and adult day care shall be permitted to be of any type construction permitted by this code.

TABLE 466.5 DAY CARE LOCATION AND TYPE OF CONSTRUCTION

Notes: 1LED means Level of Exit Discharge.

LOCATION OF DAY CARE TYPE OF CONSTRUCTION

Sprinklered Building Construction Type

1 story below LED1 Yes I, II, IIIA, IV, V-A

Level of Exit Discharge No Any type permitted by this code

1 story above LED1 Yes No

Any type

2 or 3 stories above LED1 Yes I, II, III-A, V-A

> 3 stories above LED1 but not high rise Yes I

High rise Yes I

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466.6 Protection from hazards. Rooms or spaces for the storage, processing or use of materials specified below shall be protected in accordance with the following:

466.6.1 The following rooms or spaces shall be separated from the remainder of the building by fire barriers having a fire-resistance rating of not less than 1 hour or shall be protected by an approved automatic extinguishing system.

1. Boiler and furnace rooms.

Exception: Rooms enclosing only air-handling equipment.

2. Rooms or spaces used for the storage of combustible supplies in quantities deemed hazardous by the building official.

3. Rooms or spaces used for the storage of hazardous materials or flammable or combustible liquids in quantities deemed hazardous by recognized stan- dards.

4. Janitor closets.

Exception: Doors to janitor closets shall be permit- ted to have ventilating louvers where the space is protected by automatic sprinklers.

466.6.2 The following rooms or spaces shall be separated from the remainder of the building by fire barriers having a fire-resistance rating of not less than 1 hour and shall be protected by an approved automatic fire-extinguishing system.

1. Laundries.

2. Maintenance shops, including woodworking and painting areas.

3. Rooms or spaces used for processing or use of com- bustible supplies deemed hazardous by the building official.

4. Rooms or spaces used for processing or use of haz- ardous materials or flammable or combustible liq- uids in quantities deemed hazardous by recognized standards.

Exception: Food preparation facilities protected in accordance with NFPA 96 shall not be required to have openings protected between food preparation areas and dining areas. Where domestic cooking equipment is used for food warming or limited cooking, protection or segregation of food prepara- tion facilities shall not be required if approved by the building official.

466.6.3 Where automatic extinguishing is used to meet the requirements of this section, sprinkler piping serving not more than six sprinklers for any isolated hazardous area shall be permitted to be connected directly to a domestic water supply system having a capacity sufficient to pro- vide 0.15 gpm/per square foot (6.1 L/min/m2) of floor area throughout the entire enclosed area. An indicating shutoff valve shall be installed in an accessible location between the sprinklers and the connection to the domestic water supply.

466.7 Detection and alarm systems. Day care occupancies shall be provided with a fire alarm system in accordance with Section 907 and this section.

Exception: Day care occupancies housed in one room.

466.7.1 Initiation of the required fire alarm system shall be by manual means and by operation of any required smoke detectors and required sprinkler systems.

466.7.1.1 Occupant notification signals shall be audible and visual signals in accordance with NFPA 72 and Florida Building Code, Accessibility. The general evac- uation alarm signal shall operate throughout the entire building.

Exceptions:

1. Where total evacuation of occupants is impractical because of building configuration, only the occupants in the affected zones shall be initially notified. Provisions shall be made to selectively notify occupants in other zones to afford orderly evacuation of the entire building.

2. Where occupants are incapable of evacuating themselves because of age, physical or mental disability or physical restraint, the private operating mode as described in NFPA 72 shall be permitted to be used. Only the attendants and other personnel required to evacuate occu- pants from a zone, area, floor, or building shall be required to be notified. This notification shall include means to readily identify the zone, area, floor or building in need of evacua- tion.

466.7.1.2 Fire department notification. The fire alarm system shall be arranged to transmit the alarm automatically to the fire department in accordance with NFPA 72 by means of one of the following methods as approved by the building official:

1. An auxiliary alarm system, or

2. A central station connection, or

3. A proprietary system, or

4. A remote station connection.

Exception: Where none of the above means of notification is available, a plan for notification of the fire department, acceptable to the building official, shall be provided.

466.7.2 Detection. A smoke detection system shall be installed in accordance with NFPA 72, with placement of detectors in each story in front of doors to the stairways and in the corridors of all floors occupied by the day care occupancy. Detectors also shall be installed in lounges, recreation areas and sleeping rooms in the day care occu- pancy.

Exception: Day care occupancies housed in one room.

466.8 Corridors. Every interior corridor shall be constructed of walls having not less than a 1-hour fire-resistance rating.

Exceptions:

1. In buildings protected throughout by an approved, supervised automatic sprinkler system in accordance with Sections 901.6 and 903.3.1.1 corridor walls shall not be required to be rated, provided that such

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walls form smoke partitions in accordance with Sec- tion 710.

2. Where the corridor ceiling is an assembly having a 1-hour fire-resistance rating where tested as a wall, the corridor walls shall be permitted to terminate at the corridor ceiling.

3. Lavatories in unsprinklered buildings shall not be required to be separated from corridors, provided that they are separated from all other spaces by walls having not less than a 1-hour fire-resistance rating in accordance with Section 709.

4. Lavatories shall not be required to be separated from corridors, provided the building is protected throughout by an approved, supervised automatic sprinkler system in accordance with Sections 901.6 and 903.3.1.1.

466.9 Flexible plan and open plan buildings. Flexible plan and open plan buildings shall comply with the requirements of this chapter as modified as follows:

466.9.1 Each room occupied by more than 300 persons shall have two or more means of egress entering into sepa- rate atmospheres. Where three or more means of egress are required, not more than two of them shall enter into a common atmosphere.

466.9.2 Flexible plan buildings shall be evaluated while all folding walls are extended and in use as well as when they are in the retracted position.

466.10 Day care homes.

466.10.1 This section establishes life safety requirements for day care homes in which more than three but not more than 12 clients receive care, maintenance and supervision by other than their relative(s) or legal guardian(s) for less than 24 hours per day.

Exception: Facilities that supervise clients on a tempo- rary basis with a parent or guardian in close proximity.

466.10.2 Definitions. For definitions, see Chapter 2.

466.10.3 Places of religious worship shall not be required to meet the provisions of this section in order to operate a nursery while services are being held in the building.

466.10.4 Occupancies that include part-day preschools, kindergartens and other schools whose purpose is pri- marily educational even though the children are of pre- school age shall comply with the provisions for Group E occupancy.

466.10.5 Smoke detection systems.

466.10.5.1 Single-station smoke alarms installed in accordance with the household fire warning equip- ment requirements of Chapter 2 of NFPA 72 shall be installed within day care homes.

Exception: System smoke detectors installed in accordance with NFPA 72 and arranged to func- tion in the same manner shall be permitted.

466.10.5.2 Where the day care home is located within a building of another occupancy, any corri- dors serving the day care home shall be provided with a complete smoke detection system installed in accordance with NFPA 72.

466.10.5.3 Single-station smoke alarms shall be powered by the building electrical system.

466.10.5.4 Single-station smoke alarms shall be pro- vided in all rooms used for sleeping.

466.10.5.5 Where two or more smoke alarms are required within a living unit, suite of rooms, or simi- lar area, they shall be arranged so that operation of any smoke alarm shall cause all smoke alarms within the living unit, suite of rooms or similar area to sound.

466.10.5.5.1 The alarms shall sound only within an individual living unit, suite of rooms or similar area and shall not actuate the building fire alarm system. Remote annunciation shall be permitted.

SECTION 467 HOSPICE INPATIENT FACILITIES AND UNITS AND HOSPICE RESIDENCES

467.1 Scope. All hospice inpatient facilities and units and residences shall comply with the following design and con- struction standards. Enforcement and interpretation of these provisions shall be by the state agency authorized by Section 553.73, Florida Statutes.

Note: Other administrative and programmatic provisions may apply. See Department of Elder Affairs (DOEA) Rule 58A-2, Florida Administrative Code, Agency for Health Care Administration (AHCA) Rule 59C-1, Florida Administrative Code, and Chapter 400 Part VI, Florida Statutes.

467.2 Physical plant requirements (inpatient facility and unit).

467.2.1 As used in this rule, “inpatient facility and unit” means the location where inpatient services are provided to hospice patients that are in need of hospice inpatient care.

467.2.2 Codes and standards.

467.2.2.1 All new inpatient units and facilities, and additions or renovations to existing units and facilities shall be in compliance with the requirements for:

1. Institutional Occupancy - Group I-2, as described in Section 308.3 of this code; and

2. The National Fire Protection Association Life Safety Code 101, Chapter 18, New Health Care Occupancy, as described in Rule 69A-3.012, Florida Administrative Code, Standards of the National Fire Protection Association and incor- porated by reference in Rule 69A-3.012, Florida Administrative Code.

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467.2.2.2 Inpatient sleeping rooms shall be made acces- sible in accordance with the requirements for medical care facilities of the Florida Building Code, Accessibil- ity.

467.2.2.3 In renovations and additions to existing facil- ities, only that portion of the total facility affected by the project must comply with applicable sections of the codes for new facilities and units.

467.2.2.4 Existing portions of the facility that are not included in the renovation or addition but are essential to the functioning of the complete facility, as well as existing areas which receive less than substantial amounts of new work, shall comply with the applicable sections of the codes for existing inpatient facilities and units.

467.2.2.5 All existing inpatient facilities and units licensed by the Agency for Health Care Administration shall be in compliance with National Fire Protection Association Life Safety Code 101, Chapter 19, Existing Health Care Occupancy, and incorporated by reference in Rule 69A-3.012, Florida Administrative Code.

467.2.3 Construction requirements. The following shall be provided in each inpatient facility and unit:

467.2.3.1 Each patient sleeping room shall have a mini- mum room area exclusive of toilet room, or perma- nently attached or built in closets, lockers or wardrobes, of 100 square feet (9.29 m2) per bed for private rooms and 80 square feet (7.70 m2) per bed for double occu- pancy rooms.

467.2.3.2 Each patient sleeping room shall have a win- dow or door with a clear glass light in compliance with Section 1205.2 of this code. The window or door shall open directly to an atrium or to the outside of the build- ing with a minimum of 20 feet (6.10 m) in clear and unobstructed vista measured perpendicularly from the window or door.

467.2.3.3 Each patient sleeping room shall have a wardrobe, locker or closet suitable for hanging clothing of the patient.

467.2.3.4 Other than a patient sleeping room located in a hospital or nursing home, each patient sleeping room shall have access to a toilet room without having to enter the general corridor area. One toilet room shall serve no more than four beds and no more than two res- ident rooms. The door shall be side hinged, swing out from the toilet room, and unless otherwise required by this code, be at least 32 inches (813 mm) wide. The toi- let room shall contain a water closet with grab bars on both sides and an emergency nurse call station. The water closet shall be equipped with a bedpan-rinsing device.

467.2.3.5 A hand washing facility shall be provided within each patient toilet room or within each patient bedroom.

467.2.3.6 A nurses’ station, clean workroom and soiled workroom shall be provided. Access to these rooms shall be from a corridor or ante room.

467.2.3.7 A charting space for clinical staff shall be provided at each nurses’ station.

467.2.3.8 A hand washing facility shall be located in or near each nurses’ station.

467.2.3.9 The clean workroom shall be provided with a work counter, hand wash facility, storage facilities and covered waste receptacle.

467.2.3.10 The soiled workroom shall be provided with a service sink equipped with rinsing device, work counter, a hand-washing facility, storage facilities, cov- ered waste receptacle and covered linen receptacle.

467.2.3.11 A drug distribution system shall be provided with provisions for the locked storage of medications. Nothing in this section shall prohibit the use of the clean workroom for drug distribution.

467.2.3.12 A clean linen storage room or closet shall be provided.

467.2.3.13 A nourishment station with equipment for preparing or serving nourishments between scheduled meals shall be provided and shall be available for patient, family, volunteers, guests and staff use. Provi- sions shall be made for the use and storage of small appliances such as coffee makers or toasters. A mini- mum of two duplex receptacles connected to a small appliance circuit shall be provided.

467.2.3.14 A nurse calling system accessible by the patient shall be provided.

467.2.3.15 Storage for administrative supplies shall be provided.

467.2.3.16 Parking for stretchers and wheelchairs in an area out of the path of normal traffic and of adequate size for the unit shall be provided.

467.2.3.17 A janitor’s closet with a floor drain and stor- age space for housekeeping equipment and supplies shall be provided.

467.2.3.18 A multipurpose lounge suitable and fur- nished for reception, recreation, dining, visitation, group social activities and worship shall be provided.

467.2.3.19 A conference or consultation room for patient and family use shall be provided.

467.2.3.20 A washer and dryer for patients’ personal use shall be provided.

467.2.3.21 Bathing facilities.

467.2.3.21.1 A centralized resident bathing room(s) shall be provided with a minimum of one bathtub, hydro tub, or shower for every 20 hospice inpatients or fraction thereof not otherwise served by bath or shower facilities connected directly to the resident rooms.

467.2.3.21.2 A separate private toilet room shall be provided that is directly accessible to each central

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bathing area with multiple bathing fixtures without requiring entry into the general corridor.

467.2.3.21.3 All showers located in bathing rooms connected directly to the resident rooms shall be designed so that a shower chair can be easily rolled in and out of the shower area.

467.2.4 Details.

467.2.4.1 Fixtures, such as drinking fountains, public telephone, vending machines and portable equipment, shall not be located or stored so as to restrict corridor traffic or reduce the minimum required corridor width.

467.2.4.2 Doors to patient tub rooms, showers and water closets that swing into the room shall be equipped with reversible hardware that will allow the door to swing out in an emergency.

467.2.4.3 Doors, except those to closets or spaces not subject to occupancy, shall not swing into the exit access corridors.

467.2.4.4 Windows and outer doors, if used for ventila- tion, shall be equipped with insect screens.

467.2.4.5 Interior thresholds and expansion joint covers shall be made flush with the floor surface.

467.2.4.6 Grab bars shall be provided at all patient toi- lets, showers, and tubs. The bars shall have a clearance of 11/2 inches (38 mm) to the walls and shall be suffi- ciently anchored to sustain a concentrated applied load of not less than 250 pounds (113 kg).

467.2.4.7 Single paper towel dispensers, soap dispens- ers and covered waste receptacles shall be provided at all hand washing facilities.

467.2.4.8 Staff hand washing facilities shall be fitted with wrist blades and a gooseneck-type spout.

467.2.4.9 All hand washing facilities shall be securely anchored to withstand an applied vertical load of not less than 250 pounds (113 kg) on the front of the fix- ture.

467.2.5 Elevators. In new multistory units and facilities an elevator shall be provided in compliance with the requirements of Chapter 30 of the Florida Building Code, Building. In addition, a hospital-type elevator large enough to accommodate a bed and attending staff shall service all patient sleeping rooms and patient treatment areas located above the ground floor. The car shall be at least 5 feet 8 inches (1.73 m) wide by 9 feet (2.74 m) deep and the car doors shall have a clear opening of not less than 4 feet (1.22 m) wide and 7 feet (2.13 m) high.

467.2.6 Mechanical system requirements.

467.2.6.1 Air conditioning, heating and ventilating systems.

1. All patient occupied areas shall be heated or cooled by individual or central units. Heating units shall be designed to provide a minimum of 72°F (22.22°C) ambient indoor temperature and air conditioning units shall be designed to pro-

vide a minimum of 78°F (25.55°C) ambient indoor temperature.

2. All air-supply and air-exhaust systems shall be mechanically operated. Fans serving exhaust sys- tems shall be located at the discharge end of the system.

467.2.6.1.1 Carbon monoxide detector. See Sec- tion 908.8.

467.2.6.2 Plumbing and other piping systems. Water distribution systems shall be arranged to provide hot water at each hot water outlet at all times. Hot water at shower, bathing, and hand washing facilities for patients’ personal use shall not exceed 110°F (43.3°C).

467.2.7 Electrical system requirements.

467.2.7.1 Lighting.

1. All spaces occupied by people, machinery, and equipment within the building, approaches to building, and parking areas shall have electric lighting.

2. All patients’ rooms shall have general lighting and night lighting. General room luminaries shall be switched at the entrance to the patient room.

467.2.7.2 Receptacles. All patient rooms shall have hospital grade duplex grounding-type receptacles.

467.2.8 Emergency electrical system.

467.2.8.1 A Type III essential electrical system shall be provided in all hospice facilities as described in National Fire Protection Association Life Safety Code 99, “Health Care Facilities”, and incorporated by refer- ence in Rule 69A-3.012, Florida Administrative Code. The emergency power for this system shall meet the requirements of a Level II, type 10, Class 48 generator as described in National Fire Protection Association Life Safety Code 110, “Emergency Standby Power Sys- tems”, and incorporated by reference in Rule 69A- 3.012, Florida Administrative Code.

467.2.8.2 In new construction, the normal main service equipment shall be separated from the emergency dis- tribution equipment by locating it in a separate room. Transfer switches shall be considered emergency distri- bution equipment for this purpose.

467.2.8.3 Switches for critical branch lighting shall be completely separate from normal switching. The devices or cover plates shall be of a distinctive color. Critical branch switches are permitted to be adjacent to normal switches. Switches for life safety lighting are not permitted except as required for dusk-to-dawn auto- matic control of exterior lighting fixtures.

467.2.8.4 There shall be selected life safety lighting provided at a minimum of 1 footcandle (10 lux) and designed for automatic dusk-to-dawn operation along the travel paths from the exits to the public way or to safe areas located a minimum of 30 feet (9.14 m) from the building.

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467.2.8.5 A minimum of one elevator per bank serving any patient use floor shall be connected to the equip- ment branch of the essential electric system and arranged for manual or automatic operation during loss of normal power. Elevator cab lighting, controls, and communication and signal systems shall be connected to the life safety branch.

467.2.8.6 There shall be a dedicated low-fuel alarm for the day tank supplying the emergency generator driver. A manual pump shall also be provided for the day tank. The alarm shall be located at the generator derange- ment panel.

467.2.8.7 Transfer switch contacts shall be of the open type and shall be accessible for inspection and replace- ment.

467.2.8.8 If required by the facility’s emergency food plan, there shall be power connected to the equipment branch of the essential electrical system for kitchen refrigerators, freezers and range hood exhaust fans. Selected lighting within the kitchen and dry storage areas shall be connected to the critical branch of the essential electrical system.

467.3 Residential units.

467.3.1 Residential units shall comply with the Florida Building Code and the National Fire Protection Associa- tion Life Safety Code 101 as adopted by the Florida Fire Prevention Code.

467.3.2 Residential units shall comply with the following codes and standards:

467.3.2.1 All new facilities and additions and renova- tions to existing facilities shall be in compliance with:

1. Section 310.6 of this code for Group R-4 occu- pancy;

2. The National Fire Protection Association Life Safety Code 101, Chapter 32, Residential Board and Care Occupancy and incorporated by refer- ence in Rule 69A-3.012, Florida Administrative Code, and

3. The Florida Building Code, Accessibility.

467.3.2.2 All existing facilities shall comply with National Fire Protection Association Life Safety Code 101, Chapter 33, Residential Board and Care Occu- pancy and incorporated by reference in Rule 69A- 3.012, Florida Administrative Code.

SECTION 468 SCHOOLS, COLLEGES AND UNIVERSITIES

468.1 Scope: Florida’s public and private schools, colleges, and universities shall comply with all applicable require- ments of the code and the following standards. These are minimum standards; boards or owners may impose more restrictive requirements. Additional requirements for public educational facilities in Florida, including public schools and Florida’s colleges, are found in Section 453, State Require- ments for Educational Facilities.

468.2 Sites.

468.2.1 Drainage. Soil, grass, and planting beds shall pro- vide positive drainage away from sidewalks, but shall not fall away at more than a 3-percent gradient slope for a minimum distance of 5 feet (1524 mm) from the edge. Gutters or other water funneling devices shall prevent storm water from pouring onto or draining across walks.The location of all drains, grates, drop inlets, catch basins, other drainage elements and curb cuts shall be out of the main flow of pedestrian traffic.

468.2.2 Playgrounds and equipment. Playgrounds and equipment shall be safe, structurally sound, verminproof, and shall not have jagged or sharp projections. Playground equipment shall be anchored to suitable foundations to prevent toppling or dislodgement. Cushioning materials such as mats, wood chips, or sand shall be used under climbing equipment, slides, and swings.

468.2.3 Outdoor waste containers. A smooth nonabsor- bent surface shall be provided for outdoor waste contain- ers.

468.3 Building construction.

468.3.1 Rodent proofing. Buildings for Group E occu- pancies shall be rodent proofed per Appendix F, Rodent proofing.

468.3.2 Glare from natural light. Sources of natural light in instructional spaces shall be glazed with glare reducing materials or shall be shielded to prevent glare that can interfere with seeing tasks within the instructional space.

468.3.3 Automated external defibrillator. Automated external defibrillators shall be provided in public educa- tional facilities that are a member of the Florida High School Athletic Association.

468.3.4 Diaper changing stations. A diaper changing sta- tion shall be located in or adjacent to any classroom where children wearing diapers are in attendance. A hand wash- ing lavatory shall be provided within the changing station area. Access shall be provided to the lavatory without opening doors or touching a handle.

468.3.5 Plumbing.

468.3.5.1 Standards. Educational and ancillary facili- ties shall be provided with toilets, hand washing facili- ties, and drinking fountains for all occupants, in ratios and accessible as required by the Florida Building Code, Florida law, and federal requirements.

Exception: A single unisex toilet room is allowed where provided in child care, pre-kindergarten through grade 3 and ESE classrooms.

468.3.5.2 Teacher toilets. Faculty and staff toilets shall be separate from student toilets.

Exception: Separation of faculty/staff and student toilet facilities is not required for colleges and uni- versities.

468.3.5.3 Toilet room access.

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468.3.5.3.1 Toilet facilities for pre-k through grade 12 shall be accessible under continuous roof cover from all student occupied spaces.

Exception: Relocatable classrooms installed for temporary use.

468.3.5.3.2 Access to group toilet rooms. Access to student group toilet rooms shall not be through an occupied space, storage space, or equipment space.

468.3.5.3.3 Toilet rooms adjacent to food prepara- tion or dining areas shall be completely enclosed, have self-closing doors, and shall open into vesti- bules with self-closing doors. Toilet rooms shall not open directly into food preparation areas, serving areas, or dining areas.

468.3.5.4 Shielding device. The entry to each group toilet room shall be provided with a door, partition, or other shielding device to block from view the occu- pants in the toilet room. If a door is provided, it shall have a closer and shall swing out in the direction of egress.

468.3.5.5 Walls. Walls in toilet rooms shall be impervi- ous to a height of at least 4 feet (1219 mm) above the floor. Walls in kitchens, sculleries, can wash areas, and shower rooms shall be impervious to a height of at least 6 feet (1829 mm) above the floor. Toilet and shower partitions shall be impervious.

468.3.5.6 Floor drains and hose bibbs. All group toi- let rooms shall be provided with at least one floor drain and one easily accessible hose bibb. The floor shall be sloped down to the drain.

468.3.5.6.1 Stall urinals. Stall urinals shall not serve as the required floor drains.

468.3.5.6.2 Location. Floor drains shall be provided in the food serving area, kitchen area, scullery, gar- bage and rubbish rooms, and can wash area.

468.3.5.7 Handwashing facilities.

468.3.5.7.1 Handwashing facilities shall be located within or adjoining each toilet room.

468.3.5.7.2 Soap dispensers for liquid, foam, or powdered soap shall be provided at all handwashing basins.

468.3.5.7.3 Individual towel dispensers or hot-air hand drying devices shall be provided near hand- washing basins.

468.3.5.8 Showers.

468.3.5.8.1 Shower heads shall be based on the peak load to be accommodated at one time and provided at the ratio of one shower head for each five stu- dents, located a minimum of 30 inches (762 mm) apart.

468.3.5.8.2 Floors shall be drained in such a manner that waste water from any shower head will not pass over areas occupied by other bathers.

468.3.5.8.3 Water shall be heated and the tempera- ture at the shower head shall not exceed 110°F (43°C) nor be less than 95°F (35°C).

468.3.5.9 Floors. Floors in gymnasium locker rooms, showers, drying areas, toilet rooms, kitchens, sculleries, food storage areas and can wash areas shall be impervi- ous.

468.3.5.10 Ceilings. Ceilings in group toilet rooms, kitchens, sculleries, can wash areas, showers and locker rooms shall be impervious.

468.3.6 Mechanical.

468.3.6.1 Natural ventilation. Natural ventilation shall not be provided in toilet rooms, shower rooms, lockers rooms, and storage rooms for athletic equipment or soiled clothes.

468.3.6.2 Fans and blowers. Fans and blowers shall be sized and designed to provide the required air move- ment without excessive or disturbing noise that would interfere with the educational program provided in the space being ventilated.

468.3.6.3 Kilns. Kiln rooms and areas shall be pro- vided with adequate exhaust to dispel emitted heat to the exterior, and they shall not be connected to any other exhaust system.

468.3.6.4 Chemistry laboratories and science class- rooms. HVAC systems in chemistry labs and science classrooms shall be designed and installed to ensure that chemicals originating from the space are not recir- culated.

Exception: A high capacity emergency exhaust sys- tem providing 20 air changes per hour may be used in chemistry laboratories and science classrooms with fume hoods. Positive ventilation may be pro- vided via doors or windows opening to the exterior. Signs providing operational instructions shall be permanently installed at the emergency exhaust sys- tem fan switch and adjacent to the door(s) or win- dow(s) to be opened.

468.3.6.5 Chemical storage. Rooms used for the stor- age, handling, and disposal of chemicals used in school, college, and university laboratories shall be vented to the exterior. The ventilation system shall not be connected to the air-conditioning return air system, and the rooms shall be kept at moderate temperatures. Chemical storage cabinets, when vented to the exterior, shall be mechanically vented in accordance with NFPA 30 and NFPA 91.

468.3.6.6 Floor drains and plumbing fixtures in equipment rooms. No floor drain or other plumbing fixture shall be installed in a room containing air han- dling machinery when such room is used as a plenum. When rooms are used as a plenum, equipment drains shall be conveyed through an indirect waste receptor located outside such rooms or other approved point of disposal.

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468.3.7 Lighting.

468.3.7.1 Illumination level in classrooms/instruc- tional spaces. Illumination at the normal task level for the type of classroom/instruction space shall be a mini- mum of 40 footcandles (400 Lux).

468.3.7.2 Illumination uniformity in classrooms/ instruction spaces. Luminaries shall have a ceiling arrangement or be positioned around the walls such that a uniformed illumination level, within 10 footcandles (100 Lux), is maintained at the students required nor- mal task level for the type of classroom/instruction space.

468.3.7.3 Brightness ratio in classrooms/instruc- tional spaces. The brightness ratio between the student task level and the instruction area or areas or visual dis- play location shall be one to five or less.

468.3.7.4 Illumination failure of general and means of egress luminaries. Illumination systems shall be designed and maintained so that the failure of any sin- gle lighting unit, such as an electric luminary, does not leave any occupied space or means of egress in the dark. (See Section1008 for additional means of egress requirements.)

468.3.7.5 Glare elimination. Illumination of perma- nently installed markerboards, chalkboards, and other instruction aids shall be designed to eliminate glare and shadows.

SECTION 469 OFFICE SURGERY SUITE

469.1 Scope. An office surgery suite is that portion of a phy- sician’s office where surgery is performed according to Rule 64B-8-9009 Standard of Care for Office Surgery, Florida Administrative Code. These minimum standards of design and construction apply to a physician’s office required to reg- ister under Rule 64B8-9009.(1)(a), Florida Administrative Code.

469.1.1 The minimum standards of design, construction and specified minimum essential utilities and facilities of this section shall be applicable to all office surgery suites that are required to be registered but have not yet been reg- istered with the Florida Department of Health in accor- dance with Rule 64B8-9.0091 Requirement for Physician Office Registration; Inspection or Accreditation, Florida Administrative Code, and to all newly constructed office surgery suites, and all additions, alterations or renovations to all existing office surgery suites on the effective date of this code.

469.2 Codes and standards.

469.2.1 In addition to the minimum requirements of this section, an office surgery suite shall also be in compliance with the following:

469.2.1.1 The fire codes as described in Chapter 69A- 3.012, “Standards of the National Fire Protection Asso- ciation Adopted,” Florida Administrative Code.

469.2.1.2 Part I of The Guidelines for Design and Con- struction of Health Care Facilities (The Guidelines), as referenced in Chapter 35 of this code.

469.3 Office surgery suite occupancy classification.

469.3.1 Office surgery suites that provide services or treat- ment on an outpatient basis to four or more patients at the same time that either renders the patients incapable of tak- ing action for self-preservation under emergency condi- tions without the assistance from others or that provide surgical treatment requiring general anesthesia to four or more patients at the same time, shall meet the require- ments of Ambulatory Health Care Occupancies as described in NFPA 101, Life Safety Code and this code.

469.3.2 All other office surgery suites shall comply with the requirements of Business occupancy as described in NFPA 101, Life Safety Code, and this code.

469.4 Physical plant standards.

469.4.1 Administration and public areas. There shall be a waiting room or lobby area of sufficient size to accom- modate patients and visitors.

469.4.1.1 There shall be a public toilet(s) with hand- washing station(s), public access to a telephone for local calls, and an electric water fountain or a water and cup-dispensing unit. When the office surgery suite is located within an office building, these functions may be provided as part of the office building’s public areas.

469.4.1.2 As determined by the functional program of the office surgery suite, there shall be an admitting office, secure medical record storage, director of nurs- ing office, in-service training or conference area.

469.4.1.3 There shall be a toilet room(s) with hand- washing station located within the office surgery suite for patients.

469.4.2 Pre-operative area(s).

469.4.2.1 As determined by the functional program of the office surgery suite the following elements shall be provided for clinical services:

469.4.2.2 Patient change areas. An area(s) shall be pro- vided for patients to change from street clothing into surgical gowns and to prepare for surgery. Provisions shall be made for patient privacy and for securing patients’ personal effects.

469.4.2.3 A separate and distinct primary recovery area(s) shall be provided that is located adjacent to the operating room(s). It shall contain a minimum of one pre-operative station per each operating room and shall not be part of the restricted area of the office surgery suite. There shall be 3 feet (0.9 m) of clear floor area around three sides of each recovery station for work and circulation.

469.4.2.4 The pre-operative area(s) shall be located in direct view of a nurse station.

469.4.2.5 Cubicle curtains or other provisions for pri- vacy during pre-operative care shall be provided.

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469.4.2.6 There shall be a dedicated hand-washing sta- tion located in or immediately adjacent to the pre-oper- ative area(s).

469.4.2.7 If determined by the functional program tak- ing into consideration the types of surgery and proce- dures performed, the types of anesthesia used, average recovery periods, and staffing levels, this area may be shared with the post-operative area.

469.4.3 Operating room(s).

469.4.3.1 There shall be at a minimum one operating room in each office surgery suite. The size and location of the operating room(s) shall be dependent on the level of care provided and equipment utilized based on the functional program.

469.4.3.2 The size of the operating room(s) shall be as defined by the American College of Surgeons Classes as adapted from the American College of Surgeons publication 04GR-0001: Guidelines for Optimal Ambu- latory Surgical Care and Office-Based Surgery, which was developed by the Board of Governors Committee on Ambulatory Surgical Care and published in May 2000.

469.4.3.2.1 Class A: To be used for Level I Office Surgery as defined Rule 64B8-9.009, Florida Administrative Code.

469.4.3.2.1.1 Class A operating rooms shall have a minimum clear floor area of 150 square feet (45.72 m2) with a minimum clear dimension of 12 feet (3.65 m).

469.4.3.2.1.2 There shall be a minimum clear dis- tance of 3 feet 6 inches (1.07 m) at each side, the head, and the foot of the operating table.

469.4.3.2.2 Class B: To be used for Levels I, II and IIA Office Surgery as defined in Rule 64B8-9.009, Florida Administrative Code.

469.4.3.2.2.1 Class B operating rooms shall have a minimum clear dimension of 15 feet (4.57 m).

469.4.3.2.2.2 Room arrangement shall permit a minimum clear dimension floor area of 250 square feet (23.23 m2) with a minimum of 3 feet 6 inches (1.07 m) at each side, the head, and the foot of the operating table.

469.4.3.2.3 Class C: To be used for Levels I, II, IIA and III Office Surgery as defined in Rule 64B8- 9.009, Florida Administrative Code.

469.4.3.2.3.1 Class C operating rooms shall have a minimum clear floor area of 400 square feet (37.16 m2) and a minimum clear dimension of 18 feet (5.49 m).

469.4.3.2.3.2 Room arrangement shall permit a minimum clear dimension of 4 feet (1.22 m) at each side, the head, and the foot of the operating table.

469.4.3.3 The Class B and C operating room(s) shall be located within the semirestricted area within the office surgery suite.

469.4.3.4 The operating room(s) shall be equipped with an emergency communication system connected to at least one continuously occupied location within the office surgery suite such as a control or nurse station.

469.4.4 Post-operative area(s).

469.4.4.1 Area(s) for recovery in office surgery suites shall be provided in accordance with the functional pro- gram with the following minimum requirements:

469.4.4.2 A separate and distinct primary recovery area(s) shall be provided that is located within or adja- cent to the operating room(s). It shall contain a mini- mum of one recovery station per each operating room and shall not be part of the restricted area of the office surgery suite. There shall be 3 feet (0.9 m) of clear floor area around three sides of each recovery station for work and circulation.

469.4.4.3 The recovery area shall be located in direct view of the nurse station.

469.4.4.4 Cubicle curtains or other provisions for pri- vacy during post-operative care shall be provided.

469.4.4.5 There shall be a dedicated handwashing sta- tion located in or immediately adjacent to the recovery area(s).

469.4.5 Step-down recovery area(s).

469.4.5.1 As required by the functional program, a des- ignated supervised step-down recovery area may be provided for patients who do not require post-anesthe- sia recovery but need additional time for their vital signs to stabilize before safely leaving the office sur- gery suite. This area shall contain a clinical workspace, space for family members, and provisions for privacy. It shall have convenient patient access to toilets large enough to accommodate a patient and an assistant. Handwashing stations and nourishment facilities shall be included within or immediately adjacent to this area(s).

469.4.6 Surgical service areas. The following areas and spaces shall be provided.

469.4.6.1 Control station. As determined by the office surgery suite, a control station located to permit visual surveillance of all traffic entering the restricted corridor (access to operating rooms and other ancillary clean/ sterile areas) shall be provided.

469.4.6.2 Drug distribution station. Provisions shall be made for storage and preparation of medications administered to patients. A refrigerator for pharmaceu- ticals and a double-locked storage for controlled sub- stances shall be provided.

469.4.6.3 Scrub station(s). Scrub station(s) shall be provided outside of and near the entrance to each oper- ating room and may service two operating rooms if needed. Scrub station(s) shall be arranged to minimize incidental splatter on nearby personnel or supply carts.

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The scrub stations shall be trimmed with foot, knee, or ultrasonic controls (no single lever wrist blades).

469.4.6.4 Soiled workroom. The soiled workroom shall contain a handwashing station, a sink large enough to accommodate the cleaning of the largest piece of surgical instrument utilized in the operating room, a work counter, and waste receptacle(s). This may be the same workroom as described in Section 469.4.7, “Sterilizing facilities.”

469.4.6.5 Fluid waste disposal station(s). This sta- tion(s) shall be convenient to the general operating room(s) and post-anesthesia recovery area(s). A clinical sink or toilet equipped with a rinsing device may meet this requirement.

469.4.6.6 Anesthesia equipment and supplies. As required by the functional program, provisions shall be made for cleaning, testing, and storing anesthesia equipment and supplies.

469.4.6.7 Medical gas storage. Medical gas storage with space for reserve nitrous oxide and oxygen cylin- ders, if such gas is used in the office surgery suite, shall be provided and located outside of the restricted surgi- cal area(s). Service and delivery access shall be possi- ble without entering the restricted surgical area(s). All cylinders shall be securely chained or fastened to pre- vent accidental damage.

469.4.6.8 General storage room(s). General, surgical and equipment storage room(s) or closet enclosures shall be provided for equipment and supplies used or required in the surgical suite.

469.4.6.9 Staff clothing change area(s). A minimum of one change area shall be provided for staff working within the office surgery suite. This area(s) shall con- tain locker(s), toilet(s), handwashing station(s), and space for donning scrub attire.

469.4.6.10 Patient change areas. An area shall be pro- vided for patients to change from street clothing into surgical gowns and to prepare for surgery. Provisions shall be made for patient privacy and for securing patients’ personal effects.

469.4.6.11 Stretcher/wheelchair storage area. This area shall be convenient for use and out of the required exit access.

469.4.6.12 Lounge and toilet facilities. Lounge and toilet facilities with a handwashing station for staff shall be provided as required by the functional pro- gram.

469.4.6.13 Nourishment room or area. For office sur- gery suites that provide accommodations for overnight stays, a nourishment room or area shall be provided. It shall contain a refrigerator, double compartment sink, counter, and storage for food items and utensils.

469.4.6.14 Housekeeping room. A room containing a floor receptor or service sink shall be provided exclu- sively for the office surgery suite. Storage space for housekeeping supplies and equipment shall be provided

in this room or in the general storage room(s). Hazard- ous supplies such as cleaning chemicals shall be pro- tected in accordance with the requirements of the referenced fire safety codes.

469.4.6.15 Crash/anesthesia cart(s). Space shall be provided for emergency resuscitation equipment and supplies such as crash/anesthesia cart(s) with conve- nient access to and use from both the surgery and recovery areas.

469.4.7 Sterilizing facilities.

469.4.7.1 A system for providing sterilized equipment and supplies shall be provided. When sterilization is provided off-site, adequate handling (receiving and dis- tribution) and on-site storage of sterile supplies shall be accommodated, and shall meet the minimum require- ments for sterilization performed on-site.

469.4.7.2 Adequate space shall be available for the cleaning and sanitizing of clean and soiled carts and vehicles transporting supplies.

469.4.7.3 If on-site processing facilities are provided they shall include the following:

469.4.7.3.1 Soiled workroom. This room shall be physically separated from all other areas of the office surgery suite. Workspace shall be provided to handle the cleaning and the gross cleaning, debride- ment, and disinfections of all medical/surgical instruments and equipment. The soiled workroom shall contain work surfaces(s), sink(s), flush-type devices(s), and washer/sterilizer decontaminators or other decontamination equipment as appropriate to the functional program.

469.4.7.3.2 Clean/assembly workroom. This work- room shall have access to an immediately adjacent handwashing station and shall contain appropriate and sufficient workspace and equipment for termi- nal sterilizing of medical and surgical equipment and supplies. Clean and soiled work areas shall be physically separated. Access to sterilization room shall be restricted. The clean assembly room shall have adequate space for the designated number of work areas as defined in the functional program as well as space for storage of clean supplies, sterilizer carriages, and instrumentation.

469.4.7.3.3 Clean/sterile supplies. Storage for packs, etc., shall include provisions for ventilation, humidity, and temperature control.

469.4.8 Details and finishes.

469.4.8.1 The minimum nominal door width for patient use shall be 3 feet (0.9 m) except doors requiring gur- ney/stretcher access, shall have a nominal width of 3 feet, 8 inches (1.11 m).

469.4.8.2 Toilet room doors for patient use shall open outward or be equipped with hardware that permits access from the outside in emergencies.

469.4.8.3 Handwashing stations shall be located and arranged to permit proper use and operation. Each

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handwashing station shall be equipped with single ser- vice paper towel dispensers and a soap dispenser. 469.4.8.4 Provisions for hand drying shall be included at all handwashing stations except scrub stations. Hand drying shall be accomplished by single towel dispens- ers or electrical hand driers. 469.4.8.5 Wall bases in operating rooms and areas that are frequently subject to wet cleaning shall be mono- lithic and coved directly up from the floor, tightly sealed to the wall, and constructed without voids. Seam welds in sheet flooring shall utilize manufacturer’s weld product recommendations. Vinyl composition tile (VCT) shall not be used in these areas. 469.4.8.6 Heavy ceiling mounted equipment such as operating room lights, tracks or other equipment shall have suspension systems specially designed for that application. 469.4.8.7 Cubicle curtains and draperies designed for appropriate patient privacy shall be noncombustible or flame retardant.

469.4.8.8 Floors subject to continuous use while wet, such as showers areas, shall have a nonslip surface.

469.4.8.9 Floor finishes in areas such as surgical suite, central sterile supply spaces, radiographic rooms, and minor surgical procedure rooms shall be washable, smooth, and capable of withstanding chemical clean- ing. 469.4.8.10 Wall finishes shall be washable and, in the proximity of plumbing fixtures, shall be smooth and moisture resistant.

469.4.8.11 Wall finishes in areas such as operating suite, central sterile supply spaces, radiographic rooms, and minor surgical procedure rooms shall be washable, smooth, and capable of withstanding chemical clean- ing. 469.4.8.12 Wall finishes in operating room(s) shall be scrubbable, capable of withstanding harsh chemical cleaning, and monolithic. 469.4.8.13 Ceiling finishes in semirestricted areas such as clean corridors, central sterile supply spaces, radio- graphic rooms, minor surgical procedure rooms and existing operating rooms shall be smooth, scrubbable, nonabsorptive, nonperforated, capable of withstanding cleaning with chemicals, and without crevices that can harbor mold and bacteria growth. 469.4.8.14 Ceilings finishes in operating rooms shall be monolithic, scrubbable, and capable of withstanding chemicals. Ceiling access panels shall be provided as required.

469.4.9 Elevators. 469.4.9.1 Installation and testing of elevators shall comply with ANSI/ASME A17.1 for new construction and ANSI/ASME A17.3 for existing facilities.

469.4.9.2 At least one elevator car shall have a mini- mum inside car platform of 51 inches by 80 inches (1295 m by 2032 m) with a minimum clear opening width of 42 inches (1067 mm) unless otherwise designed to provide equivalent space to allow the

entrance and exit of an ambulance stretcher in the hori- zontal position. The elevator entrance may be of the side opening entrance type in order to accommodate a stretcher in its horizontal position. If more than one ele- vator is present, this elevator shall be identified.

469.4.9.3 The elevator car to be used for emergency evacuation of patients shall derive its power from an emergency electrical system.

469.4.9.4 Elevator call buttons and controls shall not be activated by heat or smoke. Light beams, if used for operating door reopening devices without touch, shall be used in combination with door-edge safety devices and shall be interconnected with a system of smoke detectors so that the light control feature will be over- ridden or disengaged should it encounter smoke at any landing.

469.4.10 Waste processing services. 469.4.10.1 Storage and disposal. Facilities shall pro- vide for sanitary storage and treatment or disposal of waste using techniques acceptable to the appropriate health and environmental authorities. The functional program shall stipulate the categories and volumes of waste for disposal and shall stipulate the methods of disposal for each.

469.4.10.2 Medical waste. Medical waste shall be dis- posed of either by incineration or other approved tech- nologies.

469.4.11 Mechanical system standards. 469.4.11.1 Medical gas and vacuum standards.

469.4.11.1.1 If the functional program of the office surgery suite requires a medical gas system, it shall be a minimum a Level III piped medical gas system in accordance with NFPA 99. In lieu of a Level III piped oxygen system, anesthetizing equipment with a double yoke oxygen system is acceptable. If an anesthesia ventilator is planned to be used during the surgical procedure, then a Level III piped gas system shall be required.

469.4.11.1.2 As required by the functional program of the office surgery suite, either a piped clinical vacuum system in accordance with NFPA 99 or por- table electrical vacuum equipment shall be provided. In either case, there shall be a redundant vacuum system or equipment exclusively dedicated to the anesthetizing equipment.

469.4.11.1.3 For piped systems, the number of sta- tion outlets shall meet the needs of the functional program. However, the minimum number of station outlets shall be as described in Table 2.

TABLE 2 MINIMUM STATION OUTLETS FOR PIPED GAS SYSTEMS IN

OFFICE SURGERY SUITES

* An additional outlet shall be provided for anesthesia evacuation if necessary.

LOCATION OXYGEN VACUUM

Class A NA NA

Class B and C 2 2*

Post Operative Recovery 1 1

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210 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

469.4.11.1.4 All piping, except control-line tubing, shall be identified. All valves shall be tagged, and a valve schedule shall be provided to the office sur- gery suite owner for permanent record and refer- ence.

469.4.11.1.5 All gas cylinders in service and in stor- age shall be individually secured and located to pre- vent falling or being knocked over.

469.4.12 Heating, ventilation, and air conditioning (HVAC).

469.4.12.1 All rooms and areas in the office surgery suite used for patient care shall be required to have HVAC systems as described in this section and as described for similar rooms and areas in the 2010 edi- tion of The Guidelines for the Design and Construction of Health Care Facilities, Part 6, ANSI/ASHRAE/ ASHE Standard 170, Ventilation of Health Care Facili- ties.

469.4.12.2 Fans serving exhaust systems shall be located at the discharge end and shall be readily ser- viceable. Air supply and exhaust in rooms for which no minimum total air change rate is noted may vary down to zero in response to room load.

469.4.12.3 The outdoor air introduced through the VAV air handling unit(s) shall remain constant throughout the range of operation.

469.4.12.4 Exhaust outlets, piping and ductwork shall be permanently and clearly identified.

469.4.13 Plumbing systems.

469.4.13.1 The material used for plumbing fixtures shall be nonabsorptive and acid resistant.

469.4.13.2 Water spouts for staff use in lavatories and sinks shall have the discharge point a minimum of 5 inches (127 m) above the rim of the fixture.

469.4.13.3 General handwashing stations used by staff shall be trimmed with valves that can be operated with- out hands. (Single lever or wrist blade devices may be used.) Blade handles used for this purpose shall be not less than 31/2 inches (88.9 mm) nor exceed 4

1/2 inches (114.3 mm) in length. If clinical sinks are utilized, han- dles on clinical sinks shall be at least 6 inches (152.4 mm) long.

469.4.13.4 The water-heating system shall have suffi- cient supply capacity to deliver at the temperatures of between 105° F to 120°F (41°C to 49°C). Water tem- perature is measured at the point of use or inlet to the equipment. Water shall be permitted to be stored at higher temperatures.

469.4.13.5 Drain lines from sinks used for acid waste disposal shall be made of acid-resistant material.

469.4.13.6 Drainage piping shall not be installed within the ceiling or exposed in operating rooms or other sen- sitive areas. If there is existing drainage piping from a

floor directly above, special precautions such as safety drain pans shall be provided.

469.4.13.7 Floor drains or sinks shall not be permitted in operating rooms.

469.4.13.8 If a floor drain is installed in a cystoscopy room, it shall contain a nonsplash, horizontal-flow flushing bowl beneath the drain plate.

469.4.13.9 Where plaster traps are used, provisions shall be made for appropriate access and cleaning.

469.4.13.10 All piping, except control-line tubing, shall be identified. All valves shall be tagged, and a valve schedule shall be provided to the office surgery suite owner for permanent record and reference.

469.4.14 Electrical standards.

469.4.14.1 All electrical material and equipment, including conductors, controls, and signaling devices, shall be installed in compliance with applicable sec- tions of NFPA 70 and NFPA 99 and shall be listed as complying with available standards of listing agencies, or other similar established standards where such stan- dards are required.

469.4.14.2 The electrical installations, including alarm and communication systems, shall be tested to demon- strate that equipment installation and operation is appropriate and functional.

469.4.14.3 Services and switchboards.

469.4.14.3.1 Main switchboards shall be located in an area separate from plumbing and mechanical equipment and shall be accessible to authorized per- sons only.

469.4.14.3.2 Switchboards shall be convenient for use, readily accessible for maintenance, away from traffic lanes, and located in dry, ventilated spaces free of corrosive or explosive fumes, gases, or any flammable material. Overload protective devices shall operate properly in ambient room tempera- tures.

469.4.14.4 Panelboards.

469.4.14.4.1 Panelboards serving normal lighting, appliance circuits and critical branch emergency cir- cuits shall be located on the same floor as the cir- cuits they serve. Panelboards serving life safety emergency circuits may be located on another floor and serve floors above and/or below.

469.4.14.5 Lighting.

469.4.14.5.1 All occupied spaces shall have fixtures for lighting that can be illuminated as necessary.

469.4.14.5.2 Each operating room shall have general lighting for the room in addition to local lighting provided by special lighting unit(s) at the surgical table.

469.4.14.6 Receptacles (convenience outlets).

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469.4.14.6.1 Duplex grounded-type receptacles shall be installed in all areas in sufficient quantities for tasks to be performed as needed.

469.4.14.6.2 Each operating room, primary recover station shall have a minimum of three hospital grade duplex receptacles that shall be sufficient to connect all equipment and devices and that shall include one spare duplex receptacle.

469.4.14.6.3 At least one of these receptacles shall be connected to the emergency system and one con- nected to the normal system. The emergency system receptacles shall be distinctively marked so as to be readily identified.

469.4.14.6.4 There shall be no more than two duplex receptacles per circuit in these areas.

469.4.14.6.5 Multiple outlet extenders shall not be permitted except electrical strips with full surge pro- tectors may be utilized.

469.4.14.7 Equipment.

469.4.14.7.1 At inhalation anesthetizing locations, all electrical equipment and devices, receptacles, and wiring shall comply with applicable sections of NFPA 99 and NFPA 70.

469.4.14.8 Nurse call system.

469.4.14.8.1 In facilities that contain more than one operating room and where recovery beds are not in direct view from the nurses’ station, the following nurses’ calling system shall be provided.

469.4.14.8.2 Each recovery bed shall be provided with a call button. Two call buttons serving adjacent beds may be served by one calling station.

469.4.14.8.3 Calls shall activate a visual and audible signal at the nurses’ or control station and in the clean workroom and soiled workroom. If voice cir- cuits are provided, indicating lights shall be used

and shall remain lighted as long as the voice circuit is operating.

469.4.14.8.4 A nurses’ call emergency system shall be provided at each patient toilet and dressing room. Activation shall be by a pull cord that extends to near the floor. This system will activate audiovisual signals in the recovery room nurses’ station and in the surgical suite nurses’ station. The emergency call system shall be designed so that signal light activation will remain lighted until turned off at the patient’s calling station.

469.4.14.9 Emergency electrical service.

469.4.14.9.1 There shall be an emergency electrical service to provide power and light to the office sur- gery suite for a minimum period of 2 hours as pre- scribed in Rule 64B8-9.009, Florida Administrative Code. The system shall operate emergency exit lighting, fire alarm systems, nurses’ calling systems, surgical room lighting, recovery room lighting and shall power monitoring equipment, selected recepta- cles in the operating and recovery areas and medical refrigerator if provided.

469.4.14.9.2 Power may be supplied by batteries or an emergency generator in accordance with NFPA 111 and NFPA 110 respectively.

469.4.14.9.3 All office surgery suites shall at a mini- mum be equipped with a Type III nonportable, per- manently installed emergency electrical system designed and installed in accordance with NFPA 99. New office surgery suites providing Level III surgi- cal procedures as defined by the Board of Medicine should provide a Type I emergency electrical system in accordance with the requirements of NFPA 99.

469.4.14.10 Fire alarm system.

469.4.14.10.1 The fire alarm system shall be as required by NFPA 101, Life Safety Code, and installed in accordance with NFPA 72.

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212 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 5

GENERAL BUILDING HEIGHTS AND AREAS

SECTION 501 GENERAL

501.1 Scope. The provisions of this chapter control the height and area of structures hereafter erected and additions to exist- ing structures.

[F] 501.2 Address identification. New and existing build- ings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be a minimum of 4 inches (102 mm) high with a minimum stroke width of 1/2 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the pub- lic way, a monument, pole or other approved sign or means shall be used to identify the structure. Address identification shall be maintained.

SECTION 502 DEFINITIONS

502.1 Definitions. The following terms are defined in Chap- ter 2:

AREA, BUILDING.

BASEMENT.

EQUIPMENT PLATFORM.

GRADE PLANE.

HEIGHT, BUILDING.

MEZZANINE.

SECTION 503 GENERAL BUILDING HEIGHT AND

AREA LIMITATIONS 503.1 General. Unless otherwise specifically modified in Chapter 4 and this chapter, building height, number of stories and building area shall not exceed the limits specified in Sec- tions 504 and 506 based on the type of construction as deter- mined by Section 602 and the occupancies as determined by Section 302 except as modified hereafter. Building height, number of stories and building area provisions shall be applied independently. Each portion of a building separated by one or more fire walls complying with Section 706 shall be considered to be a separate building.

503.1.1 Special industrial occupancies. Buildings and structures designed to house special industrial processes that require large areas and unusual building heights to

accommodate craneways or special machinery and equip- ment, including, among others, rolling mills; structural metal fabrication shops and foundries; or the production and distribution of electric, gas or steam power, shall be exempt from the building height, number of stories and building area limitations specified in Sections 504 and 506.

503.1.2 Buildings on same lot. Two or more buildings on the same lot shall be regulated as separate buildings or shall be considered as portions of one building where the building height, number of stories of each building and the aggregate building area of the buildings are within the limitations specified in Sections 504 and 506. The provi- sions of this code applicable to the aggregate building shall be applicable to each building.

503.1.3 Type I construction. Buildings of Type I con- struction permitted to be of unlimited tabular building heights and areas are not subject to the special require- ments that allow unlimited area buildings in Section 507 or unlimited building height in Sections 503.1.1 and 504.3 or increased building heights and areas for other types of construction.

SECTION 504 BUILDING HEIGHT AND NUMBER OF STORIES

504.1 General. The height, in feet, and the number of stories of a building shall be determined based on the type of con- struction, occupancy classification and whether there is an automatic sprinkler system installed throughout the building.

Exception: The building height of one-story aircraft han- gars, aircraft paint hangars and buildings used for the man- ufacturing of aircraft shall not be limited where the building is provided with an automatic sprinkler system or automatic fire-extinguishing system in accordance with Chapter 9 and is entirely surrounded by public ways or yards not less in width than one and one-half times the building height.

504.1.1 Unlimited area buildings. The height of unlim- ited area buildings shall be designed in accordance with Section 507.

504.1.2 Special provisions. The special provisions of Sec- tion 510 permit the use of special conditions that are exempt from, or modify, the specific requirements of this chapter regarding the allowable heights of buildings based on the occupancy classification and type of construction, provided the special condition complies with the provi- sions specified in Section 510.

504.2 Mixed occupancy. In a building containing mixed occupancies in accordance with Section 508, no individual occupancy shall exceed the height and number of story limits specified in this section for the applicable occupancies.

�

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504.3 Height in feet. The maximum height, in feet, of a building shall not exceed the limits specified in Table 504.3.

Exception: Towers, spires, steeples and other roof struc- tures shall be constructed of materials consistent with the required type of construction of the building except where other construction is permitted by Section 1510.2.5. Such structures shall not be used for habitation or storage. The structures shall be unlimited in height where of noncom- bustible materials and shall not extend more than 20 feet (6096 mm) above the allowable building height where of combustible materials (see Chapter 15 for additional requirements).

504.4 Number of stories. The maximum number of stories of a building shall not exceed the limits specified in Table 504.4.

SECTION 505 MEZZANINES AND EQUIPMENT PLATFORMS

505.1 General. Mezzanines shall comply with Section 505.2. Equipment platforms shall comply with Section 505.3.

505.2 Mezzanines. A mezzanine or mezzanines in compli- ance with Section 505.2 shall be considered a portion of the story below. Such mezzanines shall not contribute to either the building area or number of stories as regulated by Section 503.1. The area of the mezzanine shall be included in deter- mining the fire area. The clear height above and below the mezzanine floor construction shall be not less than 7 feet (2134 mm).

TABLE 504.3a

ALLOWABLE BUILDING HEIGHT IN FEET ABOVE GRADE PLANE

For SI: 1 foot = 304.8 mm. Note: UL = Unlimited; NS = Buildings not equipped throughout with an automatic sprinkler system; S = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1; S13R = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.2. a. See Chapters 4 and 5 for specific exceptions to the allowable height in this chapter. b. See Section 903.2 for the minimum thresholds for protection by an automatic sprinkler system for specific occupancies. c. New Group H occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.5. d. The NS value is only for use in evaluation of existing building height in accordance with the Florida Building Code, Existing Building. e. New Group I-1 and I-3 occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.6. For new Group I-1

occupancies Condition 1, see Exception 1 of Section 903.2.6. f. New and existing Group I-2 occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.6 and the Florida

Fire Prevention Code. g. For new Group I-4 occupancies, see Exceptions 2 and 3 of Section 903.2.6. h. New Group R occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.8.

OCCUPANCY CLASSIFICATION

TYPE OF CONSTRUCTION

SEE FOOTNOTES TYPE I TYPE II TYPE III TYPE IV TYPE V

A B A B A B HT A B

A, B, E, F, M, S, U NSb UL 160 65 55 65 55 65 50 40

S UL 180 85 75 85 75 85 70 60

H-1, H-2, H-3, H-5 NSc, d

UL 160 65 55 65 55 65 50 40 S

H-4 NSc, d UL 160 65 55 65 55 65 50 40

S UL 180 85 75 85 75 85 70 60

I-1 Condition 1, I-3 NSd, e UL 160 65 55 65 55 65 50 40

S UL 180 85 75 85 75 85 70 60

I-1 Condition 2, I-2 NSd, e, f UL 160 65

55 65 55 65 50 40 S UL 180 85

I-4 NSd, g UL 160 65 55 65 55 65 50 40

S UL 180 85 75 85 75 85 70 60

NSd, h UL 160 65 55 65 55 65 50 40

S13R 60 60 60 60 60 60 60 60 60

S UL 180 85 75 85 75 85 70 60

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TABLE 504.4a, b

ALLOWABLE NUMBER OF STORIES ABOVE GRADE PLANE

(continued)

OCCUPANCY CLASSIFICATION

TYPE OF CONSTRUCTION

SEE FOOTNOTES

TYPE I TYPE II TYPE III TYPE IV TYPE V

A B A B A B HT A B

A-1 NS UL 5 3 2 3 2 3 2 1

S UL 6 4 3 4 3 4 3 2

A-2 NS UL 11 3 2 3 2 3 2 1

S UL 12 4 3 4 3 4 3 2

A-3 NS UL 11 3 2 3 2 3 2 1

S UL 12 4 3 4 3 4 3 2

A-4 NS UL 11 3 2 3 2 3 2 1

S UL 12 4 3 4 3 4 3 2

A-5 NS UL UL UL UL UL UL UL UL UL

S UL UL UL UL UL UL UL UL UL

B NS UL 11 5 3 5 3 5 3 2

S UL 12 6 4 6 4 6 4 3

E NS UL 5 3 2 3 2 3 1 1

S UL 6 4 3 4 3 4 2 2

F-1 NS UL 11 4 2 3 2 4 2 1

S UL 12 5 3 4 3 5 3 2

F-2 NS UL 11 5 3 4 3 5 3 2

S UL 12 6 4 5 4 6 4 3

H-1 NSc, d

1 1 1 1 1 1 1 1 NP S

H-2 NSc, d

UL 3 2 1 2 1 2 1 1 S

H-3 NSc, d

UL 6 4 2 4 2 4 2 1 S

H-4 NSc, d UL 7 5 3 5 3 5 3 2

S UL 8 6 4 6 4 6 4 3

H-5 NSc, d

4 4 3 3 3 3 3 3 2 S

I-1 Condition 1 NSd, e UL 9 4 3 4 3 4 3 2

S UL 10 5 4 5 4 5 4 3

I-1 Condition 2 NSd, e UL 9 4

3 4 3 4 3 2 S UL 10 5

I-2 NSd, f UL 4 2

1 1 NP 1 1 NP S UL 5 3

I-3 NSd, e UL 4 2 1 2 1 2 2 1

S UL 5 3 2 3 2 3 3 2

I-4 NSd, g UL 5 3 2 3 2 3 1 1

S UL 6 4 3 4 3 4 2 2

M NS UL 11 4 2 4 2 4 3 1

S UL 12 5 3 5 3 5 4 2

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505.2.1 Area limitation. The aggregate area of a mezza- nine or mezzanines within a room shall be not greater than one-third of the floor area of that room or space in which they are located. The enclosed portion of a room shall not be included in a determination of the floor area of the room in which the mezzanine is located. In determining the allowable mezzanine area, the area of the mezzanine shall not be included in the floor area of the room.

Where a room contains both a mezzanine and an equip- ment platform, the aggregate area of the two raised floor levels shall be not greater than two-thirds of the floor area of that room or space in which they are located.

Exceptions:

1. The aggregate area of mezzanines in buildings and structures of Type I or II construction for

special industrial occupancies in accordance with Section 503.1.1 shall be not greater than two- thirds of the floor area of the room.

2. The aggregate area of mezzanines in buildings and structures of Type I or II construction shall be not greater than one-half of the floor area of the room in buildings and structures equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1 and an approved emergency voice/alarm communica- tion system in accordance with Section 907.5.2.2.

3. In sprinklered Group S2 occupancies of Type III construction, the enclosed and unenclosed areas under mezzanines shall be allowed to be included when calculating the permissible size of mezza- nines.

TABLE 504.4a, b—continued ALLOWABLE NUMBER OF STORIES ABOVE GRADE PLANE

Note: UL = Unlimited; NP = Not Permitted; NS = Buildings not equipped throughout with an automatic sprinkler system; S = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1; S13R = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.2. a. See Chapters 4 and 5 for specific exceptions to the allowable height in this chapter. b. See Section 903.2 for the minimum thresholds for protection by an automatic sprinkler system for specific occupancies. c. New Group H occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.5. d. The NS value is only for use in evaluation of existing building height in accordance with the Florida Building Code, Existing Building. e. New Group I-1 and I-3 occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.6. For new Group I-1

occupancies, Condition 1, see Exception 1 of Section 903.2.6. f. New and existing Group I-2 occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.6 and the Florida

OCCUPANCY CLASSIFICATION

TYPE OF CONSTRUCTION

SEE FOOTNOTES

TYPE I TYPE II TYPE III TYPE IV TYPE V

A B A B A B HT A B

R-1

NSd, h UL 11 4 4 4 4 4

3 2

S13R 4 4 4 3

S UL 12 5 5 5 5 5 4 3

R-2

NSd, h UL 11 4 4 4 4 4

3 2

S13R 4 4 4 4 3

S UL 12 5 5 5 5 5 4 3

R-3

NSd, h UL 11 4 4 4 4 4

3 3

S13R 4 4 4 4

S UL 12 5 5 5 5 5 4 4

R-4

NSd, h UL 11 4 4 4 4 4

3 2

S13R 4 4 4 3

S UL 12 5 5 5 5 5 4 3

S-1 NS UL 11 4 2 3 2 4 3 1

S UL 12 5 3 4 3 5 4 2

S-2 NS UL 11 5 3 4 3 4 4 2

S UL 12 6 4 5 4 5 5 3

U NS UL 5 4 2 3 2 4 2 1

S UL 6 5 3 4 3 5 3 2

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505.2.2 Means of egress. The means of egress for mezza- nines shall comply with the applicable provisions of Chap- ter 10.

505.2.3 Openness. A mezzanine shall be open and unob- structed to the room in which such mezzanine is located except for walls not more than 42 inches (1067 mm) in height, columns and posts.

Exceptions:

1. Mezzanines or portions thereof are not required to be open to the room in which the mezzanines are located, provided that the occupant load of the aggregate area of the enclosed space is not greater than 10.

2. A mezzanine having two or more exits or access to exits is not required to be open to the room in which the mezzanine is located.

3. Mezzanines or portions thereof are not required to be open to the room in which the mezzanines are located, provided that the aggregate floor area of the enclosed space is not greater than 10 percent of the mezzanine area.

4. In industrial facilities, mezzanines used for con- trol equipment are permitted to be glazed on all sides.

5. In occupancies other than Groups H and I, that are no more than two stories above grade plane and equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, a mezzanine having two or more means of egress shall not be required to be open to the room in which the mezzanine is located.

505.3 Equipment platforms. Equipment platforms in build- ings shall not be considered as a portion of the floor below. Such equipment platforms shall not contribute to either the building area or the number of stories as regulated by Section 503.1. The area of the equipment platform shall not be included in determining the fire area in accordance with Sec- tion 903. Equipment platforms shall not be a part of any mez- zanine and such platforms and the walkways, stairways, alternating tread devices and ladders providing access to an equipment platform shall not serve as a part of the means of egress from the building.

505.3.1 Area limitation. The aggregate area of all equip- ment platforms within a room shall be not greater than two-thirds of the area of the room in which they are located. Where an equipment platform is located in the same room as a mezzanine, the area of the mezzanine shall be determined by Section 505.2.1 and the combined aggre- gate area of the equipment platforms and mezzanines shall be not greater than two-thirds of the room in which they are located.

505.3.2 Automatic sprinkler system. Where located in a building that is required to be protected by an automatic sprinkler system, equipment platforms shall be fully pro-

tected by sprinklers above and below the platform, where required by the standards referenced in Section 903.3.

505.3.3 Guards. Equipment platforms shall have guards where required by Section 1015.2.

SECTION 506 BUILDING AREA

506.1 General. The floor area of a building shall be deter- mined based on the type of construction, occupancy classifi- cation, whether there is an automatic sprinkler system installed throughout the building and the amount of building frontage on public way or open space.

506.1.1 Unlimited area buildings. Unlimited area build- ings shall be designed in accordance with Section 507.

506.1.2 Special provisions. The special provisions of Sec- tion 510 permit the use of special conditions that are exempt from, or modify, the specific requirements of this chapter regarding the allowable areas of buildings based on the occupancy classification and type of construction, provided the special condition complies with the provi- sions specified in Section 510.

506.1.3 Basements. Basements need not be included in the total allowable floor area of a building provided the total area of such basements does not exceed the area per- mitted for a one-story above grade plane building.

506.2 Allowable area determination. The allowable area of a building shall be determined in accordance with the appli- cable provisions of Sections 506.2.1 through 506.2.4 and Section 506.3.

506.2.1 Single-occupancy, one-story buildings. The allowable area of a single-occupancy building with no more than one story above grade plane shall be determined in accordance with Equation 5-1:

Aa = At + (NS × If) (Equation 5-1)

where:

Aa = Allowable area (square feet).

At = Tabular allowable area factor (NS, S1, or S13R value, as applicable) in accordance with Table 506.2.

NS = Tabular allowable area factor in accordance with Table 506.2 for nonsprinklered building (regardless of whether the building is sprinklered).

If = Area factor increase due to frontage (percent) as calculated in accordance with Section 506.3.

506.2.2 Mixed-occupancy, one-story buildings. The allowable area of a mixed-occupancy building with no more than one story above grade plane shall be determined in accordance with the applicable provisions of Section 508.1 based on Equation 5-1 for each applicable occu- pancy.

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TABLE 506.2a, b

ALLOWABLE AREA FACTOR (At = NS, S1, S13R, or SM, as applicable) IN SQUARE FEET

(continued)

OCCUPANCY CLASSIFICATION

SEE FOOTNOTES

TYPE OF CONSTRUCTION

TYPE I TYPE II TYPE III TYPE IV TYPE V

A B A B A B HT A B

A-1

NS UL UL 15,500 8,500 14,000 8,500 15,000 11,500 5,500

S1 UL UL 62,000 34,000 56,000 34,000 60,000 46,000 22,000

SM UL UL 46,500 25,500 42,000 25,500 45,000 34,500 16,500

A-2

NS UL UL 15,500 9,500 14,000 9,500 15,000 11,500 6,000

S1 UL UL 62,000 38,000 56,000 38,000 60,000 46,000 24,000

SM UL UL 46,500 28,500 42,000 28,500 45,000 34,500 18,000

A-3

NS UL UL 15,500 9,500 14,000 9,500 15,000 11,500 6,000

S1 UL UL 62,000 38,000 56,000 38,000 60,000 46,000 24,000

SM UL UL 46,500 28,500 42,000 28,500 45,000 34,500 18,000

A-4

NS UL UL 15,500 9,500 14,000 9,500 15,000 11,500 6,000

S1 UL UL 62,000 38,000 56,000 38,000 60,000 46,000 24,000

SM UL UL 46,500 28,500 42,000 28,500 45,000 34,500 18,000

A-5

UL UL UL UL UL UL UL UL ULS1

NS UL UL 37,500 23,000 28,500 19,000 36,000 18,000 9,000

S1 UL UL 150,000 92,000 114,000 76,000 144,000 72,000 36,000

SM UL UL 112,500 69,000 85,500 57,000 108,000 54,000 27,000

NS UL UL 26,500 14,500 23,500 14,500 25,500 18,500 9,500

S1 UL UL 106,000 58,000 94,000 58,000 102,000 74,000 38,000

SM UL UL 79,500 43,500 70,500 43,500 76,500 55,500 28,500

F-1

NS UL UL 25,000 15,500 19,000 12,000 33,500 14,000 8,500

S1 UL UL 100,000 62,000 76,000 48,000 134,000 56,000 34,000

SM UL UL 75,000 46,500 57,000 36,000 100,500 42,000 25,500

F-2

NS UL UL 37,500 23,000 28,500 18,000 50,500 21,000 13,000

S1 UL UL 150,000 92,000 114,000 72,000 202,000 84,000 52,000

SM UL UL 112,500 69,000 85,500 54,000 151,500 63,000 39,000

H-1 NSc

21,000 16,500 11,000 7,000 9.500 7,000 10,500 7,500 NP S1

H-2

NSc

21,000 16,500 11,000 7,000 9.500 7,000 10,500 7,500 3,000S1

H-3

NSc

UL 60,000 26,500 14,000 17,500 13,000 25,500 10,000 5,000S1

H-4

NSc, d UL UL 37,500 17,500 28,500 17,500 36,000 18,000 6,500

S1 UL UL 150,000 70,000 114,000 70,000 144,000 72,000 26,000

SM UL UL 112,500 52,500 85,500 52,500 108,000 54,000 19,500

H-5

NSc, d UL UL 37,500 23,000 28,500 19,000 36,000 18,000 9,000

S1 UL UL 150,000 92,000 114,000 76,000 144,000 72,000 36,000

SM UL UL 112,500 69,000 85,500 57,000 108000 54,000 27,000

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TABLE 506.2a, b—continued ALLOWABLE AREA FACTOR (At = NS, S1, S13R, or SM, as applicable) IN SQUARE FEET

(continued)

OCCUPANCY CLASSIFICATION

SEE FOOTNOTES

TYPE OF CONSTRUCTION

TYPE I TYPE II TYPE III TYPE IV TYPE V

A B A B A B HT A B

I-1

NSd, e UL 55,000 19,000 10,000 16,500 10,000 18,000 10,500 4,500

S1 UL 220,000 76,000 40,000 66,000 40,000 72,000 42,000 18,000

SM UL 165,000 57,000 30,000 49,500 30,000 54,000 31,500 13,500

I-2

NSd, f UL UL 15,000 11,000 12,000 NP 12,000 9,500 NP

S1 UL UL 60,000 44,000 48,000 NP 48,000 38,000 NP

SM UL UL 45,000 33,000 36,000 NP 36,000 28,500 NP

I-3

NSd, e UL UL 15,000 10,000 10,500 7,500 12,000 7,500 5,000

S1 UL UL 45,000 40,000 42,000 30,000 48,000 30,000 20,000

SM UL UL 45,000 30,000 31,500 22,500 36,000 22,500 15,000

I-4

NSd, g UL 60.500 26,500 13,000 23,500 13,000 25,500 18,500 9,000

S1 UL 121,000 106,000 52,000 94,000 52,000 102,000 74,000 36,000

SM UL 181,500 79,500 39,000 70,500 39,000 76,500 55,500 27,000

NS UL UL 21,500 12,500 18,500 12,500 20,500 14,000 9,000

S1 UL UL 86,000 50,000 74,000 50,000 82,000 56,000 36,000

SM UL UL 64,500 37,500 55,500 37,500 61,500 42,000 27,000

R-1

NSd, h UL UL 24,000 16,000 24,000 16,000 20,500 12,000 7,000

S13R

S1 UL UL 96,000 64,000 96,000 64,000 82,000 48,000 28,000

SM UL UL 72,000 48,000 72,000 48,000 61,500 36,000 21,000

R-2

NSd, h UL UL 24,000 16,000 24,000 16,000 20,500 12,000 7,000

S13R

S1 UL UL 96,000 64,000 96,000 64,000 82,000 48,000 28,000

SM UL UL 72,000 48,000 72,000 48,000 61,500 36,000 21,000

R-3

NSd, h

UL UL UL UL UL UL UL UL UL S13R

R-4

NSd, h UL UL 24,000 16,000 24,000 16,000 20,500 12,000 7,000

S13R

S1 UL UL 96,000 64,000 96,000 64,000 82,000 48,000 28,000

SM UL UL 72,000 48,000 72,000 48,000 61,500 36,000 21,000

S-1

NS UL 48,000 26,000 17,500 26,000 17,500 25,500 14,000 9,000

S1 UL 192,000 104,000 70,000 104,000 70,000 102,000 56,000 36,000

SM UL 144,000 78,000 52,500 78,000 52,500 76,500 42,000 27,000

S-2

NS UL 79,000 39,000 26,000 39,000 26,000 38,500 21,000 13,500

S1 UL 316,000 156,000 104,000 156,000 104,000 154,000 84,000 54,000

SM UL 237,000 117,000 78,000 117,000 78,000 115,500 63,000 40,500

NS UL 35,500 19,000 8,500 14,000 8,500 18,000 9,000 5,500

S1 UL 142,000 76,000 34,000 56,000 34,000 72,000 36,000 22,000

SM UL 106,500 57,000 25,500 42,000 25,500 54,000 27,000 16,500

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506.2.2.1 Group H-2 or H-3 mixed occupancies. For a building containing Group H-2 or H-3 occupancies, the allowable area shall be determined in accordance with Section 508.4.2, with the sprinkler system increase applicable only to the portions of the building not classified as Group H-2 or H-3.

506.2.3 Single-occupancy, multistory buildings. The allowable area of a single-occupancy building with more than one story above grade plane shall be determined in accordance with Equation 5-2:

Aa = [At + (NS × If)] × Sa (Equation 5-2)

where:

Aa = Allowable area (square feet).

At = Tabular allowable area factor (NS, S13R or SM value, as applicable) in accordance with Table 506.2.

NS = Tabular allowable area factor in accordance with Table 506.2 for a nonsprinklered building (regardless of whether the building is sprinklered).

If = Area factor increase due to frontage (percent) as calculated in accordance with Section 506.3.

Sa = Actual number of building stories above grade plane, not to exceed three. For buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.2, use the actual number of building stories above grade plane, not to exceed four.

No individual story shall exceed the allowable area (Aa) as determined by Equation 5-2 using the value of Sa = 1.

506.2.4 Mixed-occupancy, multistory buildings. Each story of a mixed-occupancy building with more than one story above grade plane shall individually comply with the applicable requirements of Section 508.1. For buildings with more than three stories above grade plane, the total building area shall be such that the aggregate sum of the ratios of the actual area of each story divided by the allow- able area of such stories, determined in accordance with Equation 5-3 based on the applicable provisions of Section 508.1, shall not exceed three.

Aa = [At +(NS × If)] (Equation 5-3)

where:

Aa = Allowable area (square feet).

At = Tabular allowable area factor (NS, S13R or SM value, as applicable) in accordance with Table 506.2.

NS = Tabular allowable area factor in accordance with Table 506.2 for a nonsprinklered building (regardless of whether the building is sprinklered).

If = Area factor increase due to frontage (percent) as calculated in accordance with Section 506.3.

Exception: For buildings designed as separated occu- pancies under Section 508.4 and equipped throughout with an automatic sprinkler system installed in accor- dance with Section 903.3.1.2, the total building area shall be such that the aggregate sum of the ratios of the actual area of each story divided by the allowable area of such stories determined in accordance with Equation 5-3 based on the applicable provisions of Section 508.1, shall not exceed four.

506.2.4.1 Group H-2 or H-3 mixed occupancies. For a building containing Group H-2 or H-3 occupancies, the allowable area shall be determined in accordance with Section 508.4.2, with the sprinkler system increase applicable only to the portions of the building not classified as Group H-2 or H-3.

506.3 Frontage increase. Every building shall adjoin or have access to a public way to receive an area factor increase based on frontage. Area factor increase shall be determined in accordance with Sections 506.3.1 through 506.3.3.

506.3.1 Minimum percentage of perimeter. To qualify for an area factor increase based on frontage, a building shall have not less than 25 percent of its perimeter on a public way or open space. Such open space shall be either on the same lot or dedicated for public use and shall be accessed from a street or approved fire lane.

506.3.2 Minimum frontage distance. To qualify for an area factor increase based on frontage, the public way or open space adjacent to the building perimeter shall have a

TABLE 506.2a,b—continued ALLOWABLE AREA FACTOR (At = NS, S1, S13R, or SM, as applicable) IN SQUARE FEET

Note: UL = Unlimited; NP = Not permitted; For SI: 1 square foot = 0.0929 m2. NS = Buildings not equipped throughout with an automatic sprinkler system; S1 = Buildings a maximum of one story above grade plane equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1; SM = Buildings two or more stories above grade plane equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1; S13R = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.2. a. See Chapters 4 and 5 for specific exceptions to the allowable height in this chapter. b. See Section 903.2 for the minimum thresholds for protection by an automatic sprinkler system for specific occupancies. c. New Group H occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.5. d. The NS value is only for use in evaluation of existing building area in accordance with the Florida Building Code, Existing Building. e. New Group I-1 and I-3 occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.6. For new Group I-1

Fire Prevention Code. g. New Group I-4 occupancies see Exceptions 2 and 3 of Section 903.2.6. h. New Group R occupancies are required to be protected by an automatic sprinkler system in accordance with Section 903.2.8.

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minimum distance (W) of 20 feet (6096 mm) measured at right angles from the building face to any of the following:

1. The closest interior lot line.

2. The entire width of a street, alley or public way.

3. The exterior face of an adjacent building on the same property.

Where the value of W is greater than 30 feet (9144 mm), a value of 30 feet (9144 mm) shall be used in calculating the building area increase based on frontage, regardless of the actual width of the public way or open space. Where the value of W varies along the perimeter of the building, the calculation performed in accordance with Equation 5-5 shall be based on the weighted average calculated in accordance with Equation 5-4.

W = (L1 × w1 + L2 × w2 + L3 × w3…)/F (Equation 5-4)

where:

W (Width: weighted average) = Calculated width of public way or open space (feet).

Ln = Length of a portion of the exterior perimeter wall.

wn = Width (≥ 20 feet) of a public way or open space associated with that portion of the exterior perimeter wall.

F = Building perimeter that fronts on a public way or open space having a width of 20 feet (6096 mm) or more.

Exception: Where a building meets the requirements of Section 507, as applicable, except for compliance with the minimum 60-foot (18 288 mm) public way or yard requirement, and the value of W is greater than 30 feet (9144 mm), the value of W shall not exceed 60 feet (18 288 mm).

506.3.3 Amount of increase. The area factor increase based on frontage shall be determined in accordance with Equation 5-5:

If = [F/P - 0.25]W/30 (Equation 5-5)

where:

If = Area factor increase due to frontage.

F = Building perimeter that fronts on a public way or open space having minimum distance of 20 feet (6096 mm).

P = Perimeter of entire building (feet).

W = Width of public way or open space (feet) in accordance with Section 506.3.2.

SECTION 507 UNLIMITED AREA BUILDINGS

507.1 General. The area of buildings of the occupancies and configurations specified in Sections 507.1 through 507.12 shall not be limited. Basements not more than one story below grade plane shall be permitted.

507.1.1 Accessory occupancies. Accessory occupancies shall be permitted in unlimited area buildings in accor-

dance with the provisions of Section 508.2, otherwise the requirements of Sections 507.3 through 507.13 shall be applied, where applicable.

507.2 Measurement of open spaces. Where Sections 507.3 through 507.13 require buildings to be surrounded and adjoined by public ways and yards, those open spaces shall be determined as follows:

1. Yards shall be measured from the building perimeter in all directions to the closest interior lot lines or to the exterior face of an opposing building located on the same lot, as applicable.

2 Where the building fronts on a public way, the entire width of the public way shall be used.

507.2.1 Reduced open space. The public ways or yards of 60 feet (18 288 mm) in width required in Sections 507.3, 507.4, 507.5, 507.6 and 507.12 shall be permitted to be reduced to not less than 40 feet (12 192 mm) in width pro- vided all of the following requirements are met:

1. The reduced width shall not be allowed for more than 75 percent of the perimeter of the building.

2. The exterior walls facing the reduced width shall have a fire-resistance rating of not less than 3 hours.

3. Openings in the exterior walls facing the reduced width shall have opening protectives with a fire pro- tection rating of not less than 3 hours.

507.3 Nonsprinklered, one-story buildings. The area of a Group F-2 or S-2 building no more than one story in height shall not be limited where the building is surrounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width.

507.4 Sprinklered, one-story buildings. The area of a Group A-4 building no more than one story above grade plane of other than Type V construction, or the area of a Group B, F, M or S building no more than one story above grade plane of any construction type, shall not be limited where the building is provided with an automatic sprinkler system throughout in accordance with Section 903.3.1.1 and is surrounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width.

Exceptions:

1. Buildings and structures of Type I or II construction for rack storage facilities that do not have access by the public shall not be limited in height, provided that such buildings conform to the requirements of Sections 507.4 and 903.3.1.1 and the Florida Fire Prevention Code.

2. The automatic sprinkler system shall not be required in areas occupied for indoor participant sports, such as tennis, skating, swimming and equestrian activi- ties in occupancies in Group A-4, provided that both of the following criteria are met:

2.1. Exit doors directly to the outside are pro- vided for occupants of the participant sports areas.

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2.2. The building is equipped with a fire alarm system with manual fire alarm boxes installed in accordance with Section 907.

507.4.1 Mixed occupancy buildings with Groups A-1 and A-2. Group A-1 and A-2 occupancies of other than Type V construction shall be permitted within mixed occupancy buildings of unlimited area complying with Section 507.4, provided all of the following criteria are met:

1. Group A-1 and A-2 occupancies are separated from other occupancies as required for separated occu- pancies in Section 508.4.4 with no reduction allowed in the fire-resistance rating of the separa- tion based upon the installation of an automatic sprinkler system.

2. Each area of the portions of the building used for Group A-1 or A-2 occupancies shall not exceed the maximum allowable area permitted for such occu- pancies in Section 503.1.

3. Exit doors from Group A-1 and A-2 occupancies shall discharge directly to the exterior of the build- ing.

507.5 Two-story buildings. The area of a Group B, F, M or S building no more than two stories above grade plane shall not be limited where the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 and is surrounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width.

507.6 Group A-3 buildings of Type II construction. The area of a Group A-3 building no more than one story above grade plane, used as a place of religious worship, community hall, dance hall, exhibition hall, gymnasium, lecture hall, indoor swimming pool or tennis court of Type II construction, shall not be limited provided all of the following criteria are met:

1. The building shall not have a stage other than a plat- form.

2. The building shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

3. The building shall be surrounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width.

507.7 Group A-3 buildings of Type III and IV construc- tion. The area of a Group A-3 building of Type III or IV con- struction, with no more than one story above grade plane and used as a place of religious worship, community hall, dance hall, exhibition hall, gymnasium, lecture hall, indoor swim- ming pool or tennis court, shall not be limited provided all of the following criteria are met:

1. The building shall not have a stage other than a plat- form.

2. The building shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

3. The assembly floor shall be located at or within 21 inches (533 mm) of street or grade level and all exits are provided with ramps complying with Section 1012 to the street or grade level.

4. The building shall be surrounded and adjoined by pub- lic ways or yards not less than 60 feet (18 288 mm) in width.

507.8 Group H-2, H-3 and H-4 occupancies. Group H-2, H- 3 and H-4 occupancies shall be permitted in unlimited area buildings containing Group F or S occupancies in accordance with Sections 507.4 and 507.5 and the provisions of Sections 507.8.1 through 507.8.4.

507.8.1 Allowable area. The aggregate floor area of Group H occupancies located in an unlimited area building shall not exceed 10 percent of the area of the building or the area limitations for the Group H occupancies as speci- fied in Section 506 based on the perimeter of each Group H floor area that fronts on a public way or open space.

507.8.1.1 Located within the building. The aggregate floor area of Group H occupancies not located at the perimeter of the building shall not exceed 25 percent of the area limitations for the Group H occupancies as specified in Section 506.

507.8.1.1.1 Liquid use, dispensing and mixing rooms. Liquid use, dispensing and mixing rooms having a floor area of not more than 500 square feet (46.5 m2) need not be located on the outer perimeter of the building where they are in accordance with the Florida Fire Prevention Code and NFPA 30.

507.8.1.1.2 Liquid storage rooms. Liquid storage rooms having a floor area of not more than 1,000 square feet (93 m2) need not be located on the outer perimeter where they are in accordance with the Florida Fire Prevention Code and NFPA 30.

507.8.1.1.3 Spray paint booths. Spray paint booths that comply with the Florida Fire Prevention Code need not be located on the outer perimeter.

507.8.2 Located on building perimeter. Except as pro- vided for in Section 507.8.1.1, Group H occupancies shall be located on the perimeter of the building. In Group H-2 and H-3 occupancies, not less than 25 percent of the perimeter of such occupancies shall be an exterior wall.

507.8.3 Occupancy separations. Group H occupancies shall be separated from the remainder of the unlimited area building and from each other in accordance with Table 508.4.

507.8.4 Height limitations. For two-story, unlimited area buildings, Group H occupancies shall not be located more than one story above grade plane unless permitted based on the allowable height and number of stories and feet as specified in Section 504 based on the type of construction of the unlimited area building.

507.9 Unlimited mixed occupancy buildings with Group H-5. The area of a Group B, F, H-5, M or S building no more than two stories above grade plane shall not be limited where the building is equipped throughout with an automatic sprin-

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kler system in accordance with Section 903.3.1.1, and is sur- rounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width, provided all of the following criteria are met:

1. Buildings containing Group H-5 occupancy shall be of Type I or II construction.

2. Each area used for Group H-5 occupancy shall be sepa- rated from other occupancies as required in Sections 415.11 and 508.4.

3. Each area used for Group H-5 occupancy shall not exceed the maximum allowable area permitted for such occupancies in Section 503.1 including modifications of Section 506.

Exception: Where the Group H-5 occupancy exceeds the maximum allowable area, the Group H- 5 shall be subdivided into areas that are separated by 2-hour fire barriers.

507.10 Aircraft paint hangar. The area of a Group H-2 air- craft paint hangar no more than one story above grade plane shall not be limited where such aircraft paint hangar complies with the provisions of Section 412.6 and is surrounded and adjoined by public ways or yards not less in width than one and one-half times the building height.

507.11 Group E buildings. The area of a Group E building no more than one story above grade plane, of Type II, IIIA or IV construction, shall not be limited provided all of the fol- lowing criteria are met:

1. Each classroom shall have not less than two means of egress, with one of the means of egress being a direct exit to the outside of the building complying with Sec- tion 1022 or the building is provided with smoke barri- ers having a minimum 1-hour fire-resistance rating dividing the building into areas not to exceed 30,000 square feet (2787 m2) in floor area.

2. The building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

3. The building is surrounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width.

507.12 Motion picture theaters. In buildings of Type II con- struction, the area of a motion picture theater located on the first story above grade plane shall not be limited where the building is provided with an automatic sprinkler system throughout in accordance with Section 903.3.1.1 and is sur- rounded and adjoined by public ways or yards not less than 60 feet (18 288 mm) in width.

507.13 Covered and open mall buildings and anchor buildings. The area of covered and open mall buildings and anchor buildings not exceeding three stories in height that comply with Section 402 shall not be limited.

SECTION 508 MIXED USE AND OCCUPANCY

508.1 General. Each portion of a building shall be individu- ally classified in accordance with Section 302.1. Where a

building contains more than one occupancy group, the build- ing or portion thereof shall comply with the applicable provi- sions of Section 508.2, 508.3 or 508.4, or a combination of these sections.

Exceptions:

1. Occupancies separated in accordance with Section 510.

2. Where required by Table 415.6.2, areas of Group H- 1, H-2 and H-3 occupancies shall be located in a detached building or structure.

3. Uses within live/work units, complying with Section 419, are not considered separate occupancies.

508.2 Accessory occupancies. Accessory occupancies are those occupancies that are ancillary to the main occupancy of the building or portion thereof. Accessory occupancies shall comply with the provisions of Sections 508.2.1 through 508.2.4.

508.2.1 Occupancy classification. Accessory occupan- cies shall be individually classified in accordance with Section 302.1. The requirements of this code shall apply to each portion of the building based on the occupancy clas- sification of that space.

508.2.2 Allowable building height. The allowable height and number of stories of the building containing accessory occupancies shall be in accordance with Section 504 for the main occupancy of the building.

508.2.3 Allowable building area. The allowable area of the building shall be based on the applicable provisions of Section 506 for the main occupancy of the building. Aggregate accessory occupancies shall not occupy more than 10 percent of the floor area of the story in which they are located and shall not exceed the tabular values for non- sprinklered buildings in Table 506.2 for each such acces- sory occupancy.

508.2.4 Separation of occupancies. No separation is required between accessory occupancies and the main occupancy.

Exceptions:

1. Group H-2, H-3, H-4 and H-5 occupancies shall be separated from all other occupancies in accor- dance with Section 508.4.

2. Group I-1, R-1, R-2 and R-3 dwelling units and sleeping units shall be separated from other dwelling or sleeping units and from accessory occupancies contiguous to them in accordance with the requirements of Section 420.

508.3 Nonseparated occupancies. Buildings or portions of buildings that comply with the provisions of this section shall be considered as nonseparated occupancies.

508.3.1 Occupancy classification. Nonseparated occu- pancies shall be individually classified in accordance with Section 302.1. The requirements of this code shall apply to each portion of the building based on the occupancy classification of that space. In addition, the most restric- tive provisions of Chapter 9 that apply to the nonseparated

�

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occupancies shall apply to the total nonseparated occu- pancy area. Where nonseparated occupancies occur in a high-rise building, the most restrictive requirements of Section 403 that apply to the nonseparated occupancies shall apply throughout the high-rise building.

508.3.2 Allowable building area and height. The allow- able building area and height of the building or portion thereof shall be based on the most restrictive allowances for the occupancy groups under consideration for the type of construction of the building in accordance with Section 503.1.

508.3.3 Separation. No separation is required between nonseparated occupancies.

Exceptions:

1. Group H-2, H-3, H-4 and H-5 occupancies shall be separated from all other occupancies in accor- dance with Section 508.4.

2. Group I-1, R-1, R-2 and R-3 dwelling units and sleeping units shall be separated from other dwelling or sleeping units and from other occu- pancies contiguous to them in accordance with the requirements of Section 420.

508.4 Separated occupancies. Buildings or portions of buildings that comply with the provisions of this section shall be considered as separated occupancies.

508.4.1 Occupancy classification. Separated occupancies shall be individually classified in accordance with Section 302.1. Each separated space shall comply with this code based on the occupancy classification of that portion of the building.

508.4.2 Allowable building area. In each story, the build- ing area shall be such that the sum of the ratios of the actual building area of each separated occupancy divided by the allowable building area of each separated occu- pancy shall not exceed 1.

508.4.3 Allowable height. Each separated occupancy shall comply with the building height limitations based on the type of construction of the building in accordance with Section 503.1.

Exception: Special provisions of Section 510 shall per- mit occupancies at building heights other than provided in Section 503.1.

508.4.4 Separation. Individual occupancies shall be sepa- rated from adjacent occupancies in accordance with Table 508.4.

508.4.4.1 Construction. Required separations shall be fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both, so as to completely separate adjacent occupancies.

SECTION 509 INCIDENTAL USES

509.1 General. Incidental uses located within single occu- pancy or mixed occupancy buildings shall comply with the provisions of this section. Incidental uses are ancillary func- tions associated with a given occupancy that generally pose a greater level of risk to that occupancy and are limited to those uses listed in Table 509.

Exception: Incidental uses within and serving a dwelling unit are not required to comply with this section.

TABLE 508.4 REQUIRED SEPARATION OF OCCUPANCIES (HOURS)

S = Buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1. NS = Buildings not equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1. N = No separation requirement. NP = Not permitted. a See Section 420. b. The required separation from areas used only for private or pleasure vehicles shall be reduced by 1 hour but not to less than 1 hour. c. See Section 406.3.4. d. Separation is not required between occupancies of the same classification. e. See Section 422.2 for ambulatory care facilities.

OCCUPANCY A, E I-1a, I-3, I-4 I-2 Ra F-2, S-2b, U

Be, F-1, M, S-1

H-1 H-2 H-3, H-4 H-5

S NS S NS S NS S NS S NS S NS S NS S NS S NS S NS

A, E N N 1 2 2 NP 1 2 N 1 1 2 NP NP 3 4 2 3 2 NP

I-1a, I-3, I-4 — — N N 2 NP 1 NP 1 2 1 2 NP NP 3 NP 2 NP 2 NP

I-2 — — — — N N 2 NP 2 NP 2 NP NP NP 3 NP 2 NP 2 NP

Ra — — — — — — N N 1c 2c 1 2 NP NP 3 NP 2 NP 2 NP

F-2, S-2b, U — — — — — — — — N N 1 2 NP NP 3 4 2 3 2 NP

Be, F-1, M, S-1 — — — — — — — — — — N N NP NP 2 3 1 2 1 NP

H-1 — — — — — — — — — — — — N NP NP NP NP NP NP NP

H-2 — — — — — — — — — — — — — — N NP 1 NP 1 NP

H-3, H-4 — — — — — — — — — — — — — — — — 1d NP 1 NP

H-5 — — — — — — — — — — — — — — — — — — N NP

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509.2 Occupancy classification. Incidental uses shall not be individually classified in accordance with Section 302.1. Incidental uses shall be included in the building occupancies within which they are located.

509.3 Area limitations. Incidental uses shall not occupy more than 10 percent of the building area of the story in which they are located.

509.4 Separation and protection. The incidental uses listed in Table 509 shall be separated from the remainder of the building or equipped with an automatic sprinkler system, or both, in accordance with the provisions of that table.

509.4.1 Separation. Where Table 509 specifies a fire- resistance-rated separation, the incidental uses shall be separated from the remainder of the building by a fire bar- rier constructed in accordance with Section 707 or a hori- zontal assembly constructed in accordance with Section 711, or both. Construction supporting 1-hour fire barriers or horizontal assemblies used for incidental use separa- tions in buildings of Type IIB, IIIB and VB construction is

not required to be fire-resistance rated unless required by other sections of this code.

509.4.2 Protection. Where Table 509 permits an auto- matic sprinkler system without a fire barrier, the inciden- tal uses shall be separated from the remainder of the building by construction capable of resisting the passage of smoke. The walls shall extend from the top of the foun- dation or floor assembly below to the underside of the ceiling that is a component of a fire-resistance-rated floor assembly or roof assembly above or to the underside of the floor or roof sheathing, deck or slab above. Doors shall be self- or automatic-closing upon detection of smoke in accordance with Section 716.5.9.3. Doors shall not have air transfer openings and shall not be undercut in excess of the clearance permitted in accordance with NFPA 80. Walls surrounding the incidental use shall not have air transfer openings unless provided with smoke dampers in accordance with Section 710.8.

TABLE 509 INCIDENTAL USES

For SI: 1 square foot = 0.0929 m2, 1 pound per square inch (psi) = 6.9 kPa, 1 British thermal unit (Btu) per hour = 0.293 watts, 1 horsepower = 746 watts, 1 gallon = 3.785 L, 1 cubic foot = 0.0283 m3.

ROOM OR AREA SEPARATION AND/OR PROTECTION

Furnace room where any piece of equipment is over 400,000 Btu per hour input 1 hour or provide automatic sprinkler system

Rooms with boilers where the largest piece of equipment is over 15 psi and 10 horsepower

1 hour or provide automatic sprinkler system

Refrigerant machinery room 1 hour or provide automatic sprinkler system

Hydrogen fuel gas rooms, not classified as Group H 1 hour in Group B, F, M, S and U occupancies; 2 hours in Group A, E, I and R occupancies.

Incinerator rooms 2 hours and provide automatic sprinkler system

Paint shops, not classified as Group H, located in occupancies other than Group F

2 hours; or 1 hour and provide automatic sprinkler system

In Group E occupancies, laboratories and vocational shops not classified as Group H 1 hour or provide automatic sprinkler system

In Group I-2 occupancies, laboratories not classified as Group H 1 hour and provide automatic sprinkler system

In ambulatory care facilities, laboratories not classified as Group H 1 hour or provide automatic sprinkler system

Laundry rooms over 100 square feet 1 hour or provide automatic sprinkler system

In Group I-2, laundry rooms over 100 square feet 1 hour

Group I-3 cells and Group I-2 patient rooms equipped with padded surfaces 1 hour

In Group I-2, physical plant maintenance shops 1 hour

In ambulatory care facilities or Group I-2 occupancies, waste and linen collec- tion rooms with containers that have an aggregate volume of 10 cubic feet or greater

1 hour

In other than ambulatory care facilities and Group I-2 occupancies, waste and linen collection rooms over 100 square feet

1 hour or provide automatic sprinkler system

In ambulatory care facilities or Group I-2 occupancies, storage rooms greater than 100 square feet

1 hour

Stationary storage battery systems having a liquid electrolyte capacity of more than 50 gallons for flooded lead-acid, nickel cadmium or VRLA, or more than 1,000 pounds for lithium-ion and lithium metal polymer used for facility standby power, emergency power or uninterruptable power supplies

1 hour in Group B, F, M, S and U occupancies; 2 hours in Group A, E, I and R occupancies.

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509.4.2.1 Protection limitation. Where an automatic sprinkler system is provided in accordance with Table 509, only the space occupied by the incidental use need be equipped with such a system.

SECTION 510 SPECIAL PROVISIONS

510.1 General. The provisions in Sections 510.2 through 510.9 shall permit the use of special conditions that are exempt from, or modify, the specific requirements of this chapter regarding the allowable building heights and areas of buildings based on the occupancy classification and type of construction, provided the special condition complies with the provisions specified in this section for such condition and other applicable requirements of this code. The provisions of Sections 510.2 through 510.8 are to be considered indepen- dent and separate from each other.

510.2 Horizontal building separation allowance. A build- ing shall be considered as separate and distinct buildings for the purpose of determining area limitations, continuity of fire walls, limitation of number of stories and type of construction where all of the following conditions are met:

1. The buildings are separated with a horizontal assembly having a fire-resistance rating of not less than 3 hours.

2. The building below the horizontal assembly is of Type IA construction.

3. Shaft, stairway, ramp and escalator enclosures through the horizontal assembly shall have not less than a 2- hour fire-resistance rating with opening protectives in accordance with Section 716.5.

Exception: Where the enclosure walls below the horizontal assembly have not less than a 3-hour fire- resistance rating with opening protectives in accor- dance with Section 716.5, the enclosure walls extending above the horizontal assembly shall be permitted to have a 1-hour fire-resistance rating, provided:

1. The building above the horizontal assembly is not required to be of Type I construction;

2. The enclosure connects fewer than four sto- ries; and

3. The enclosure opening protectives above the horizontal assembly have a fire protection rat- ing of not less than 1 hour.

4. The building or buildings above the horizontal assem- bly shall be permitted to have multiple Group A occu- pancy uses, each with an occupant load of less 300, or Group B, M, R or S occupancies.

5. The building below the horizontal assembly shall be protected throughout by an approved automatic sprin- kler system in accordance with Section 903.3.1.1, and shall be permitted to be any occupancy allowed by this code except Group H.

6. The maximum building height in feet (mm) shall not exceed the limits set forth in Section 504.3 for the building having the smaller allowable height as mea- sured from the grade plane.

510.3 Group S-2 enclosed parking garage with Group S-2 open parking garage above. A Group S-2 enclosed parking garage with not more than one story above grade plane and located below a Group S-2 open parking garage shall be clas- sified as a separate and distinct building for the purpose of determining the type of construction where all of the follow- ing conditions are met:

1. The allowable area of the building shall be such that the sum of the ratios of the actual area divided by the allowable area for each separate occupancy shall not exceed 1.

2. The Group S-2 enclosed parking garage is of Type I or II construction and is at least equal to the fire-resis- tance requirements of the Group S-2 open parking garage.

3. The height and the number of tiers of the Group S-2 open parking garage shall be limited as specified in Table 406.5.4.

4. The floor assembly separating the Group S-2 enclosed parking garage and Group S-2 open parking garage shall be protected as required for the floor assembly of the Group S-2 enclosed parking garage. Openings between the Group S-2 enclosed parking garage and Group S-2 open parking garage, except exit openings, shall not be required to be protected.

5. The Group S-2 enclosed parking garage is used exclu- sively for the parking or storage of private motor vehi- cles, but shall be permitted to contain an office, waiting room and toilet room having a total area of not more than 1,000 square feet (93 m2) and mechanical equip- ment rooms incidental to the operation of the building.

510.4 Parking beneath Group R. Where a maximum one- story above grade plane Group S-2 parking garage, enclosed or open, or combination thereof, of Type I construction or open of Type IV construction, with grade entrance, is pro- vided under a building of Group R, the number of stories to be used in determining the minimum type of construction shall be measured from the floor above such a parking area. The number of stories to be used in determining the height in stories in accordance with Section 903.2.11.3 shall include the parking garage as a story. The floor assembly between the parking garage and the Group R above shall comply with the type of construction required for the parking garage and shall also provide a fire-resistance rating not less than the mixed occupancy separation required in Section 508.4.

510.5 Group R-1 and R-2 buildings of Type IIIA con- struction. The height limitation for buildings of Type IIIA construction in Groups R-1 and R-2 shall be increased to six stories and 75 feet (22 860 mm) where the first floor assem- bly above the basement has a fire-resistance rating of not less than 3 hours and the floor area is subdivided by 2-hour fire- resistance-rated fire walls into areas of not more than 3,000 square feet (279 m2).

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510.6 Group R-1 and R-2 buildings of Type IIA construc- tion. The height limitation for buildings of Type IIA con- struction in Groups R-1 and R-2 shall be increased to nine stories and 100 feet (30 480 mm) where the building is sepa- rated by not less than 50 feet (15 240 mm) from any other building on the lot and from lot lines, the exits are segregated in an area enclosed by a 2-hour fire-resistance-rated fire wall and the first floor assembly has a fire-resistance rating of not less than 11/2 hours.

510.7 Open parking garage beneath Groups A, I, B, M and R. Open parking garages constructed under Groups A, I, B, M and R shall not exceed the height and area limitations permitted under Section 406.5. The height and area of the portion of the building above the open parking garage shall not exceed the limitations in Section 503 for the upper occu- pancy. The height, in both feet and stories, of the portion of the building above the open parking garage shall be mea- sured from grade plane and shall include both the open park- ing garage and the portion of the building above the parking garage.

510.7.1 Fire separation. Fire barriers constructed in accordance with Section 707 or horizontal assemblies con- structed in accordance with Section 711 between the park- ing occupancy and the upper occupancy shall correspond to the required fire-resistance rating prescribed in Table 508.4 for the uses involved. The type of construction shall apply to each occupancy individually, except that struc- tural members, including main bracing within the open parking structure, which is necessary to support the upper occupancy, shall be protected with the more restrictive fire-resistance-rated assemblies of the groups involved as shown in Table 601. Means of egress for the upper occu- pancy shall conform to Chapter 10 and shall be separated from the parking occupancy by fire barriers having not less than a 2-hour fire-resistance rating as required by Section 707 with self-closing doors complying with Sec- tion 716 or horizontal assemblies having not less than a 2- hour fire-resistance rating as required by Section 711, with self-closing doors complying with Section 716. Means of egress from the open parking garage shall com- ply with Section 406.5.

510.8 Group B or M buildings with Group S-2 open park- ing garage above. Group B or M occupancies located below a Group S-2 open parking garage of a lesser type of construc-

tion shall be considered as a separate and distinct building from the Group S-2 open parking garage for the purpose of determining the type of construction where all of the follow- ing conditions are met:

1. The buildings are separated with a horizontal assembly having a fire-resistance rating of not less than 2 hours.

2. The occupancies in the building below the horizontal assembly are limited to Groups B and M.

3. The occupancy above the horizontal assembly is lim- ited to a Group S-2 open parking garage.

4. The building below the horizontal assembly is of Type IA construction.

Exception: The building below the horizontal assembly shall be permitted to be of Type IB or II construction, but not less than the type of construc- tion required for the Group S-2 open parking garage above, where the building below is not greater than one story in height above grade plane.

5. The height and area of the building below the horizon- tal assembly does not exceed the limits set forth in Sec- tion 503.

6. The height and area of the Group S-2 open parking garage does not exceed the limits set forth in Section 406.5. The height, in both feet and stories, of the Group S-2 open parking garage shall be measured from grade plane and shall include the building below the horizon- tal assembly.

7. Exits serving the Group S-2 open parking garage dis- charge directly to a street or public way and are sepa- rated from the building below the horizontal assembly by 2-hour fire barriers constructed in accordance with Section 707 or 2-hour horizontal assemblies con- structed in accordance with Section 711, or both.

510.9 Multiple buildings above a horizontal assembly. Where two or more buildings are provided above the horizon- tal assembly separating a Group S-2 parking garage or build- ing below from the buildings above in accordance with the special provisions in Section 510.2, 510.3 or 510.8, the build- ings above the horizontal assembly shall be regarded as sepa- rate and distinct buildings from each other and shall comply with all other provisions of this code as applicable to each separate and distinct building.

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228 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 6

TYPES OF CONSTRUCTION

SECTION 601 GENERAL

601.1 Scope. The provisions of this chapter shall control the classification of buildings as to type of construction.

SECTION 602 CONSTRUCTION CLASSIFICATION

602.1 General. Buildings and structures erected or to be erected, altered or extended in height or area shall be classi- fied in one of the five construction types defined in Sections 602.2 through 602.5. The building elements shall have a fire- resistance rating not less than that specified in Table 601 and exterior walls shall have a fire-resistance rating not less than that specified in Table 602. Where required to have a fire- resistance rating by Table 601, building elements shall com- ply with the applicable provisions of Section 703.2. The pro- tection of openings, ducts and air transfer openings in building elements shall not be required unless required by other provisions of this code.

602.1.1 Minimum requirements. A building or portion thereof shall not be required to conform to the details of a type of construction higher than that type which meets the minimum requirements based on occupancy even though certain features of such a building actually conform to a higher type of construction.

602.2 Types I and II. Types I and II construction are those types of construction in which the building elements listed in Table 601 are of noncombustible materials, except as permit- ted in Section 603 and elsewhere in this code.

602.3 Type III. Type III construction is that type of construc- tion in which the exterior walls are of noncombustible materi- als and the interior building elements are of any material permitted by this code. Fire-retardant-treated wood framing complying with Section 2303.2 shall be permitted within exterior wall assemblies of a 2-hour rating or less.

602.4 Type IV. Type IV construction (Heavy Timber, HT) is that type of construction in which the exterior walls are of noncombustible materials and the interior building elements are of solid or laminated wood without concealed spaces. The details of Type IV construction shall comply with the provi- sions of this section and Section 2304.11. Exterior walls com- plying with Section 602.4.1 or 602.4.2 shall be permitted. Minimum solid sawn nominal dimensions are required for structures built using Type IV construction (HT). For glued- laminated members and structural composite lumber (SCL) members, the equivalent net finished width and depths corre- sponding to the minimum nominal width and depths of solid sawn lumber are required as specified in Table 602.4. Cross- laminated timber (CLT) dimensions used in this section are actual dimensions.

TABLE 601 FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (HOURS)

For SI: 1 foot = 304.8 mm. a. Roof supports: Fire-resistance ratings of primary structural frame and bearing walls are permitted to be reduced by 1 hour where supporting a roof only. b. Except in Group F-1, H, M and S-1 occupancies, fire protection of structural members shall not be required, including protection of roof framing and decking

where every part of the roof construction is 20 feet or more above any floor immediately below. Fire-retardant-treated wood members shall be allowed to be used for such unprotected members.

c. In all occupancies, heavy timber shall be allowed where a 1-hour or less fire-resistance rating is required. d. Not less than the fire-resistance rating required by other sections of this code. e. Not less than the fire-resistance rating based on fire separation distance (see Table 602). f. Not less than the fire-resistance rating as referenced in Section 704.10.

BUILDING ELEMENT TYPE I TYPE II TYPE III TYPE IV TYPE V

A B A B A B HT A B

Primary structural framef (see Section 202) 3a 2a 1 0 1 0 HT 1 0

Bearing walls Exteriore, f

Interior 3 3a

2 2a

1 1

0 0

2 1

2 0

2 1/HT

1 1

0 0

Nonbearing walls and partitions Exterior

See Table 602

Nonbearing walls and partitions Interiord

0 0 0 0 0 0 See

Section 602.4.6

0 0

Floor construction and associated secondary members (see Section 202)

2 2 1 0 1 0 HT 1 0

Roof construction and associated secondary members (see Section 202)

11/2 b 1b,c 1b,c 0c 1b,c 0 HT 1b,c 0

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602.4.1 Fire-retardant-treated wood in exterior walls. Fire-retardant-treated wood framing complying with Sec- tion 2303.2 shall be permitted within exterior wall assem- blies with a 2-hour rating or less.

602.4.2 Cross-laminated timber in exterior walls. Cross-laminated timber complying with Section 2303.1.4 shall be permitted within exterior wall assemblies with a 2-hour rating or less, provided the exterior surface of the cross-laminated timber is protected by one the following:

1. Fire-retardant-treated wood sheathing complying with Section 2303.2 and not less than 15/32 inch (12 mm) thick;

2. Gypsum board not less than 1/2 inch (12.7 mm) thick; or

3. A noncombustible material.

602.4.3 Columns. Wood columns shall be sawn or glued laminated and shall be not less than 8 inches (203 mm), nominal, in any dimension where supporting floor loads and not less than 6 inches (152 mm) nominal in width and

not less than 8 inches (203 mm) nominal in depth where supporting roof and ceiling loads only. Columns shall be continuous or superimposed and connected in an approved manner. Protection in accordance with Section 704.2 is not required.

602.4.4 Floor framing. Wood beams and girders shall be of sawn or glued-laminated timber and shall be not less than 6 inches (152 mm) nominal in width and not less than 10 inches (254 mm) nominal in depth. Framed sawn or glued-laminated timber arches, which spring from the floor line and support floor loads, shall be not less than 8 inches (203 mm) nominal in any dimension. Framed tim- ber trusses supporting floor loads shall have members of not less than 8 inches (203 mm) nominal in any dimen- sion.

602.4.5 Roof framing. Wood-frame or glued-laminated arches for roof construction, which spring from the floor line or from grade and do not support floor loads, shall have members not less than 6 inches (152 mm) nominal in width and have not less than 8 inches (203 mm) nominal in depth for the lower half of the height and not less than 6

TABLE 602 FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCEa, d, g

For SI: 1 foot = 304.8 mm. a. Load-bearing exterior walls shall also comply with the fire-resistance rating requirements of Table 601. b. See Section 706.1.1 for party walls. c. Open parking garages complying with Section 406 shall not be required to have a fire-resistance rating. d. The fire-resistance rating of an exterior wall is determined based upon the fire separation distance of the exterior wall and the story in which the wall is

located. e. For special requirements for Group H occupancies, see Section 415.6. f. For special requirements for Group S aircraft hangars, see Section 412.4.1. g. Where Table 705.8 permits nonbearing exterior walls with unlimited area of unprotected openings, the required fire-resistance rating for the exterior walls is

0 hours. h. For a building containing only a Group U occupancy private garage or carport, the exterior wall shall not be required to have a fire-resistance rating where the

fire separation distance is 5 feet (1523 mm) or greater.

FIRE SEPARATION DISTANCE = X (feet)

TYPE OF CONSTRUCTION OCCUPANCY GROUP He OCCUPANCY

GROUP F-1, M, S-1f OCCUPANCY

GROUP A, B, E, F-2, I, R, S-2, Uh

X < 5b All 3 2 1

5 ≤ X < 10 IA

Others 3 2

2 1

1 1

10 ≤ X < 30 IA, IB

IIB, VB Others

2 1 1

1 0 1

0 1c

X ≥ 30 All 0 0 0

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TABLE 602.4 WOOD MEMBER SIZE EQUIVALENCIES

For SI: 1 inch = 25.4 mm.

MINIMUM NOMINAL SOLID SAWN SIZE

MINIMUM GLUED-LAMINATED NET SIZE

MINIMUM STRUCTURAL COMPOSITE LUMBER NET SIZE

Width, inch Depth, inch Width, inch Depth, inch Width, inch Depth, inch

8 8 63/4 8 1/4 7 7

1/2 6 10 5 101/2 5

1/4 9 1/2

6 8 5 81/4 5 1/4 7

1/2 6 6 5 6 51/4 5

1/2 4 6 3 67/8 3

1/2 5 1/2

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inches (152 mm) nominal in depth for the upper half. Framed or glued-laminated arches for roof construction that spring from the top of walls or wall abutments, framed timber trusses and other roof framing, which do not sup- port floor loads, shall have members not less than 4 inches (102 mm) nominal in width and not less than 6 inches (152 mm) nominal in depth. Spaced members shall be permit- ted to be composed of two or more pieces not less than 3 inches (76 mm) nominal in thickness where blocked sol- idly throughout their intervening spaces or where spaces are tightly closed by a continuous wood cover plate of not less than 2 inches (51 mm) nominal in thickness secured to the underside of the members. Splice plates shall be not less than 3 inches (76 mm) nominal in thickness. Where protected by approved automatic sprinklers under the roof deck, framing members shall be not less than 3 inches (76 mm) nominal in width.

602.4.6 Floors. Floors shall be without concealed spaces. Wood floors shall be constructed in accordance with Sec- tion 602.4.6.1 or 602.4.6.2.

602.4.6.1 Sawn or glued-laminated plank floors. Sawn or glued-laminated plank floors shall be one of the following:

1. Sawn or glued-laminated planks, splined or tongue-and-groove, of not less than 3 inches (76 mm) nominal in thickness covered with 1-inch (25 mm) nominal dimension tongue-and-groove flooring, laid crosswise or diagonally, 15/32-inch (12 mm) wood structural panel or 1/2-inch (12.7 mm) particleboard.

2. Planks not less than 4 inches (102 mm) nominal in width set on edge close together and well spiked and covered with 1-inch (25 mm) nominal dimension flooring or 15/32-inch (12 mm) wood structural panel or 1/2-inch (12.7 mm) particle- board.

The lumber shall be laid so that no continuous line of joints will occur except at points of support. Floors shall not extend closer than 1/2 inch (12.7 mm) to walls. Such 1/2-inch (12.7 mm) space shall be covered by a molding fastened to the wall and so arranged that it will not obstruct the swelling or shrinkage movements of the floor. Corbelling of masonry walls under the floor shall be permitted to be used in place of molding.

602.4.6.2 Cross-laminated timber floors. Cross-lami- nated timber shall be not less than 4 inches (102 mm) in thickness. Cross-laminated timber shall be continuous from support to support and mechanically fastened to one another. Cross-laminated timber shall be permitted to be connected to walls without a shrinkage gap pro- viding swelling or shrinking is considered in the design. Corbelling of masonry walls under the floor shall be permitted to be used.

602.4.7 Roofs. Roofs shall be without concealed spaces and wood roof decks shall be sawn or glued laminated, splined or tongue-and-groove plank, not less than 2 inches (51 mm) nominal in thickness; 11/8-inch-thick (32 mm) wood structural panel (exterior glue); planks not less than

3 inches (76 mm) nominal in width, set on edge close together and laid as required for floors; or of cross-lami- nated timber. Other types of decking shall be permitted to be used if providing equivalent fire resistance and struc- tural properties.

Cross-laminated timber roofs shall be not less than 3 inches (76 mm) nominal in thickness and shall be continu- ous from support to support and mechanically fastened to one another.

602.4.8 Partitions and walls. Partitions and walls shall comply with Section 602.4.8.1 or 602.4.8.2.

602.4.8.1 Interior walls and partitions. Interior walls and partitions shall be of solid wood construction formed by not less than two layers of 1-inch (25 mm) matched boards or laminated construction 4 inches (102 mm) thick, or of 1-hour fire-resistance-rated con- struction.

602.4.8.2 Exterior walls. Exterior walls shall be of one of the following:

1. Noncombustible materials.

2. Not less than 6 inches (152 mm) in thickness and constructed of one of the following:

2.1. Fire-retardant-treated wood in accor- dance with Section 2303.2 and complying with Section 602.4.1.

2.2. Cross-laminated timber complying with Section 602.4.2.

602.4.9 Exterior structural members. Where a horizon- tal separation of 20 feet (6096 mm) or more is provided, wood columns and arches conforming to heavy timber sizes shall be permitted to be used externally.

602.5 Type V. Type V construction is that type of construc- tion in which the structural elements, exterior walls and inte- rior walls are of any materials permitted by this code.

SECTION 603 COMBUSTIBLE MATERIAL IN

TYPES I AND II CONSTRUCTION 603.1 Allowable materials. Combustible materials shall be permitted in buildings of Type I or II construction in the fol- lowing applications and in accordance with Sections 603.1.1 through 603.1.3:

1. Fire-retardant-treated wood shall be permitted in:

1.1. Nonbearing partitions where the required fire- resistance rating is 2 hours or less.

1.2. Nonbearing exterior walls where fire-resis- tance-rated construction is not required.

1.3. Roof construction, including girders, trusses, framing and decking.

Exception: In buildings of Type IA con- struction exceeding two stories above grade plane, fire-retardant-treated wood is not permitted in roof construction where

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the vertical distance from the upper floor to the roof is less than 20 feet (6096 mm).

2. Thermal and acoustical insulation, other than foam plastics, having a flame spread index of not more than 25.

Exceptions:

1. Insulation placed between two layers of noncombustible materials without an inter- vening airspace shall be allowed to have a flame spread index of not more than 100.

2. Insulation installed between a finished floor and solid decking without intervening airspace shall be allowed to have a flame spread index of not more than 200.

3. Foam plastics in accordance with Chapter 26.

4. Roof coverings that have an A, B or C classification.

5. Interior floor finish and floor covering materials installed in accordance with Section 804.

6. Millwork such as doors, door frames, window sashes and frames.

7. Interior wall and ceiling finishes installed in accor- dance with Sections 801 and 803.

8. Trim installed in accordance with Section 806.

9. Where not installed greater than 15 feet (4572 mm) above grade, show windows, nailing or furring strips and wooden bulkheads below show windows, includ- ing their frames, aprons and show cases.

10. Finish flooring installed in accordance with Section 805.

11. Partitions dividing portions of stores, offices or simi- lar places occupied by one tenant only and that do not establish a corridor serving an occupant load of 30 or more shall be permitted to be constructed of fire- retardant-treated wood, 1-hour fire-resistance-rated construction or of wood panels or similar light con- struction up to 6 feet (1829 mm) in height.

12. Stages and platforms constructed in accordance with Sections 410.3 and 410.4, respectively.

13. Combustible exterior wall coverings, balconies and similar projections and bay or oriel windows in accor- dance with Chapter 14.

14. Blocking such as for handrails, millwork, cabinets and window and door frames.

15. Light-transmitting plastics as permitted by Chapter 26.

16. Mastics and caulking materials applied to provide flexible seals between components of exterior wall construction.

17. Exterior plastic veneer installed in accordance with Section 2605.2.

18. Nailing or furring strips as permitted by Section 803.13.

19. Heavy timber as permitted by Note c to Table 601 and Sections 602.4.7 and 1406.3.

20. Aggregates, component materials and admixtures as permitted by Section 703.2.2.

21. Sprayed fire-resistant materials and intumescent and mastic fire-resistant coatings, determined on the basis of fire resistance tests in accordance with Section 703.2.

22. Materials used to protect penetrations in fire-resis- tance-rated assemblies in accordance with Section 714.

23. Materials used to protect joints in fire-resistance-rated assemblies in accordance with Section 715.

24. Materials allowed in the concealed spaces of build- ings of Types I and II construction in accordance with Section 718.5.

25. Materials exposed within plenums complying with Section 602 of the Florida Building Code, Mechani- cal.

26. Wall construction of freezers and coolers of less than 1,000 square feet (92.9 m2), in size, lined on both sides with noncombustible materials and the building is protected throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

603.1.1 Ducts. The use of nonmetallic ducts shall be per- mitted where installed in accordance with the limitations of the Florida Building Code, Mechanical.

603.1.2 Piping. The use of combustible piping materials shall be permitted where installed in accordance with the limitations of the Florida Building Code, Mechanical and the Florida Building Code, Plumbing.

603.1.3 Electrical. The use of electrical wiring methods with combustible insulation, tubing, raceways and related components shall be permitted where installed in accor- dance with the limitations of this code.

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CHAPTER 7

FIRE AND SMOKE PROTECTION FEATURES

SECTION 701 GENERAL

701.1 Scope. The provisions of this chapter shall govern the materials, systems and assemblies used for structural fire resistance and fire-resistance-rated construction separation of adjacent spaces to safeguard against the spread of fire and smoke within a building and the spread of fire to or from buildings.

701.2 Multiple use fire assemblies. Fire assemblies that serve multiple purposes in a building shall comply with all of the requirements that are applicable for each of the individual fire assemblies.

SECTION 702 DEFINITIONS

702.1 Definitions. The following terms are defined in Chap- ter 2:

ANNULAR SPACE.

BUILDING ELEMENT.

CEILING RADIATION DAMPER.

COMBINATION FIRE/SMOKE DAMPER.

CORRIDOR DAMPER.

DAMPER.

DRAFTSTOP

F RATING.

FIRE BARRIER.

FIRE DAMPER.

FIRE DOOR.

FIRE DOOR ASSEMBLY.

FIRE PARTITION.

FIRE PROTECTION RATING.

FIRE-RATED GLAZING.

FIRE RESISTANCE.

FIRE-RESISTANCE RATING.

FIRE-RESISTANT JOINT SYSTEM.

FIRE SEPARATION DISTANCE.

FIRE WALL.

FIRE WINDOW ASSEMBLY.

FIREBLOCKING.

FLOOR FIRE DOOR ASSEMBLY.

HORIZONTAL ASSEMBLY.

JOINT.

L RATING.

MEMBRANE PENETRATION.

MEMBRANE-PENETRATION FIRESTOP.

MEMBRANE-PENETRATION FIRESTOP SYSTEM.

MINERAL FIBER.

MINERAL WOOL.

PENETRATION FIRESTOP.

SELF-CLOSING.

SHAFT.

SHAFT ENCLOSURE.

SMOKE BARRIER.

SMOKE COMPARTMENT.

SMOKE DAMPER.

SPLICE.

T RATING.

THROUGH PENETRATION.

THROUGH-PENETRATION FIRESTOP SYSTEM.

SECTION 703 FIRE-RESISTANCE RATINGS AND FIRE TESTS

703.1 Scope. Materials prescribed herein for fire resistance shall conform to the requirements of this chapter.

703.2 Fire-resistance ratings. The fire-resistance rating of building elements, components or assemblies shall be deter- mined in accordance with the test procedures set forth in ASTM E119 or UL 263 or in accordance with Section 703.3. The fire-resistance rating of penetrations and fire-resistant joint systems shall be determined in accordance Sections 714 and 715, respectively.

703.2.1 Nonsymmetrical wall construction. Interior walls and partitions of nonsymmetrical construction shall be tested with both faces exposed to the furnace, and the assigned fire-resistance rating shall be the shortest dura- tion obtained from the two tests conducted in compliance with ASTM E119 or UL 263. Where evidence is furnished to show that the wall was tested with the least fire-resistant side exposed to the furnace, subject to acceptance of the building official, the wall need not be subjected to tests from the opposite side (see Section 705.5 for exterior walls).

703.2.2 Combustible components. Combustible aggre- gates are permitted in gypsum and Portland cement con- crete mixtures for fire-resistance-rated construction. Any component material or admixture is permitted in assem- blies if the resulting tested assembly meets the fire-resis- tance test requirements of this code.

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703.2.3 Restrained classification. Fire-resistance-rated assemblies tested under ASTM E119 or UL 263 shall not be considered to be restrained unless evidence satisfactory to the building official is furnished by the registered design professional showing that the construction qualifies for a restrained classification in accordance with ASTM E119 or UL 263. Restrained construction shall be identi- fied on the construction documents.

703.2.4 Supplemental features. Where materials, sys- tems or devices that have not been tested as part of a fire- resistance-rated assembly are incorporated into the build- ing element, component or assembly, sufficient data shall be made available to the building official to show that the required fire-resistance rating is not reduced.

703.2.5 Exterior bearing walls. In determining the fire- resistance rating of exterior bearing walls, compliance with the ASTM E119 or UL 263 criteria for unexposed surface temperature rise and ignition of cotton waste due to passage of flame or gases is required only for a period of time corresponding to the required fire-resistance rat- ing of an exterior nonbearing wall with the same fire sepa- ration distance, and in a building of the same group. Where the fire-resistance rating determined in accordance with this exception exceeds the fire-resistance rating determined in accordance with ASTM E119 or UL 263, the fire exposure time period, water pressure and applica- tion duration criteria for the hose stream test of ASTM E119 or UL 263 shall be based on the fire-resistance rat- ing determined in accordance with this section.

703.3 Methods for determining fire resistance. The appli- cation of any of the methods listed in this section shall be based on the fire exposure and acceptance criteria specified in ASTM E119 or UL 263. The required fire resistance of a building element, component or assembly shall be permitted to be established by any of the following methods or proce- dures:

1. Fire-resistance designs documented in approved sources.

2. Prescriptive designs of fire-resistance-rated building elements, components or assemblies as prescribed in Section 721.

3. Calculations in accordance with Section 722.

4. Engineering analysis based on a comparison of build- ing element, component or assemblies designs having fire-resistance ratings as determined by the test proce- dures set forth in ASTM E119 or UL 263.

5. Alternative protection methods as allowed by Section 104.11.

6. Fire-resistance designs certified by an approved agency.

703.4 Automatic sprinklers. Under the prescriptive fire- resistance requirements of this code, the fire-resistance rating of a building element, component or assembly shall be estab- lished without the use of automatic sprinklers or any other fire suppression system being incorporated as part of the assembly tested in accordance with the fire exposure, proce-

dures and acceptance criteria specified in ASTM E119 or UL 263. However, this section shall not prohibit or limit the duties and powers of the building official allowed by Section 104.11.

703.5 Noncombustibility tests. The tests indicated in Sec- tions 703.5.1 and 703.5.2 shall serve as criteria for accep- tance of building materials as set forth in Sections 602.2, 602.3 and 602.4 in Type I, II, III and IV construction. The term “noncombustible” does not apply to the flame spread characteristics of interior finish or trim materials. A material shall not be classified as a noncombustible building construc- tion material if it is subject to an increase in combustibility or flame spread beyond the limitations herein established through the effects of age, moisture or other atmospheric con- ditions.

703.5.1 Elementary materials. Materials required to be noncombustible shall be tested in accordance with ASTM E136.

703.5.2 Composite materials. Materials having a struc- tural base of noncombustible material as determined in accordance with Section 703.5.1 with a surfacing not more than 0.125 inch (3.18 mm) thick that has a flame spread index not greater than 50 when tested in accordance with ASTM E84 or UL 723 shall be acceptable as noncombus- tible materials.

703.6 Fire-resistance-rated glazing. Fire-resistance-rated glazing, when tested in accordance with ASTM E119 or UL 263 and complying with the requirements of Section 707, shall be permitted. Fire-resistance-rated glazing shall bear a label marked in accordance with Table 716.3 issued by an agency and shall be permanently identified on the glazing.

703.7 Marking and identification. Where there is an acces- sible concealed floor, floor-ceiling or attic space, fire walls, fire barriers, fire partitions, smoke barriers and smoke parti- tions or any other wall required to have protected openings or penetrations shall be effectively and permanently identified with signs or stenciling in the concealed space. Such identifi- cation shall:

1. Be located within 15 feet (4572 mm) of the end of each wall and at intervals not exceeding 30 feet (9144 mm) measured horizontally along the wall or partition.

2. Include lettering not less than 3 inches (76 mm) in height with a minimum 3/8-inch (9.5 mm) stroke in a contrasting color incorporating the suggested wording, “FIRE AND/OR SMOKE BARRIER—PROTECT ALL OPENINGS,” or other wording.

SECTION 704 FIRE-RESISTANCE RATING OF

STRUCTURAL MEMBERS 704.1 Requirements. The fire-resistance ratings of struc- tural members and assemblies shall comply with this section and the requirements for the type of construction as specified in Table 601. The fire-resistance ratings shall be not less than the ratings required for the fire-resistance-rated assemblies supported by the structural members.

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Exception: Fire barriers, fire partitions, smoke barriers and horizontal assemblies as provided in Sections 707.5, 708.4, 709.4 and 711.2, respectively.

704.2 Column protection. Where columns are required to have protection to achieve a fire-resistance rating, the entire column shall be provided individual encasement protection by protecting it on all sides for the full column height, includ- ing connections to other structural members, with materials having the required fire-resistance rating. Where the column extends through a ceiling, the encasement protection shall be continuous from the top of the foundation or floor/ceiling assembly below through the ceiling space to the top of the column.

704.3 Protection of the primary structural frame other than columns. Members of the primary structural frame other than columns that are required to have protection to achieve a fire-resistance rating and support more than two floors or one floor and roof, or support a load-bearing wall or a nonload-bearing wall more than two stories high, shall be provided individual encasement protection by protecting them on all sides for the full length, including connections to other structural members, with materials having the required fire-resistance rating.

Exception: Individual encasement protection on all sides shall be permitted on all exposed sides provided the extent of protection is in accordance with the required fire-resis- tance rating, as determined in Section 703.

704.4 Protection of secondary members. Secondary mem- bers that are required to have protection to achieve a fire- resistance rating shall be protected by individual encasement protection.

704.4.1 Light-frame construction. Studs and boundary elements that are integral elements in load-bearing walls of light-frame construction shall be permitted to have required fire-resistance ratings provided by the membrane protection provided for the load-bearing wall.

704.4.2 Horizontal assemblies. Horizontal assemblies are permitted to be protected with a membrane or ceiling where the membrane or ceiling provides the required fire- resistance rating and is installed in accordance with Sec- tion 711.

704.5 Truss protection. The required thickness and con- struction of fire-resistance-rated assemblies enclosing trusses shall be based on the results of full-scale tests or combina- tions of tests on truss components or on approved calcula- tions based on such tests that satisfactorily demonstrate that the assembly has the required fire resistance.

704.6 Attachments to structural members. The edges of lugs, brackets, rivets and bolt heads attached to structural members shall be permitted to extend to within 1 inch (25 mm) of the surface of the fire protection.

704.7 Reinforcing. Thickness of protection for concrete or masonry reinforcement shall be measured to the outside of the reinforcement except that stirrups and spiral reinforce- ment ties are permitted to project not more than 0.5-inch (12.7 mm) into the protection.

704.8 Embedments and enclosures. Pipes, wires, conduits, ducts or other service facilities shall not be embedded in the required fire protective covering of a structural member that is required to be individually encased.

704.9 Impact protection. Where the fire protective covering of a structural member is subject to impact damage from moving vehicles, the handling of merchandise or other activ- ity, the fire protective covering shall be protected by corner guards or by a substantial jacket of metal or other noncom- bustible material to a height adequate to provide full protec- tion, but not less than 5 feet (1524 mm) from the finished floor.

Exception: Corner protection is not required on concrete columns in open or enclosed parking garages.

704.10 Exterior structural members. Load-bearing struc- tural members located within the exterior walls or on the out- side of a building or structure shall be provided with the highest fire-resistance rating as determined in accordance with the following:

1. As required by Table 601 for the type of building ele- ment based on the type of construction of the building;

2. As required by Table 601 for exterior bearing walls based on the type of construction; and

3. As required by Table 602 for exterior walls based on the fire separation distance.

704.11 Bottom flange protection. Fire protection is not required at the bottom flange of lintels, shelf angles and plates, spanning not more than 6 feet 4 inches (1931 mm) whether part of the primary structural frame or not, and from the bottom flange of lintels, shelf angles and plates not part of the structural frame, regardless of span.

704.12 Seismic isolation systems. Fire-resistance ratings for the isolation system shall meet the fire-resistance rating required for the columns, walls or other structural elements in which the isolation system is installed in accordance with Table 601. Isolation systems required to have a fire-resis- tance rating shall be protected with approved materials or construction assemblies designed to provide the same degree of fire resistance as the structural element in which the sys- tem is installed when tested in accordance with ASTM E119 or UL 263 (see Section 703.2).

Such isolation system protection applied to isolator units shall be capable of retarding the transfer of heat to the isolator unit in such a manner that the required gravity load-carrying capacity of the isolator unit will not be impaired after expo- sure to the standard time-temperature curve fire test pre- scribed in ASTM E119 or UL 263 for a duration not less than that required for the fire-resistance rating of the structure ele- ment in which the system is installed.

Such isolation system protection applied to isolator units shall be suitably designed and securely installed so as not to dislodge, loosen, sustain damage or otherwise impair its abil- ity to accommodate the seismic movements for which the iso- lator unit is designed and to maintain its integrity for the purpose of providing the required fire-resistance protection.

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704.13 Sprayed fire-resistant materials (SFRM). Sprayed fire-resistant materials (SFRM) shall comply with Sections 704.13.1 through 704.13.5.

704.13.1 Fire-resistance rating. The application of SFRM shall be consistent with the fire-resistance rating and the listing, including, but not limited to, minimum thickness and dry density of the applied SFRM, method of application, substrate surface conditions and the use of bonding adhesives, sealants, reinforcing or other materi- als.

704.13.2 Manufacturer’s installation instructions. The application of SFRM shall be in accordance with the man- ufacturer’s installation instructions. The instructions shall include, but are not limited to, substrate temperatures and surface conditions and SFRM handling, storage, mixing, conveyance, method of application, curing and ventilation.

704.13.3 Substrate condition. The SFRM shall be applied to a substrate in compliance with Sections 704.13.3.1 through 704.13.3.2.

704.13.3.1 Surface conditions. Substrates to receive SFRM shall be free of dirt, oil, grease, release agents, loose scale and any other condition that prevents adhe- sion. The substrates shall be free of primers, paints and encapsulants other than those fire tested and listed by a nationally recognized testing agency. Primed, painted or encapsulated steel shall be allowed, provided that testing has demonstrated that required adhesion is maintained.

704.13.3.2 Primers, paints and encapsulants. Where the SFRM is to be applied over primers, paints or encapsulants other than those specified in the listing, the material shall be field tested in accordance with ASTM E736. Where testing of the SFRM with primers, paints or encapsulants demonstrates that required adhe- sion is maintained, SFRM shall be permitted to be applied to primed, painted or encapsulated wide flange steel shapes in accordance with the following condi- tions:

1. The beam flange width does not exceed 12 inches (305 mm); or

2. The column flange width does not exceed 16 inches (400 mm); or

3. The beam or column web depth does not exceed 16 inches (400 mm).

4. The average and minimum bond strength values shall be determined based on a minimum of five bond tests conducted in accordance with ASTM E736. Bond tests conducted in accordance with ASTM E736 shall indicate an average bond strength of not less than 80 percent and an indi- vidual bond strength of not less than 50 percent, when compared to the bond strength of the SFRM as applied to clean uncoated 1/8-inch-thick (3.2 mm) steel plate.

704.13.4 Temperature. A minimum ambient and sub- strate temperature of 40°F (4.44°C) shall be maintained during and for not fewer than 24 hours after the applica-

tion of the SFRM, unless the manufacturer’s instructions allow otherwise.

704.13.5 Finished condition. The finished condition of SFRM applied to structural members or assemblies shall not, upon complete drying or curing, exhibit cracks, voids, spalls, delamination or any exposure of the substrate. Sur- face irregularities of SFRM shall be deemed acceptable.

SECTION 705 EXTERIOR WALLS

705.1 General. Exterior walls shall comply with this section.

705.2 Projections. Cornices, eave overhangs, exterior balco- nies and similar projections extending beyond the exterior wall shall conform to the requirements of this section and Section 1406. Exterior egress balconies and exterior exit stairways and ramps shall comply with Sections 1021 and 1027, respectively. Projections shall not extend any closer to the line used to determine the fire separation distance than shown in Table 705.2.

Exception: Buildings on the same lot and considered as portions of one building in accordance with Section 705.3 are not required to comply with this section for projections between the buildings.

TABLE 705.2 MINIMUM DISTANCE OF PROJECTION

For SI: 1 foot = 304.8 mm; 1 inch = 25.4 mm.

705.2.1 Type I and II construction. Projections from walls of Type I or II construction shall be of noncombusti- ble materials or combustible materials as allowed by Sec- tions 1406.3 and 1406.4.

705.2.2 Type III, IV or V construction. Projections from walls of Type III, IV or V construction shall be of any approved material.

705.2.3 Combustible projections. Combustible projec- tions extending to within 5 feet (1524 mm) of the line used to determine the fire separation distance shall be of not less than 1-hour fire-resistance-rated construction, Type IV construction, fire-retardant-treated wood or as required by Section 1406.3.

Exception: Type VB construction shall be allowed for combustible projections in Group R-3 and U occupan- cies with a fire separation distance greater than or equal to 5 feet (1524 mm).

705.3 Buildings on the same lot. For the purposes of deter- mining the required wall and opening protection, projections and roof-covering requirements, buildings on the same lot shall be assumed to have an imaginary line between them.

FIRE SEPARATION DISTANCE (FSD)

MINIMUM DISTANCE FROM LINE USED TO DETERMINE FSD

0 feet to 2 feet Projections not permitted

Greater than 2 feet to 3 feet 24 inches

Greater than 3 feet to less than 30 feet

24 inches plus 8 inches for every foot of FSD beyond

3 feet or fraction thereof

30 feet or greater 20 feet

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Where a new building is to be erected on the same lot as an existing building, the location of the assumed imaginary line with relation to the existing building shall be such that the exterior wall and opening protection of the existing build- ing meet the criteria as set forth in Sections 705.5 and 705.8.

Exceptions:

1. Two or more buildings on the same lot shall be either regulated as separate buildings or shall be considered as portions of one building if the aggre- gate area of such buildings is within the limits speci- fied in Chapter 5 for a single building. Where the buildings contain different occupancy groups or are of different types of construction, the area shall be that allowed for the most restrictive occupancy or construction.

2. Where an S-2 parking garage of Construction Type I or IIA is erected on the same lot as a Group R-2 building, and there is no fire separation distance between these buildings, then the adjoining exterior walls between the buildings are permitted to have occupant use openings in accordance with Section 706.8. However, opening protectives in such open- ings shall only be required in the exterior wall of the S-2 parking garage, not in the exterior wall openings in the R-2 building, and these opening protectives in the exterior wall of the S-2 parking garage shall be not less than 11/2-hour fire protection rating.

705.4 Materials. Exterior walls shall be of materials permit- ted by the building type of construction.

705.5 Fire-resistance ratings. Exterior walls shall be fire- resistance rated in accordance with Tables 601 and 602 and this section. The required fire-resistance rating of exterior walls with a fire separation distance of greater than 10 feet (3048 mm) shall be rated for exposure to fire from the inside. The required fire-resistance rating of exterior walls with a fire separation distance of less than or equal to 10 feet (3048 mm) shall be rated for exposure to fire from both sides.

705.6 Structural stability. Exterior walls shall extend to the height required by Section 705.11. Interior structural ele- ments that brace the exterior wall but that are not located within the plane of the exterior wall shall have the minimum fire-resistance rating required in Table 601 for that structural element. Structural elements that brace the exterior wall but are located outside of the exterior wall or within the plane of the exterior wall shall have the minimum fire-resistance rat- ing required in Tables 601 and 602 for the exterior wall.

705.7 Unexposed surface temperature. Where protected openings are not limited by Section 705.8, the limitation on the rise of temperature on the unexposed surface of exterior walls as required by ASTM E119 or UL 263 shall not apply. Where protected openings are limited by Section 705.8, the limitation on the rise of temperature on the unexposed surface of exterior walls as required by ASTM E119 or UL 263 shall not apply provided that a correction is made for radiation

from the unexposed exterior wall surface in accordance with the following formula:

Ae = A + (Af × Feo) (Equation 7-1)

where:

Ae = Equivalent area of protected openings.

A = Actual area of protected openings.

Af = Area of exterior wall surface in the story under consideration exclusive of openings, on which the temperature limitations of ASTM E119 or UL 263 for walls are exceeded.

Feo = An “equivalent opening factor” derived from Figure 705.7 based on the average temperature of the unexposed wall surface and the fire-resistance rating of the wall.

705.8 Openings. Openings in exterior walls shall comply with Sections 705.8.1 through 705.8.6.

705.8.1 Allowable area of openings. The maximum area of unprotected and protected openings permitted in an exterior wall in any story of a building shall not exceed the percentages specified in Table 705.8.

Exceptions:

1. In other than Group H occupancies, unlimited unprotected openings are permitted in the first story above grade plane either:

1.1. Where the wall faces a street and has a fire separation distance of more than 15 feet (4572 mm); or

1.2. Where the wall faces an unoccupied space. The unoccupied space shall be on the same lot or dedicated for public use, shall be not less than 30 feet (9144 mm) in width and shall have access from a street by a posted fire lane in accordance with the Florida Fire Prevention Code.

2. Buildings whose exterior bearing walls, exterior nonbearing walls and exterior primary structural frame are not required to be fire-resistance rated shall be permitted to have unlimited unprotected openings.

705.8.2 Protected openings. Where openings are required to be protected, fire doors and fire shutters shall comply with Section 716.5 and fire window assemblies shall com- ply with Section 716.6.

Exception: Opening protectives are not required where the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 and the exterior openings are protected by a water cur- tain using automatic sprinklers approved for that use.

705.8.3 Unprotected openings. Where unprotected open- ings are permitted, windows and doors shall be con- structed of any approved materials. Glazing shall conform to the requirements of Chapters 24 and 26.

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705.8.4 Mixed openings. Where both unprotected and protected openings are located in the exterior wall in any story of a building, the total area of openings shall be determined in accordance with the following:

(Ap/ap) + (Au/au) ≤ 1 (Equation 7-2)

where:

Ap = Actual area of protected openings, or the equivalent area of protected openings, Ae (see Section 705.7).

ap = Allowable area of protected openings.

Au = Actual area of unprotected openings.

au = Allowable area of unprotected openings.

705.8.5 Vertical separation of openings. Openings in exterior walls in adjacent stories shall be separated verti- cally to protect against fire spread on the exterior of the buildings where the openings are within 5 feet (1524 mm) of each other horizontally and the opening in the lower story is not a protected opening with a fire protection rat- ing of not less than 3/4 hour. Such openings shall be sepa-

rated vertically not less than 3 feet (914 mm) by spandrel girders, exterior walls or other similar assemblies that have a fire-resistance rating of not less than 1 hour, rated for exposure to fire from both sides, or by flame barriers that extend horizontally not less than 30 inches (762 mm) beyond the exterior wall. Flame barriers shall have a fire- resistance rating of not less than 1 hour. The unexposed surface temperature limitations specified in ASTM E119 or UL 263 shall not apply to the flame barriers or vertical separation unless otherwise required by the provisions of this code.

Exceptions:

1. This section shall not apply to buildings that are three stories or less above grade plane.

2. This section shall not apply to buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2.

3. Open parking garages.

For SI: °C = [(°F) - 32] / 1.8.

FIGURE 705.7 EQUIVALENT OPENING FACTOR

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705.8.6 Vertical exposure. For buildings on the same lot, opening protectives having a fire protection rating of not less than 3/4 hour shall be provided in every opening that is less than 15 feet (4572 mm) vertically above the roof of an adjacent building or structure based on assuming an imag- inary line between them. The opening protectives are required where the fire separation distance between the imaginary line and the adjacent building or structure is less than 15 feet (4572 mm).

Exceptions:

1. Opening protectives are not required where the roof assembly of the adjacent building or struc-

ture has a fire-resistance rating of not less than 1 hour for a minimum distance of 10 feet (3048 mm) from the exterior wall facing the imaginary line and the entire length and span of the support- ing elements for the fire-resistance-rated roof assembly has a fire-resistance rating of not less than 1 hour.

2. Buildings on the same lot and considered as por- tions of one building in accordance with Section 705.3 are not required to comply with Section 705.8.6.

TABLE 705.8 MAXIMUM AREA OF EXTERIOR WALL OPENINGS BASED ON

FIRE SEPARATION DISTANCE AND DEGREE OF OPENING PROTECTION

For SI: 1 foot = 304.8 mm. UP, NS = Unprotected openings in buildings not equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. UP, S = Unprotected openings in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. P = Openings protected with an opening protective assembly in accordance with Section 705.8.2. a. Values indicated are the percentage of the area of the exterior wall, per story. b. For the requirements for fire walls of buildings with differing heights, see Section 706.6.1. c. For openings in a fire wall for buildings on the same lot, see Section 706.8. d. The maximum percentage of unprotected and protected openings shall be 25 percent for Group R-3 occupancies. e. Unprotected openings shall not be permitted for openings with a fire separation distance of less than 15 feet for Group H-2 and H-3 occupancies. f. The area of unprotected and protected openings shall not be limited for Group R-3 occupancies, with a fire separation distance of 5 feet or greater. g. The area of openings in an open parking structure with a fire separation distance of 10 feet or greater shall not be limited. h. Includes buildings accessory to Group R-3. i. Not applicable to Group H-1, H-2 and H-3 occupancies. j. The area of openings in a building containing only a Group U occupancy private garage or carport with a fire separation distance of 5 feet (1523 mm) or

greater shall not be limited. k. For openings between S-2 parking garage and Group R-2 building, see Section 705.3, Exception 2.

FIRE SEPARATION DISTANCE (feet) DEGREE OF OPENING PROTECTION ALLOWABLE AREAa

0 to less than 3b, c, k Unprotected, Nonsprinklered (UP, NS) Not Permittedk

Unprotected, Sprinklered (UP, S)i Not Permittedk

Protected (P) Not Permittedk

3 to less than 5d, e Unprotected, Nonsprinklered (UP, NS) Not Permitted

Unprotected, Sprinklered (UP, S)i 15%

Protected (P) 15%

5 to less than 10e, f, j Unprotected, Nonsprinklered (UP, NS) 10%h

Unprotected, Sprinklered (UP, S)i 25%

Protected (P) 25%

10 to less than 15e, f, g, j Unprotected, Nonsprinklered (UP, NS) 15%h

Unprotected, Sprinklered (UP, S)i 45%

Protected (P) 45%

15 to less than 20f, g, j Unprotected, Nonsprinklered (UP, NS) 25%

Unprotected, Sprinklered (UP, S)i 75%

Protected (P) 75%

20 to less than 25f, g, j Unprotected, Nonsprinklered (UP, NS) 45%

Unprotected, Sprinklered (UP, S)i No Limit

Protected (P) No Limit

25 to less than 30f, g, j Unprotected, Nonsprinklered (UP, NS) 70%

Unprotected, Sprinklered (UP, S)i No Limit

Protected (P) No Limit

30 or greater

Unprotected, Nonsprinklered (UP, NS) No Limit

Unprotected, Sprinklered (UP, S)i No Limit

Protected (P) No Limit

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705.9 Joints. Joints made in or between exterior walls required by this section to have a fire-resistance rating shall comply with Section 715.

Exception: Joints in exterior walls that are permitted to have unprotected openings.

705.9.1 Voids. The void created at the intersection of a floor/ceiling assembly and an exterior curtain wall assem- bly shall be protected in accordance with Section 715.4.

705.10 Ducts and air transfer openings. Penetrations by air ducts and air transfer openings in fire-resistance-rated exte- rior walls required to have protected openings shall comply with Section 717.

Exception: Foundation vents installed in accordance with this code are permitted.

705.11 Parapets. Parapets shall be provided on exterior walls of buildings.

Exceptions: A parapet need not be provided on an exte- rior wall where any of the following conditions exist:

1. The wall is not required to be fire-resistance rated in accordance with Table 602 because of fire separa- tion distance.

2. The building has an area of not more than 1,000 square feet (93 m2) on any floor.

3. Walls that terminate at roofs of not less than 2-hour fire-resistance-rated construction or where the roof, including the deck or slab and supporting construc- tion, is constructed entirely of noncombustible mate- rials.

4. One-hour fire-resistance-rated exterior walls that terminate at the underside of the roof sheathing, deck or slab, provided:

4.1. Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall not be of less than 1-hour fire-resistance-rated construction for a width of 4 feet (1220 mm) for Groups R and U and 10 feet (3048 mm) for other occupancies, measured from the interior side of the wall.

4.2. Where roof/ceiling framing elements are not parallel to the wall, the entire span of such framing and elements supporting such framing shall not be of less than 1-hour fire-resistance-rated construction.

4.3. Openings in the roof shall not be located within 5 feet (1524 mm) of the 1-hour fire- resistance-rated exterior wall for Groups R and U and 10 feet (3048 mm) for other occupancies, measured from the interior side of the wall.

4.4. The entire building shall be provided with not less than a Class B roof covering.

5. In Groups R-2 and R-3 where the entire building is provided with a Class C roof covering, the exterior wall shall be permitted to terminate at the underside

of the roof sheathing or deck in Type III, IV and V construction, provided one or both of the following criteria is met:

5.1. The roof sheathing or deck is constructed of approved noncombustible materials or of fire-retardant-treated wood for a dis- tance of 4 feet (1220 mm).

5.2. The roof is protected with 0.625-inch (16 mm) Type X gypsum board directly beneath the underside of the roof sheathing or deck, supported by not less than nominal 2-inch (51 mm) ledgers attached to the sides of the roof framing members for a minimum distance of 4 feet (1220 mm).

6. Where the wall is permitted to have not less than 25 percent of the exterior wall areas containing unpro- tected openings based on fire separation distance as determined in accordance with Section 705.8.

705.11.1 Parapet construction. Parapets shall have the same fire-resistance rating as that required for the sup- porting wall, and on any side adjacent to a roof surface, shall have noncombustible faces for the uppermost 18 inches (457 mm), including counterflashing and coping materials. The height of the parapet shall be not less than 30 inches (762 mm) above the point where the roof surface and the wall intersect. Where the roof slopes toward a par- apet at a slope greater than two units vertical in 12 units horizontal (16.7-percent slope), the parapet shall extend to the same height as any portion of the roof within a fire separation distance where protection of wall openings is required, but in no case shall the height be less than 30 inches (762 mm).

SECTION 706 FIRE WALLS

706.1 General. Each portion of a building separated by one or more fire walls that comply with the provisions of this sec- tion shall be considered a separate building. The extent and location of such fire walls shall provide a complete separa- tion. Where a fire wall separates occupancies that are required to be separated by a fire barrier wall, the most restrictive requirements of each separation shall apply.

706.1.1 Party walls. Any wall located on a lot line between adjacent buildings, which is used or adapted for joint service between the two buildings, shall be con- structed as a fire wall in accordance with Section 706. Party walls shall be constructed without openings and shall create separate buildings.

Exception: Openings in a party wall separating an anchor building and a mall shall be in accordance with Section 402.4.2.2.1.

706.2 Structural stability. Fire walls shall be designed and constructed to allow collapse of the structure on either side without collapse of the wall under fire conditions. Fire walls designed and constructed in accordance with NFPA 221 shall be deemed to comply with this section.

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706.3 Materials. Fire walls shall be of any approved non- combustible materials.

Exception: Buildings of Type V construction.

706.4 Fire-resistance rating. Fire walls shall have a fire- resistance rating of not less than that required by Table 706.4.

TABLE 706.4 FIRE WALL FIRE-RESISTANCE RATINGS

a. In Type II or V construction, walls shall be permitted to have a 2-hour fire-resistance rating.

b. For Group H-1, H-2 or H-3 buildings, also see Sections 415.7 and 415.8.

706.4.1 Townhouse fire separation.

706.4.1.1 Each townhouse shall be considered a sepa- rate building and shall be separated from adjoining townhouses by a party wall complying with Section 706.1.1 or by the use of separate exterior walls meeting the requirements of Tables 601 and 602 for zero clear- ance from property lines as required for the type of con- struction. Separate exterior walls shall include one of the following:

1. A parapet not less than 18 inches (457 mm) above the roof line.

2. Roof sheathing of noncombustible material or fire retardant treated wood, for not less than a 4 foot (1219 mm) width on each side of the exterior dividing wall.

3. One layer of 5/8 inch (15.9 mm) Type X gypsum board attached to the underside of roof decking, for not less than a 4 foot (1219 mm) width on each side of the exterior dividing wall.

706.4.1.2 When not more than three stories in height, townhouses may be separated by a single wall meeting the following requirements:

1. Such wall shall provide not less than a 2-hour fire-resistance rating. Plumbing, piping, ducts, electrical or other building services shall not be installed within or through the 2-hour wall, unless such materials and methods of penetration have been tested in accordance with Section 703.

2. Such wall shall be continuous from the founda- tion to the underside of the roof sheathing or shall have a parapet extending not less than 18 inches (457 mm) and no less than a 4-foot (1219 mm) width on each side of the wall shall be of non- combustible material, or fire-retardant-treated wood, or one layer of 5/8-inch (15.9 mm) Type X gypsum wallboard attached to the underside of the roof decking.

3. Each dwelling unit sharing such wall shall be designed and constructed to maintain its struc- tural integrity independent of the unit on the opposite side of the wall.

Exception: Said wall may be penetrated by roof and floor structural members provided that the fire-resistance rating and the structural integrity of the wall is maintained.

706.5 Horizontal continuity. Fire walls shall be continuous from exterior wall to exterior wall and shall extend not less than 18 inches (457 mm) beyond the exterior surface of exte- rior walls.

Exceptions:

1. Fire walls shall be permitted to terminate at the inte- rior surface of combustible exterior sheathing or sid- ing provided the exterior wall has a fire-resistance rating of not less than 1 hour for a horizontal dis- tance of not less than 4 feet (1220 mm) on both sides of the fire wall. Openings within such exterior walls shall be protected by opening protectives having a fire protection rating of not less than 3/4 hour.

2. Fire walls shall be permitted to terminate at the inte- rior surface of noncombustible exterior sheathing, exterior siding or other noncombustible exterior fin- ishes provided the sheathing, siding or other exterior noncombustible finish extends a horizontal distance of not less than 4 feet (1220 mm) on both sides of the fire wall.

3. Fire walls shall be permitted to terminate at the inte- rior surface of noncombustible exterior sheathing where the building on each side of the fire wall is protected by an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2.

706.5.1 Exterior walls. Where the fire wall intersects exterior walls, the fire-resistance rating and opening pro- tection of the exterior walls shall comply with one of the following:

1. The exterior walls on both sides of the fire wall shall have a 1-hour fire-resistance rating with 3/4-hour protection where opening protection is required by Section 705.8. The fire-resistance rating of the exte- rior wall shall extend not less than 4 feet (1220 mm) on each side of the intersection of the fire wall to exterior wall. Exterior wall intersections at fire walls that form an angle equal to or greater than 180 degrees (3.14 rad) do not need exterior wall protec- tion.

2. Buildings or spaces on both sides of the intersecting fire wall shall assume to have an imaginary lot line at the fire wall and extending beyond the exterior of the fire wall. The location of the assumed line in relation to the exterior walls and the fire wall shall be such that the exterior wall and opening protection meet the requirements set forth in Sections 705.5 and 705.8. Such protection is not required for exte- rior walls terminating at fire walls that form an angle equal to or greater than 180 degrees (3.14 rad).

GROUP FIRE-RESISTANCE RATING (hours)

A, B, E, H-4, I, R-1, R-2, U 3a

F-1, H-3b, H-5, M, S-1 3

H-1, H-2 4b

F-2, S-2, R-3, R-4 2

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706.5.2 Horizontal projecting elements. Fire walls shall extend to the outer edge of horizontal projecting elements such as balconies, roof overhangs, canopies, marquees and similar projections that are within 4 feet (1220 mm) of the fire wall.

Exceptions:

1. Horizontal projecting elements without con- cealed spaces, provided the exterior wall behind and below the projecting element has not less than 1-hour fire-resistance-rated construction for a distance not less than the depth of the projecting element on both sides of the fire wall. Openings within such exterior walls shall be protected by opening protectives having a fire protection rat- ing of not less than 3/4 hour.

2. Noncombustible horizontal projecting elements with concealed spaces, provided a minimum 1- hour fire-resistance-rated wall extends through the concealed space. The projecting element shall be separated from the building by not less than 1- hour fire-resistance-rated construction for a dis- tance on each side of the fire wall equal to the depth of the projecting element. The wall is not required to extend under the projecting element where the building exterior wall is not less than 1-hour fire-resistance rated for a distance on each side of the fire wall equal to the depth of the pro- jecting element. Openings within such exterior walls shall be protected by opening protectives having a fire protection rating of not less than 3/4 hour.

3. For combustible horizontal projecting elements with concealed spaces, the fire wall need only extend through the concealed space to the outer edges of the projecting elements. The exterior wall behind and below the projecting element shall be of not less than 1-hour fire-resistance- rated construction for a distance not less than the depth of the projecting elements on both sides of the fire wall. Openings within such exterior walls shall be protected by opening protectives having a fire-protection rating of not less than 3/4 hour.

706.6 Vertical continuity. Fire walls shall extend from the foundation to a termination point not less than 30 inches (762 mm) above both adjacent roofs.

Exceptions:

1. Stepped buildings in accordance with Section 706.6.1.

2. Two-hour fire-resistance-rated walls shall be permit- ted to terminate at the underside of the roof sheath- ing, deck or slab, provided:

2.1. The lower roof assembly within 4 feet (1220 mm) of the wall has not less than a 1-hour fire-resistance rating and the entire length and span of supporting elements for the rated roof assembly has a fire-resis- tance rating of not less than 1 hour.

2.2. Openings in the roof shall not be located within 4 feet (1220 mm) of the fire wall.

2.3. Each building shall be provided with not less than a Class B roof covering.

3. Walls shall be permitted to terminate at the under- side of noncombustible roof sheathing, deck or slabs where both buildings are provided with not less than a Class B roof covering. Openings in the roof shall not be located within 4 feet (1220 mm) of the fire wall.

4. In buildings of Type III, IV and V construction, walls shall be permitted to terminate at the underside of combustible roof sheathing or decks, provided:

4.1. There are no openings in the roof within 4 feet (1220 mm) of the fire wall,

4.2. The roof is covered with a minimum Class B roof covering, and

4.3. The roof sheathing or deck is constructed of fire-retardant-treated wood for a dis- tance of 4 feet (1220 mm) on both sides of the wall or the roof is protected with 5/8- inch (15.9 mm) Type X gypsum board directly beneath the underside of the roof sheathing or deck, supported by not less than 2-inch (51 mm) nominal ledgers attached to the sides of the roof framing members for a distance of not less than 4 feet (1220 mm) on both sides of the fire wall.

5. In buildings designed in accordance with Section 510.2, fire walls located above the 3-hour horizontal assembly required by Section 510.2, Item 1 shall be permitted to extend from the top of this horizontal assembly.

6. Buildings with sloped roofs in accordance with Sec- tion 706.6.2.

706.6.1 Stepped buildings. Where a fire wall serves as an exterior wall for a building and separates buildings having different roof levels, such wall shall terminate at a point not less than 30 inches (762 mm) above the lower roof level, provided the exterior wall for a height of 15 feet (4572 mm) above the lower roof is not less than 1-hour fire-resistance-rated construction from both sides with openings protected by fire assemblies having a fire protec- tion rating of not less than 3/4 hour.

Exception: Where the fire wall terminates at the under- side of the roof sheathing, deck or slab of the lower roof, provided:

1. The lower roof assembly within 10 feet (3048 mm) of the wall has not less than a 1-hour fire- resistance rating and the entire length and span of supporting elements for the rated roof assem- bly has a fire-resistance rating of not less than 1 hour.

2. Openings in the lower roof shall not be located within 10 feet (3048 mm) of the fire wall.

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706.6.2 Buildings with sloped roofs. Where a fire wall serves as an interior wall for a building, and the roof on one side or both sides of the fire wall slopes toward the fire wall at a slope greater than two units vertical in 12 units horizontal (2:12), the fire wall shall extend to a height equal to the height of the roof located 4 feet (1219 mm) from the fire wall plus 30 inches (762 mm). In no case shall the extension of the fire wall be less than 30 inches (762 mm).

706.7 Combustible framing in fire walls. Adjacent combus- tible members entering into a concrete or masonry fire wall from opposite sides shall not have less than a 4-inch (102 mm) distance between embedded ends. Where combustible members frame into hollow walls or walls of hollow units, hollow spaces shall be solidly filled for the full thickness of the wall and for a distance not less than 4 inches (102 mm) above, below and between the structural members, with non- combustible materials approved for fireblocking.

706.8 Openings. Each opening through a fire wall shall be protected in accordance with Section 716.5 and shall not exceed 156 square feet (15 m2). The aggregate width of open- ings at any floor level shall not exceed 25 percent of the length of the wall.

Exceptions:

1. Openings are not permitted in party walls con- structed in accordance with Section 706.1.1.

2. Openings shall not be limited to 156 square feet (15 m2) where both buildings are equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1.

706.9 Penetrations. Penetrations of fire walls shall comply with Section 714.

706.10 Joints. Joints made in or between fire walls shall comply with Section 715.

706.11 Ducts and air transfer openings. Ducts and air transfer openings shall not penetrate fire walls.

Exception: Penetrations by ducts and air transfer openings of fire walls that are not on a lot line shall be allowed pro- vided the penetrations comply with Section 717. The size and aggregate width of all openings shall not exceed the limitations of Section 706.8.

SECTION 707 FIRE BARRIERS

707.1 General. Fire barriers installed as required elsewhere in this code or the Florida Fire Prevention Code shall comply with this section.

707.2 Materials. Fire barriers shall be of materials permitted by the building type of construction.

707.3 Fire-resistance rating. The fire-resistance rating of fire barriers shall comply with this section.

707.3.1 Shaft enclosures. The fire-resistance rating of the fire barrier separating building areas from a shaft shall comply with Section 713.4.

707.3.2 Interior exit stairway and ramp construction. The fire-resistance rating of the fire barrier separating building areas from an interior exit stairway or ramp shall comply with Section 1023.1.

707.3.3 Enclosures for exit access stairways. The fire- resistance rating of the fire barrier separating building areas from an exit access stairway or ramp shall comply with Section 713.4.

707.3.4 Exit passageway. The fire-resistance rating of the fire barrier separating building areas from an exit pas- sageway shall comply with Section 1024.3.

707.3.5 Horizontal exit. The fire-resistance rating of the separation between building areas connected by a horizon- tal exit shall comply with Section 1026.1.

707.3.6 Atriums. The fire-resistance rating of the fire barrier separating atriums shall comply with Section 404.6.

707.3.7 Incidental uses. The fire barrier separating inci- dental uses from other spaces in the building shall have a fire-resistance rating of not less than that indicated in Table 509.

707.3.8 Control areas. Fire barriers separating control areas shall have a fire-resistance rating of not less than that required in Section 414.2.4.

707.3.9 Separated occupancies. Where the provisions of Section 508.4 are applicable, the fire barrier separating mixed occupancies shall have a fire-resistance rating of not less than that indicated in Table 508.4 based on the occupancies being separated.

707.3.10 Fire areas. The fire barriers or horizontal assemblies, or both, separating a single occupancy into different fire areas shall have a fire-resistance rating of not less than that indicated in Table 707.3.10. The fire bar- riers or horizontal assemblies, or both, separating fire areas of mixed occupancies shall have a fire-resistance rating of not less than the highest value indicated in Table 707.3.10 for the occupancies under consideration.

TABLE 707.3.10 FIRE-RESISTANCE RATING REQUIREMENTS FOR

FIRE BARRIER ASSEMBLIES OR HORIZONTAL ASSEMBLIES BETWEEN FIRE AREAS

707.4 Exterior walls. Where exterior walls serve as a part of a required fire-resistance-rated shaft or stairway or ramp enclosure, or separation, such walls shall comply with the requirements of Section 705 for exterior walls and the fire- resistance-rated enclosure or separation requirements shall not apply.

Exception: Exterior walls required to be fire-resistance rated in accordance with Section 1021 for exterior egress

OCCUPANCY GROUP FIRE-RESISTANCE RATING (hours)

H-1, H-2 4

F-1, H-3, S-1 3

A, B, E, F-2, H-4, H-5, I, M, R, S-2

U 1

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balconies, Section 1023.7 for interior exit stairways and ramps and Section 1027.6 for exterior exit stairways and ramp.

707.5 Continuity. Fire barriers shall extend from the top of the foundation or floor/ceiling assembly below to the under- side of the floor or roof sheathing, slab or deck above and shall be securely attached thereto. Such fire barriers shall be continuous through concealed space, such as the space above a suspended ceiling. Joints and voids at intersections shall comply with Sections 707.8 and 707.9

Exceptions:

1. Shaft enclosures shall be permitted to terminate at a top enclosure complying with Section 713.12.

2. Interior exit stairway and ramp enclosures required by Section 1023 and exit access stairway and ramp enclosures required by Section 1019 shall be permit- ted to terminate at a top enclosure complying with Section 713.12.

707.5.1 Supporting construction. The supporting con- struction for a fire barrier shall be protected to afford the required fire-resistance rating of the fire barrier sup- ported. Hollow vertical spaces within a fire barrier shall be fireblocked in accordance with Section 718.2 at every floor level.

Exceptions:

1. The maximum required fire-resistance rating for assemblies supporting fire barriers separating tank storage as provided for in Section 415.9.1.2 shall be 2 hours, but not less than required by Table 601 for the building construction type.

2. Supporting construction for 1-hour fire barriers required by Table 509 in buildings of Type IIB, IIIB and VB construction is not required to be fire-resistance rated unless required by other sec- tions of this code.

707.6 Openings. Openings in a fire barrier shall be protected in accordance with Section 716. Openings shall be limited to a maximum aggregate width of 25 percent of the length of the wall, and the maximum area of any single opening shall not exceed 156 square feet (15 m2). Openings in enclosures for exit access stairways and ramps, interior exit stairways and ramps and exit passageways shall also comply with Sections 1019, 1023.4 and 1024.5, respectively.

Exceptions:

1. Openings shall not be limited to 156 square feet (15 m2) where adjoining floor areas are equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

2. Openings shall not be limited to 156 square feet (15 m2) or an aggregate width of 25 percent of the length of the wall where the opening protective is a fire door serving enclosures for exit access stairways and ramps, and interior exit stairways and ramps.

3. Openings shall not be limited to 156 square feet (15 m2) or an aggregate width of 25 percent of the length

of the wall where the opening protective has been tested in accordance with ASTM E119 or UL 263 and has a minimum fire-resistance rating not less than the fire-resistance rating of the wall.

4. Fire window assemblies permitted in atrium separa- tion walls shall not be limited to a maximum aggre- gate width of 25 percent of the length of the wall.

5. Openings shall not be limited to 156 square feet (15 m2) or an aggregate width of 25 percent of the length of the wall where the opening protective is a fire door assembly in a fire barrier separating an enclo- sure for exit access stairways and ramps, and interior exit stairways and ramps from an exit passageway in accordance with Section 1023.3.1.

707.7 Penetrations. Penetrations of fire barriers shall com- ply with Section 714.

707.7.1 Prohibited penetrations. Penetrations into enclo- sures for exit access stairways and ramps, interior exit stairways and ramps, and exit passageways shall be allowed only where permitted by Sections 1019, 1023.5 and 1024.6, respectively.

707.8 Joints. Joints made in or between fire barriers, and joints made at the intersection of fire barriers with underside of a fire-resistance-rated floor or roof sheathing, slab or deck above, and the exterior vertical wall intersection shall comply with Section 715.

707.9 Voids at intersections. The voids created at the inter- section of a fire barrier and a nonfire-resistance-rated roof assembly or a nonfire-resistance-rated exterior wall assembly shall be filled. An approved material or system shall be used to fill the void, and shall be securely installed in or on the intersection for its entire length so as not to dislodge, loosen or otherwise impair its ability to accommodate expected building movements and to retard the passage of fire and hot gases.

707.10 Ducts and air transfer openings. Penetrations in a fire barrier by ducts and air transfer openings shall comply with Section 717.

SECTION 708 FIRE PARTITIONS

708.1 General. The following wall assemblies shall comply with this section.

1. Separation walls as required by Section 420.2 for Groups I-1, R-1, R-2 and R-3.

2. Walls separating tenant spaces in covered and open mall buildings as required by Section 402.4.2.1.

3. Corridor walls as required by Section 1020.1.

4. Elevator lobby separation as required by Section 3006.2.

5. Egress balconies as required by Section 1019.2

708.2 Materials. The walls shall be of materials permitted by the building type of construction.

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708.3 Fire-resistance rating. Fire partitions shall have a fire- resistance rating of not less than 1 hour.

Exceptions:

1. Corridor walls permitted to have a 1/2-hour fire- resistance rating by Table 1020.1.

2. Dwelling unit and sleeping unit separations in build- ings of Type IIB, IIIB and VB construction shall have fire-resistance ratings of not less than 1/2 hour in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

708.4 Continuity. Fire partitions shall extend from the top of the foundation or floor/ceiling assembly below to the under- side of the floor or roof sheathing, slab or deck above or to the fire-resistance-rated floor/ceiling or roof/ceiling assembly above, and shall be securely attached thereto. In combustible construction where the fire partitions are not required to be continuous to the sheathing, deck or slab, the space between the ceiling and the sheathing, deck or slab above shall be fire- blocked or draftstopped in accordance with Sections 718.2 and 718.3 at the partition line. The supporting construction shall be protected to afford the required fire-resistance rating of the wall supported, except for walls separating tenant spaces in covered and open mall buildings, walls separating dwelling units, walls separating sleeping units and corridor walls, in buildings of Type IIB, IIIB and VB construction.

Exceptions:

1. The wall need not be extended into the crawl space below where the floor above the crawl space has a minimum 1-hour fire-resistance rating.

2. Where the room-side fire-resistance-rated mem- brane of the corridor is carried through to the under- side of the floor or roof sheathing, deck or slab of a fire-resistance-rated floor or roof above, the ceiling of the corridor shall be permitted to be protected by the use of ceiling materials as required for a 1-hour fire-resistance-rated floor or roof system.

3. Where the corridor ceiling is constructed as required for the corridor walls, the walls shall be permitted to terminate at the upper membrane of such ceiling assembly.

4. The fire partitions separating tenant spaces in a cov- ered or open mall building, complying with Section 402.4.2.1, are not required to extend beyond the underside of a ceiling that is not part of a fire-resis- tance-rated assembly. A wall is not required in attic or ceiling spaces above tenant separation walls.

5. Attic fireblocking or draftstopping is not required at the partition line in Group R-2 buildings that do not exceed four stories above grade plane, provided the attic space is subdivided by draftstopping into areas not exceeding 3,000 square feet (279 m2) or above every two dwelling units, whichever is smaller.

6. Fireblocking or draftstopping is not required at the partition line in buildings equipped with an auto- matic sprinkler system installed throughout in accor-

dance with Section 903.3.1.1 or 903.3.1.2, provided that automatic sprinklers are installed in combusti- ble floor/ceiling and roof/ceiling spaces.

708.5 Exterior walls. Where exterior walls serve as a part of a required fire-resistance-rated separation, such walls shall comply with the requirements of Section 705 for exterior walls, and the fire-resistance-rated separation requirements shall not apply.

Exception: Exterior walls required to be fire-resistance rated in accordance with Section 1021.2 for exterior egress balconies, Section 1023.7 for interior exit stairways and ramps and Section 1027.6 for exterior exit stairways and ramps.

708.6 Openings. Openings in a fire partition shall be pro- tected in accordance with Section 716.

708.7 Penetrations. Penetrations of fire partitions shall com- ply with Section 714.

708.8 Joints. Joints made in or between fire partitions shall comply with Section 715.

708.9 Ducts and air transfer openings. Penetrations in a fire partition by ducts and air transfer openings shall comply with Section 717.

SECTION 709 SMOKE BARRIERS

709.1 General. Vertical and horizontal smoke barriers shall comply with this section.

709.2 Materials. Smoke barriers shall be of materials permit- ted by the building type of construction.

709.3 Fire-resistance rating. A 1-hour fire-resistance rating is required for smoke barriers.

Exception: Smoke barriers constructed of minimum 0.10- inch-thick (2.5 mm) steel in Group I-3 buildings.

709.4 Continuity. Smoke barriers shall form an effective membrane continuous from the top of the foundation or floor/ ceiling assembly below to the underside of the floor or roof sheathing, deck or slab above, including continuity through concealed spaces, such as those found above suspended ceil- ings, and interstitial structural and mechanical spaces. The supporting construction shall be protected to afford the required fire-resistance rating of the wall or floor supported in buildings of other than Type IIB, IIIB or VB construction. Smoke barrier walls used to separate smoke compartments shall comply with Section 709.4.1. Smoke-barrier walls used to enclose areas of refuge in accordance with Section 1009.6.4 or to enclose elevator lobbies in accordance with Section 405.4.3, 3007.6.2, or 3008.6.2 shall comply with Sec- tion 709.4.2.

Exception: Smoke-barrier walls are not required in inter- stitial spaces where such spaces are designed and con- structed with ceilings or exterior walls that provide resistance to the passage of fire and smoke equivalent to that provided by the smoke-barrier walls.

709.4.1 Smoke-barrier walls separating smoke com- partments. Smoke-barrier walls used to separate smoke

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compartments shall form an effective membrane continu- ous from outside wall to outside wall.

709.4.2 Smoke-barrier walls enclosing areas of refuge or elevator lobbies. Smoke-barrier walls used to enclose areas of refuge in accordance with Section 1009, or to enclose elevator lobbies in accordance with Section 405.4.3, 3007.6.2, or 3008.6.2, shall form an effective membrane enclosure that terminates at a fire barrier wall having a level of fire protection rating not less than 1 hour, another smoke barrier wall or an outside wall. A smoke and draft control door assembly as specified in Sec- tion 716.5.3.1 shall not be required at each elevator hoist- way door opening or at each exit doorway between an area of refuge and the exit enclosure.

709.5 Openings. Openings in a smoke barrier shall be pro- tected in accordance with Section 716.

Exceptions:

1. In Group I-1 Condition 2, Group I-2 and ambulatory care facilities, where a pair of opposite-swinging doors are installed across a corridor in accordance with Section 709.5.1, the doors shall not be required to be protected in accordance with Section 716. The doors shall be close fitting within operational toler- ances, and shall not have a center mullion or under- cuts in excess of 3/4 inch (19.1 mm), louvers or grilles. The doors shall have head and jamb stops, and astragals or rabbets at meeting edges. Where permitted by the door manufacturer’s listing, posi- tive-latching devices are not required.

2. In Group I-1 Condition 2, Group I-2 and ambulatory care facilities, horizontal sliding doors installed in accordance with Section 1010.1.4.3 and protected in accordance with Section 716.

709.5.1 Group I-2 and ambulatory care facilities. In Group I-2 and ambulatory care facilities, where doors are installed across a corridor, the doors shall be automatic- closing by smoke detection in accordance with Section 716.5.9.3 and shall have a vision panel with fire-protec- tion-rated glazing materials in fire-protection-rated frames, the area of which shall not exceed that tested.

709.6 Penetrations. Penetrations of smoke barriers shall comply with Section 714.

709.7 Joints. Joints made in or between smoke barriers shall comply with Section 715.

709.8 Ducts and air transfer openings. Penetrations in a smoke barrier by ducts and air transfer openings shall comply with Section 717.

SECTION 710 SMOKE PARTITIONS

710.1 General. Smoke partitions installed as required else- where in the code shall comply with this section.

710.2 Materials. The walls shall be of materials permitted by the building type of construction.

710.3 Fire-resistance rating. Unless required elsewhere in the code, smoke partitions are not required to have a fire- resistance rating.

710.4 Continuity. Smoke partitions shall extend from the top of the foundation or floor below to the underside of the floor or roof sheathing, deck or slab above or to the underside of the ceiling above where the ceiling membrane is constructed to limit the transfer of smoke.

710.5 Openings. Openings in smoke partitions shall comply with Sections 710.5.1 and 710.5.2.

710.5.1 Windows. Windows in smoke partitions shall be sealed to resist the free passage of smoke or be automatic- closing upon detection of smoke.

710.5.2 Doors. Doors in smoke partitions shall comply with Sections 710.5.2.1 through 710.5.2.3.

710.5.2.1 Louvers. Doors in smoke partitions shall not include louvers.

710.5.2.2 Smoke and draft control doors. Where required elsewhere in the code, doors in smoke parti- tions shall meet the requirements for a smoke and draft control door assembly tested in accordance with UL 1784. The air leakage rate of the door assembly shall not exceed 3.0 cubic feet per minute per square foot [0.015424 m3/(s • m2)] of door opening at 0.10 inch (24.9 Pa) of water for both the ambient temperature test and the elevated temperature exposure test. Installation of smoke doors shall be in accordance with NFPA 105.

710.5.2.2.1 Smoke and draft control door label- ing. Smoke and draft control doors complying only with UL 1784 shall be permitted to show the letter “S” on the manufacturer’s labeling.

710.5.2.3 Self- or automatic-closing doors. Where required elsewhere in the code, doors in smoke parti- tions shall be self- or automatic-closing by smoke detection in accordance with Section 716.5.9.3.

710.6 Penetrations. The space around penetrating items shall be filled with an approved material to limit the free passage of smoke.

710.7 Joints. Joints shall be filled with an approved material to limit the free passage of smoke.

710.8 Ducts and air transfer openings. The space around a duct penetrating a smoke partition shall be filled with an approved material to limit the free passage of smoke. Air transfer openings in smoke partitions shall be provided with a smoke damper complying with Section 717.3.2.2.

Exception: Where the installation of a smoke damper will interfere with the operation of a required smoke control system in accordance with Section 909, approved alterna- tive protection shall be utilized.

SECTION 711 FLOOR AND ROOF ASSEMBLIES

711.1 General. Horizontal assemblies shall comply with Section 711.2. Nonfire-resistance-rated floor and roof assem- blies shall comply with Section 711.3.

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711.2 Horizontal assemblies. Horizontal assemblies shall comply with Sections 711.2.1 through 711.2.6.

711.2.1 Materials. Assemblies shall be of materials per- mitted by the building type of construction.

711.2.2 Continuity. Assemblies shall be continuous with- out vertical openings, except as permitted by this section and Section 712.

711.2.3 Supporting construction. The supporting con- struction shall be protected to afford the required fire- resistance rating of the horizontal assembly supported.

Exception: In buildings of Type IIB, IIIB or VB con- struction, the construction supporting the horizontal assembly is not required to be fire-resistance rated at the following:

1. Horizontal assemblies at the separations of inci- dental uses as specified by Table 509 provided the required fire-resistance rating does not exceed 1 hour.

2. Horizontal assemblies at the separations of dwell- ing units and sleeping units as required by Sec- tion 420.3.

3. Horizontal assemblies at smoke barriers con- structed in accordance with Section 709.

711.2.4 Fire-resistance rating. The fire-resistance rating of horizontal assemblies shall comply with Sections 711.2.4.1 through 711.2.4.6 but shall be not less than that required by the building type of construction.

711.2.4.1 Separating mixed occupancies. Where the horizontal assembly separates mixed occupancies, the assembly shall have a fire-resistance rating of not less than that required by Section 508.4 based on the occu- pancies being separated.

711.2.4.2 Separating fire areas. Where the horizontal assembly separates a single occupancy into different fire areas, the assembly shall have a fire-resistance rat- ing of not less than that required by Section 707.3.10.

711.2.4.3 Dwelling units and sleeping units. Horizon- tal assemblies serving as dwelling or sleeping unit sep- arations in accordance with Section 420.3 shall be not less than 1-hour fire-resistance-rated construction.

Exception: Horizontal assemblies separating dwell- ing units and sleeping units shall be not less than 1/2- hour fire-resistance-rated construction in a building of Type IIB, IIIB and VB construction, where the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

711.2.4.4 Separating smoke compartments. Where the horizontal assembly is required to be a smoke bar- rier, the assembly shall comply with Section 709.

711.2.4.5 Separating incidental uses. Where the hori- zontal assembly separates incidental uses from the remainder of the building, the assembly shall have a fire-resistance rating of not less than that required by Section 509.

711.2.4.6 Other separations. Where a horizontal assembly is required by other sections of this code, the assembly shall have a fire-resistance rating of not less than that required by that section.

711.2.5 Ceiling panels. Where the weight of lay-in ceiling panels, used as part of fire-resistance-rated floor/ceiling or roof/ceiling assemblies, is not adequate to resist an upward force of 1 pound per square foot (48 Pa), wire or other approved devices shall be installed above the panels to prevent vertical displacement under such upward force.

711.2.6 Unusable space. In 1-hour fire-resistance-rated floor/ceiling assemblies, the ceiling membrane is not required to be installed over unusable crawl spaces. In 1- hour fire-resistance-rated roof assemblies, the floor mem- brane is not required to be installed where unusable attic space occurs above.

711.3 Nonfire-resistance-rated floor and roof assemblies. Nonfire-resistance-rated floor, floor/ceiling, roof and roof/ ceiling assemblies shall comply with Sections 711.3.1 and 711.3.2.

711.3.1 Materials. Assemblies shall be of materials per- mitted by the building type of construction.

711.3.2 Continuity. Assemblies shall be continuous with- out vertical openings, except as permitted by Section 712.

SECTION 712 VERTICAL OPENINGS

712.1 General. Each vertical opening shall comply in accor- dance with one of the protection methods in Sections 712.1.1 through 712.1.16.

712.1.1 Shaft enclosures. Vertical openings contained entirely within a shaft enclosure complying with Section 713 shall be permitted.

712.1.2 Individual dwelling unit. Unconcealed vertical openings totally within an individual residential dwelling unit and connecting four stories or less shall be permitted.

712.1.3 Escalator openings. Where a building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, vertical openings for escalators shall be permitted where protected in accor- dance with Section 712.1.3.1 or 712.1.3.2.

712.1.3.1 Opening size. Protection by a draft curtain and closely spaced sprinklers in accordance with NFPA 13 shall be permitted where the area of the vertical opening between stories does not exceed twice the hor- izontal projected area of the escalator. In other than Groups B and M, this application is limited to openings that do not connect more than four stories.

712.1.3.2 Automatic shutters. Protection of the verti- cal opening by approved shutters at every penetrated floor shall be permitted in accordance with this section. The shutters shall be of noncombustible construction and have a fire-resistance rating of not less than 1.5 hours. The shutter shall be so constructed as to close immediately upon the actuation of a smoke detector installed in accordance with Section 907.3.1 and shall

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completely shut off the well opening. Escalators shall cease operation when the shutter begins to close. The shutter shall operate at a speed of not more than 30 feet per minute (152.4 mm/s) and shall be equipped with a sensitive leading edge to arrest its progress where in contact with any obstacle, and to continue its progress on release there from.

712.1.4 Penetrations. Penetrations, concealed and uncon- cealed, shall be permitted where protected in accordance with Section 714.

712.1.5 Joints. Joints shall be permitted where complying with Section 712.1.5.1 or 712.1.5.2, as applicable.

712.1.5.1 Joints in or between horizontal assemblies. Joints made in or between horizontal assemblies shall comply with Section 715. The void created at the inter- section of a floor/ceiling assembly and an exterior cur- tain wall assembly shall be permitted where protected in accordance with Section 715.4.

712.1.5.2 Joints in or between nonfire-resistance- rated floor assemblies. Joints in or between floor assemblies without a required fire-resistance rating shall be permitted where they comply with one of the following:

1. The joint shall be concealed within the cavity of a wall.

2. The joint shall be located above a ceiling.

3. The joint shall be sealed, treated or covered with an approved material or system to resist the free passage of flame and the products of combustion.

Exception: Joints meeting one of the exceptions listed in Section 715.1.

712.1.6 Ducts and air transfer openings. Penetrations by ducts and air transfer openings shall be protected in accor- dance with Section 717. Grease ducts shall be protected in accordance with the Florida Building Code, Mechanical.

712.1.7 Atriums. In other than Group H occupancies, atri- ums complying with Section 404 shall be permitted.

712.1.8 Masonry chimney. Approved vertical openings for masonry chimneys shall be permitted where the annu- lar space is fireblocked at each floor level in accordance with Section 718.2.5.

712.1.9 Two-story openings. In other than Groups I-2 and I-3, a vertical opening that is not used as one of the appli- cations listed in this section shall be permitted if the open- ing complies with all of the items below:

1. Does not connect more than two stories.

2. Does not penetrate a horizontal assembly that sepa- rates fire areas or smoke barriers that separate smoke compartments.

3. Is not concealed within the construction of a wall or a floor/ceiling assembly.

4. Is not open to a corridor in Group I and R occupan- cies.

5. Is not open to a corridor on nonsprinklered floors.

6. Is separated from floor openings and air transfer openings serving other floors by construction con- forming to required shaft enclosures.

712.1.10 Parking garages. Vertical openings in parking garages for automobile ramps, elevators and duct systems shall comply with Section 712.1.10.1, 712.1.10.2 or 712.1.10.3, as applicable.

712.1.10.1 Automobile ramps. Vertical openings for automobile ramps in open and enclosed parking garages shall be permitted where constructed in accor- dance with Sections 406.5 and 406.6, respectively.

712.1.10.2 Elevators. Vertical openings for elevator hoistways in open or enclosed parking garages that serve only the parking garage, and complying with Sec- tions 406.5 and 406.6, respectively, shall be permitted.

712.1.10.3 Duct systems. Vertical openings for mechanical exhaust or supply duct systems in open or enclosed parking garages complying with Sections 406.5 and 406.6, respectively, shall be permitted to be unenclosed where such duct system is contained within and serves only the parking garage.

712.1.11 Mezzanine. Vertical openings between a mezza- nine complying with Section 505 and the floor below shall be permitted.

712.1.12 Exit access stairways and ramps. Vertical openings containing exit access stairways or ramps in accordance with Section 1019 shall be permitted.

712.1.13 Openings. Vertical openings for floor fire doors and access doors shall be permitted where protected by Section 712.1.13.1 or 712.1.13.2.

712.1.13.1 Horizontal fire door assemblies. Horizon- tal fire door assemblies used to protect openings in fire- resistance-rated horizontal assemblies shall be tested in accordance with NFPA 288, and shall achieve a fire- resistance rating not less than the assembly being pene- trated. Horizontal fire door assemblies shall be labeled by an approved agency. The label shall be permanently affixed and shall specify the manufacturer, the test stan- dard and the fire-resistance rating.

712.1.13.2 Access doors. Access doors shall be permit- ted in ceilings of fire-resistance-rated floor/ceiling and roof/ceiling assemblies, provided such doors are tested in accordance with ASTM E119 or UL 263 as horizon- tal assemblies and labeled by an approved agency for such purpose.

712.1.14 Group I-3. In Group I-3 occupancies, vertical openings shall be permitted in accordance with Section 408.5.

712.1.15 Skylights. Skylights and other penetrations through a fire-resistance-rated roof deck or slab are per- mitted to be unprotected, provided that the structural integrity of the fire-resistance-rated roof assembly is maintained. Unprotected skylights shall not be permitted in roof assemblies required to be fire-resistance rated in accordance with Section 705.8.6. The supporting con-

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struction shall be protected to afford the required fire- resistance rating of the horizontal assembly supported.

712.1.16 Openings otherwise permitted. Vertical open- ings shall be permitted where allowed by other sections of this code.

SECTION 713 SHAFT ENCLOSURES

713.1 General. The provisions of this section shall apply to shafts required to protect openings and penetrations through floor/ceiling and roof/ceiling assemblies. Interior exit stair- ways and ramps shall be enclosed in accordance with Section 1023.

713.2 Construction. Shaft enclosures shall be constructed as fire barriers in accordance with Section 707 or horizontal assemblies in accordance with Section 711, or both.

713.3 Materials. The shaft enclosure shall be of materials permitted by the building type of construction.

713.4 Fire-resistance rating. Shaft enclosures shall have a fire-resistance rating of not less than 2 hours where connect- ing four stories or more, and not less than 1 hour where con- necting less than four stories. The number of stories connected by the shaft enclosure shall include any basements but not any mezzanines. Shaft enclosures shall have a fire- resistance rating not less than the floor assembly penetrated, but need not exceed 2 hours. Shaft enclosures shall meet the requirements of Section 703.2.1.

713.5 Continuity. Shaft enclosures shall be constructed as fire barriers in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both, and shall have continuity in accordance with Section 707.5 for fire barriers or Section 711.2.2 for horizontal assemblies, as applicable.

713.6 Exterior walls. Where exterior walls serve as a part of a required shaft enclosure, such walls shall comply with the requirements of Section 705 for exterior walls and the fire- resistance-rated enclosure requirements shall not apply.

713.7 Openings. Openings in a shaft enclosure shall be pro- tected in accordance with Section 716 as required for fire barriers. Doors shall be self- or automatic-closing by smoke detection in accordance with Section 716.5.9.3.

713.7.1 Prohibited openings. Openings other than those necessary for the purpose of the shaft shall not be permit- ted in shaft enclosures.

713.8 Penetrations. Penetrations in a shaft enclosure shall be protected in accordance with Section 714 as required for fire barriers. Structural elements, such as beams or joists, where protected in accordance with Section 714 shall be permitted to penetrate a shaft enclosure.

713.8.1 Prohibited penetrations. Penetrations other than those necessary for the purpose of the shaft shall not be permitted in shaft enclosures.

713.9 Joints. Joints in a shaft enclosure shall comply with Section 715.

713.10 Duct and air transfer openings. Penetrations of a shaft enclosure by ducts and air transfer openings shall com- ply with Section 717.

713.11 Enclosure at the bottom. Shafts that do not extend to the bottom of the building or structure shall comply with one of the following:

1. They shall be enclosed at the lowest level with con- struction of the same fire-resistance rating as the low- est floor through which the shaft passes, but not less than the rating required for the shaft enclosure.

2. They shall terminate in a room having a use related to the purpose of the shaft. The room shall be separated from the remainder of the building by fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. The fire-resistance rating and opening protec- tives shall be not less than the protection required for the shaft enclosure.

3. They shall be protected by approved fire dampers installed in accordance with their listing at the lowest floor level within the shaft enclosure.

Exceptions:

1. The fire-resistance-rated room separation is not required, provided there are no openings in or pene- trations of the shaft enclosure to the interior of the building except at the bottom. The bottom of the shaft shall be closed off around the penetrating items with materials permitted by Section 718.3.1 for draftstopping, or the room shall be provided with an approved automatic sprinkler system.

2. A shaft enclosure containing a waste or linen chute shall not be used for any other purpose and shall dis- charge in a room protected in accordance with Sec- tion 713.13.4.

3. The fire-resistance-rated room separation and the protection at the bottom of the shaft are not required provided there are no combustibles in the shaft and there are no openings or other penetrations through the shaft enclosure to the interior of the building.

713.12 Enclosure at top. A shaft enclosure that does not extend to the underside of the roof sheathing, deck or slab of the building shall be enclosed at the top with construction of the same fire-resistance rating as the topmost floor pene- trated by the shaft, but not less than the fire-resistance rating required for the shaft enclosure.

713.13 Waste and linen chutes and incinerator rooms. Waste and linen chutes shall comply with the provisions of NFPA 82, Chapter 5 and shall meet the requirements of Sec- tions 713.13.1 through 713.13.6. Incinerator rooms shall meet the provisions of Sections 713.13.4 through 713.13.5.

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Exception: Chutes serving and contained within a single dwelling unit.

713.13.1 Waste and linen. A shaft enclosure containing a recycling, or waste or linen chute shall not be used for any other purpose and shall be enclosed in accordance with Section 713.4. Openings into the shaft, from access rooms and discharge rooms, shall be protected in accordance with this section and Section 716. Openings into chutes shall not be located in corridors. Doors into chutes shall be self-closing. Discharge doors shall be self- or auto- matic-closing upon the actuation of a smoke detector in accordance with Section 716.5.9.3, except that heat-acti- vated closing devices shall be permitted between the shaft and the discharge room.

713.13.2 Materials. A shaft enclosure containing a waste, recycling, or linen chute shall be constructed of materials as permitted by the building type of construction.

713.13.3 Chute access rooms. Access openings for waste or linen chutes shall be located in rooms or compartments enclosed by not less than 1-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. Openings into the access rooms shall be protected by opening protectives having a fire protection rating of not less than 3/4 hour. Doors shall be self- or automatic-closing upon the detection of smoke in accordance with Section 716.5.9.3.

713.13.4 Chute discharge room. Waste or linen chutes shall discharge into an enclosed room separated by fire barriers with a fire-resistance rating not less than the required fire rating of the shaft enclosure and constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. Openings into the discharge room from the remainder of the building shall be protected by opening protectives hav- ing a fire protection rating equal to the protection required for the shaft enclosure. Doors shall be self- or automatic- closing upon the detection of smoke in accordance with Section 716.5.9.3. Waste chutes shall not terminate in an incinerator room. Waste and linen rooms that are not pro- vided with chutes need only comply with Table 509.

713.13.5 Incinerator room. Incinerator rooms shall com- ply with Table 509.

713.13.6 Automatic sprinkler system. An approved automatic sprinkler system shall be installed in accordance with Section 903.2.11.2.

713.14 Elevator, dumbwaiter and other hoistways. Eleva- tor, dumbwaiter and other hoistway enclosures shall be con- structed in accordance with Section 713 and Chapter 30.

SECTION 714 PENETRATIONS

714.1 Scope. The provisions of this section shall govern the materials and methods of construction used to protect through penetrations and membrane penetrations of horizon- tal assemblies and fire-resistance-rated wall assemblies.

714.1.1 Ducts and air transfer openings. Penetrations of fire-resistance-rated walls by ducts that are not protected with dampers shall comply with Sections 714.2 through 714.3.3. Penetrations of horizontal assemblies not pro- tected with a shaft as permitted by Section 717.6, and not required to be protected with fire dampers by other sec- tions of this code, shall comply with Sections 714.4 through 714.5.2. Ducts and air transfer openings that are protected with dampers shall comply with Section 717.

714.2 Installation details. Where sleeves are used, they shall be securely fastened to the assembly penetrated. The space between the item contained in the sleeve and the sleeve itself and any space between the sleeve and the assembly pene- trated shall be protected in accordance with this section. Insu- lation and coverings on or in the penetrating item shall not penetrate the assembly unless the specific material used has been tested as part of the assembly in accordance with this section.

714.3 Fire-resistance-rated walls. Penetrations into or through fire walls, fire barriers, smoke barrier walls and fire partitions shall comply with Sections 714.3.1 through 714.3.3. Penetrations in smoke barrier walls shall also com- ply with Section 714.4.4.

714.3.1 Through penetrations. Through penetrations of fire-resistance-rated walls shall comply with Section 714.3.1.1 or 714.3.1.2.

Exception: Where the penetrating items are steel, fer- rous or copper pipes, tubes or conduits, the annular space between the penetrating item and the fire-resis- tance-rated wall is permitted to be protected by either of the following measures:

1. In concrete or masonry walls where the penetrat- ing item is a maximum 6-inch (152 mm) nominal diameter and the area of the opening through the wall does not exceed 144 square inches (0.0929 m2), concrete, grout or mortar is permitted where installed the full thickness of the wall or the thickness required to maintain the fire-resistance rating.

2. The material used to fill the annular space shall prevent the passage of flame and hot gases suffi- cient to ignite cotton waste when subjected to ASTM E119 or UL 263 time-temperature fire conditions under a minimum positive pressure differential of 0.01 inch (2.49 Pa) of water at the location of the penetration for the time period equivalent to the fire-resistance rating of the con- struction penetrated.

714.3.1.1 Fire-resistance-rated assemblies. Penetra- tions shall be installed as tested in an approved fire- resistance-rated assembly.

714.3.1.2 Through-penetration firestop system. Through penetrations shall be protected by an approved penetration firestop system installed as tested in accordance with ASTM E814 or UL 1479, with a minimum positive pressure differential of 0.01 inch (2.49 Pa) of water and shall have an F rating of not less

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than the required fire-resistance rating of the wall pen- etrated.

714.3.2 Membrane penetrations. Membrane penetra- tions shall comply with Section 714.3.1. Where walls or partitions are required to have a fire-resistance rating, recessed fixtures shall be installed such that the required fire resistance will not be reduced.

Exceptions:

1. Membrane penetrations of maximum 2-hour fire- resistance-rated walls and partitions by steel elec- trical boxes that do not exceed 16 square inches (0.0 103 m2) in area, provided the aggregate area of the openings through the membrane does not exceed 100 square inches (0.0645 m2) in any 100 square feet (9.29 m2) of wall area. The annular space between the wall membrane and the box shall not exceed 1/8 inch (3.2 mm). Such boxes on opposite sides of the wall or partition shall be separated by one of the following:

1.1. By a horizontal distance of not less than 24 inches (610 mm) where the wall or partition is constructed with individual noncommunicating stud cavities;

1.2. By a horizontal distance of not less than the depth of the wall cavity where the wall cavity is filled with cellulose loose- fill, rockwool or slag mineral wool insula- tion;

1.3. By solid fireblocking in accordance with Section 718.2.1;

1.4. By protecting both outlet boxes with listed putty pads; or

1.5. By other listed materials and methods.

2. Membrane penetrations by listed electrical boxes of any material, provided such boxes have been tested for use in fire-resistance-rated assemblies and are installed in accordance with the instruc- tions included in the listing. The annular space between the wall membrane and the box shall not exceed 1/8 inch (3.2 mm) unless listed otherwise. Such boxes on opposite sides of the wall or parti- tion shall be separated by one of the following:

2.1. By the horizontal distance specified in the listing of the electrical boxes;

2.2. By solid fireblocking in accordance with Section 718.2.1;

2.3. By protecting both boxes with listed putty pads; or

2.4. By other listed materials and methods.

3. Membrane penetrations by electrical boxes of any size or type, that have been listed as part of a wall opening protective material system for use in fire-resistance-rated assemblies and are installed in accordance with the instructions included in the listing.

4. Membrane penetrations by boxes other than elec- trical boxes, provided such penetrating items and the annular space between the wall membrane and the box, are protected by an approved mem- brane penetration firestop system installed as tested in accordance with ASTM E814 or UL 1479, with a minimum positive pressure differen- tial of 0.01 inch (2.49 Pa) of water, and shall have an F and T rating of not less than the required fire-resistance rating of the wall penetrated and be installed in accordance with their listing.

5. The annular space created by the penetration of an automatic sprinkler, provided it is covered by a metal escutcheon plate.

6. Membrane penetrations of maximum 2-hour fire resistance-rated walls and partitions by steel electrical boxes that exceed 16 square inches (0.0 103 m2) in area, or steel electrical boxes of any size having an aggregate area through the mem- brane exceeding 100 square inches (0.0645 m2) in any 100 square feet (9.29 m2) of wall area, pro- vided such penetrating items are protected by listed putty pads or other listed materials and methods, and installed in accordance with the listing.

714.3.3 Dissimilar materials. Noncombustible penetrat- ing items shall not connect to combustible items beyond the point of firestopping unless it can be demonstrated that the fire-resistance integrity of the wall is maintained.

714.4 Horizontal assemblies. Penetrations of a fire-resis- tance-rated floor, floor/ceiling assembly or the ceiling mem- brane of a roof/ceiling assembly not required to be enclosed in a shaft by Section 712.1 shall be protected in accordance with Sections 714.4.1 through 714.4.4.

714.4.1 Through penetrations. Through penetrations of horizontal assemblies shall comply with Section 714.4.1.1 or 714.4.1.2.

Exceptions:

1. Penetrations by steel, ferrous or copper con- duits, pipes, tubes or vents or concrete or masonry items through a single fire-resis- tance-rated floor assembly where the annular space is protected with materials that prevent the passage of flame and hot gases sufficient to ignite cotton waste when subjected to ASTM E119 or UL 263 time-temperature fire conditions under a minimum positive pressure differential of 0.01 inch (2.49 Pa) of water at the location of the penetration for the time period equivalent to the fire-resistance rating of the construction penetrated. Penetrating items with a maximum 6-inch (152 mm) nom- inal diameter shall not be limited to the pene- tration of a single fire-resistance-rated floor assembly, provided the aggregate area of the openings through the assembly does not exceed 144 square inches (92 900 mm2) in any 100 square feet (9.3 m2) of floor area.

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2. Penetrations in a single concrete floor by steel, ferrous or copper conduits, pipes, tubes or vents with a maximum 6-inch (152 mm) nom- inal diameter, provided the concrete, grout or mortar is installed the full thickness of the floor or the thickness required to maintain the fire-resistance rating. The penetrating items shall not be limited to the penetration of a sin- gle concrete floor, provided the area of the opening through each floor does not exceed 144 square inches (92 900 mm2).

3. Penetrations by listed electrical boxes of any material, provided such boxes have been tested for use in fire-resistance-rated assem- blies and installed in accordance with the instructions included in the listing.

714.4.1.1 Installation. Through penetrations shall be installed as tested in the approved fire-resistance-rated assembly.

714.4.1.2 Through-penetration firestop system. Through penetrations shall be protected by an approved through-penetration firestop system installed and tested in accordance with ASTM E814 or UL 1479, with a minimum positive pressure differential of 0.01 inch of water (2.49 Pa). The system shall have an F rat- ing/T rating of not less than 1 hour but not less than the required rating of the floor penetrated.

Exceptions:

1. Floor penetrations contained and located within the cavity of a wall above the floor or below the floor do not require a T rating.

2. Floor penetrations by floor drains, tub drains or shower drains contained and located within the concealed space of a hor- izontal assembly do not require a T rating.

3. Floor penetrations of maximum 4-inch (102 mm) nominal diameter penetrating directly into metal-enclosed electrical power switchgear do not require a T rating.

714.4.2 Membrane penetrations. Penetrations of mem- branes that are part of a horizontal assembly shall comply with Section 714.4.1.1 or 714.4.1.2. Where floor/ceiling assemblies are required to have a fire-resistance rating, recessed fixtures shall be installed such that the required fire resistance will not be reduced.

Exceptions:

1. Membrane penetrations by steel, ferrous or cop- per conduits, pipes, tubes or vents, or concrete or masonry items where the annular space is pro- tected either in accordance with Section 714.4.1 or to prevent the free passage of flame and the products of combustion. The aggregate area of the openings through the membrane shall not exceed 100 square inches (64 500 mm2) in any 100 square feet (9.3 m2) of ceiling area in assem- blies tested without penetrations.

2. Ceiling membrane penetrations of maximum 2- hour horizontal assemblies by steel electrical boxes that do not exceed 16 square inches (10 323 mm2) in area, provided the aggregate area of such penetrations does not exceed 100 square inches (44 500 mm2) in any 100 square feet (9.29 m2) of ceiling area, and the annular space between the ceiling membrane and the box does not exceed 1/8 inch (3.2 mm).

3. Membrane penetrations by electrical boxes of any size or type, that have been listed as part of an opening protective material system for use in horizontal assemblies and are installed in accor- dance with the instructions included in the listing.

4. Membrane penetrations by listed electrical boxes of any material, provided such boxes have been tested for use in fire-resistance-rated assemblies and are installed in accordance with the instruc- tions included in the listing. The annular space between the ceiling membrane and the box shall not exceed 1/8 inch (3.2 mm) unless listed other- wise.

5. The annular space created by the penetration of a fire sprinkler, provided it is covered by a metal escutcheon plate.

6. Noncombustible items that are cast into concrete building elements and that do not penetrate both top and bottom surfaces of the element.

7. The ceiling membrane of 1- and 2-hour fire-resis- tance-rated horizontal assemblies is permitted to be interrupted with the double wood top plate of a wall assembly that is sheathed with Type X gyp- sum wallboard, provided that all penetrating items through the double top plates are protected in accordance with Section 714.4.1.1 or 714.4.1.2 and the ceiling membrane is tight to the top plates.

714.4.3 Dissimilar materials. Noncombustible penetrat- ing items shall not connect to combustible materials beyond the point of firestopping unless it can be demon- strated that the fire-resistance integrity of the horizontal assembly is maintained.

714.4.4 Penetrations in smoke barriers. Penetrations in smoke barriers shall be protected by an approved through- penetration firestop system installed and tested in accor- dance with the requirements of UL 1479 for air leakage. The L rating of the system measured at 0.30 inch (7.47 Pa) of water in both the ambient temperature and elevated temperature tests shall not exceed:

1. 5.0 cfm per square foot (0.025 m3/ s · m2) of penetra- tion opening for each through-penetration firestop system; or

2. A total cumulative leakage of 50 cfm (0.024 m3/s) for any 100 square feet (9.3 m2) of wall area, or floor area.

714.5 Nonfire-resistance-rated assemblies. Penetrations of nonfire-resistance-rated floor or floor/ceiling assemblies or

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the ceiling membrane of a nonfire-resistance-rated roof/ceil- ing assembly shall meet the requirements of Section 713 or shall comply with Section 714.5.1 or 714.5.2.

714.5.1 Noncombustible penetrating items. Noncom- bustible penetrating items that connect not more than five stories are permitted, provided that the annular space is filled to resist the free passage of flame and the products of combustion with an approved noncombustible material or with a fill, void or cavity material that is tested and clas- sified for use in through-penetration firestop systems.

714.5.2 Penetrating items. Penetrating items that connect not more than two stories are permitted, provided that the annular space is filled with an approved material to resist the free passage of flame and the products of combustion.

SECTION 715 FIRE-RESISTANT JOINT SYSTEMS

715.1 General. Joints installed in or between fire-resistance- rated walls, floor or floor/ceiling assemblies and roofs or roof/ceiling assemblies shall be protected by an approved fire-resistant joint system designed to resist the passage of fire for a time period not less than the required fire-resistance rating of the wall, floor or roof in or between which the sys- tem is installed. Fire-resistant joint systems shall be tested in accordance with Section 715.3.

Exception: Fire-resistant joint systems shall not be required for joints in all of the following locations:

1. Floors within a single dwelling unit.

2. Floors where the joint is protected by a shaft enclo- sure in accordance with Section 713.

3. Floors within atriums where the space adjacent to the atrium is included in the volume of the atrium for smoke control purposes.

4. Floors within malls.

5. Floors and ramps within open and enclosed parking garages or structures constructed in accordance with Sections 406.5 and 406.6, respectively.

6. Mezzanine floors.

7. Walls that are permitted to have unprotected open- ings.

8. Roofs where openings are permitted.

9. Control joints not exceeding a maximum width of 0.625 inch (15.9 mm) and tested in accordance with ASTM E119 or UL 263.

715.1.1 Curtain wall assembly. The void created at the intersection of a floor/ceiling assembly and an exterior curtain wall assembly shall be protected in accordance with Section 715.4.

715.2 Installation. A fire-resistant joint system shall be securely installed in accordance with the listing criteria in or on the joint for its entire length so as not to dislodge, loosen or otherwise impair its ability to accommodate expected building movements and to resist the passage of fire and hot gases.

715.3 Fire test criteria. Fire-resistant joint systems shall be tested in accordance with the requirements of either ASTM E1966 or UL 2079. Nonsymmetrical wall joint systems shall be tested with both faces exposed to the furnace, and the assigned fire-resistance rating shall be the shortest duration obtained from the two tests. Where evidence is furnished to show that the wall was tested with the least fire-resistant side exposed to the furnace, subject to acceptance of the building official, the wall need not be subjected to tests from the oppo- site side.

Exception: For exterior walls with a horizontal fire sepa- ration distance greater than 5 feet (1524 mm), the joint system shall be required to be tested for interior fire expo- sure only.

715.4 Exterior curtain wall/floor intersection. Where fire resistance-rated floor or floor/ceiling assemblies are required, voids created at the intersection of the exterior curtain wall assemblies and such floor assemblies shall be sealed with an approved system to prevent the interior spread of fire. Such systems shall be securely installed and tested in accordance with ASTM E2307 to provide an F rating for a time period not less than the fire-resistance rating of the floor assembly. Height and fire-resistance requirements for curtain wall span- drels shall comply with Section 705.8.5.

Exception: Voids created at the intersection of the exte- rior curtain wall assemblies and such floor assemblies where the vision glass extends to the finished floor level shall be permitted to be sealed with an approved material to prevent the interior spread of fire. Such material shall be securely installed and capable of preventing the passage of flame and hot gases sufficient to ignite cotton waste where subjected to ASTM E119 time-temperature fire conditions under a minimum positive pressure differential of 0.01 inch (0.254 mm) of water column (2.5 Pa) for the time period not less than the fire-resistance rating of the floor assembly.

715.4.1 Exterior curtain wall/nonfire-resistance-rated floor assembly intersections. Voids created at the inter- section of exterior curtain wall assemblies and nonfire- resistance-rated floor or floor/ceiling assemblies shall be sealed with an approved material or system to retard the interior spread of fire and hot gases between stories.

715.4.2 Exterior curtain wall/vertical fire barrier inter- sections. Voids created at the intersection of nonfire-resis- tance-rated exterior curtain wall assemblies and fire barriers shall be filled. An approved material or system shall be used to fill the void and shall be securely installed in or on the intersection for its entire length so as not to dislodge, loosen or otherwise impair its ability to accom- modate expected building movements and to retard the passage of fire and hot gases.

715.5 Spandrel wall. Height and fire-resistance requirements for curtain wall spandrels shall comply with Section 705.8.5. Where Section 705.8.5 does not require a fire-resistance- rated spandrel wall, the requirements of Section 715.4 shall still apply to the intersection between the spandrel wall and the floor.

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715.6 Fire-resistant joint systems in smoke barriers. Fire- resistant joint systems in smoke barriers, and joints at the intersection of a horizontal smoke barrier and an exterior cur- tain wall, shall be tested in accordance with the requirements of UL 2079 for air leakage. The L rating of the joint system shall not exceed 5 cfm per linear foot (0.00775 m3/s m) of joint at 0.30 inch (7.47 Pa) of water for both the ambient tem- perature and elevated temperature tests.

SECTION 716 OPENING PROTECTIVES

716.1 General. Opening protectives required by other sec- tions of this code shall comply with the provisions of this sec- tion.

716.2 Fire-resistance-rated glazing. Fire-resistance-rated glazing tested as part of a fire-resistance-rated wall or floor/ ceiling assembly in accordance with ASTM E119 or UL 263 and labeled in accordance with Section 703.6 shall not other- wise be required to comply with this section where used as part of a wall or floor/ceiling assembly. Fire-resistance-rated glazing shall be permitted in fire door and fire window assem- blies where tested and installed in accordance with their list- ings and where in compliance with the requirements of this section.

716.3 Marking fire-rated glazing assemblies. Fire-rated glazing assemblies shall be marked in accordance with Tables 716.3, 716.5 and 716.6.

716.3.1 Fire-rated glazing identification. For fire-rated glazing, the label shall bear the identification required in Tables 716.3 and 716.5. “D” indicates that the glazing is permitted to be used in fire door assemblies and that the glazing meets the fire protection requirements of NFPA 252. “H” shall indicate that the glazing meets the hose stream requirements of NFPA 252. “T” shall indicate that the glazing meets the temperature requirements of Section 716.5.5.1. The placeholder “XXX” represents the fire-rat- ing period, in minutes.

716.3.2 Fire-protection-rated glazing identification. For fire-protection-rated glazing, the label shall bear the fol- lowing identification required in Tables 716.3 and 716.6: “OH – XXX.” “OH” indicates that the glazing meets both the fire protection and the hose-stream requirements of NFPA 257 or UL 9 and is permitted to be used in fire win-

dow openings. The placeholder “XXX” represents the fire-rating period, in minutes.

716.3.3 Fire-rated glazing that exceeds the code requirements. Fire-rated glazing assemblies marked as complying with hose stream requirements (H) shall be per- mitted in applications that do not require compliance with hose stream requirements. Fire-rated glazing assemblies marked as complying with temperature rise requirements (T) shall be permitted in applications that do not require compliance with temperature rise requirements. Fire-rated glazing assemblies marked with ratings (XXX) that exceed the ratings required by this code shall be permitted.

716.4 Alternative methods for determining fire protection ratings. The application of any of the alternative methods listed in this section shall be based on the fire exposure and acceptance criteria specified in NFPA 252, NFPA 257 or UL 9. The required fire resistance of an opening protective shall be permitted to be established by any of the following meth- ods or procedures:

1. Designs documented in approved sources.

2. Calculations performed in an approved manner.

3. Engineering analysis based on a comparison of opening protective designs having fire protection ratings as determined by the test procedures set forth in NFPA 252, NFPA 257 or UL 9.

4. Alternative protection methods as allowed by Section 104.11.

716.5 Fire door and shutter assemblies. Approved fire door and fire shutter assemblies shall be constructed of any mate- rial or assembly of component materials that conforms to the test requirements of Section 716.5.1, 716.5.2 or 716.5.3 and the fire protection rating indicated in Table 716.5. Fire door frames with transom lights, sidelights or both shall be permit- ted in accordance with Section 716.5.6. Fire door assemblies and shutters shall be installed in accordance with the provi- sions of this section and NFPA 80.

Exceptions:

1. Labeled protective assemblies that conform to the requirements of this section or UL 10A, UL 14B and UL 14C for tin-clad fire door assemblies.

2. Floor fire door assemblies in accordance with Sec- tion 712.1.13.1.

TABLE 716.3 MARKING FIRE-RATED GLAZING ASSEMBLIES

For SI: ºC = [(ºF) - 32]/1.8.

FIRE TEST STANDARD MARKING DEFINITION OF MARKING

ASTM E119 or UL 263 W Meets wall assembly criteria.

NFPA 257 or UL 9 OH Meets fire window assembly criteria including the hose stream test.

NFPA 252 or UL 10B or UL 10C D H T

Meets fire door assembly criteria. Meets fire door assembly hose stream test. Meets 450ºF temperature rise criteria for 30 minutes

XXX The time in minutes of the fire resistance or fire protection rating of the glazing assembly.

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716.5.1 Side-hinged or pivoted swinging doors. Fire door assemblies with side-hinged and pivoted swinging doors shall be tested in accordance with NFPA 252 or UL 10C. After 5 minutes into the NFPA 252 test, the neutral pressure level in the furnace shall be established at 40 inches (1016 mm) or less above the sill.

716.5.2 Other types of assemblies. Fire door assemblies with other types of doors, including swinging elevator doors, horizontal sliding fire door assemblies, and fire shutter assemblies, bottom and side-hinged chute intake doors, and top-hinged chute discharge doors, shall be tested in accordance with NFPA 252 or UL 10B. The pres- sure in the furnace shall be maintained as nearly equal to the atmospheric pressure as possible. Once established, the pressure shall be maintained during the entire test period.

716.5.3 Door assemblies in corridors and smoke barri- ers. Fire door assemblies required to have a minimum fire protection rating of 20 minutes where located in corridor walls or smoke barrier walls having a fire-resistance rat- ing in accordance with Table 716.5 shall be tested in accordance with NFPA 252 or UL 10C without the hose stream test.

Exceptions:

1. Viewports that require a hole not larger than 1 inch (25 mm) in diameter through the door, have not less than a 0.25-inch-thick (6.4 mm) glass disc and the holder is of metal that will not melt out where subject to temperatures of 1,700°F (927°C).

2. Corridor door assemblies in occupancies of Group I-2 shall be in accordance with Section 407.3.1.

3. Unprotected openings shall be permitted for cor- ridors in multitheater complexes where each motion picture auditorium has not fewer than one-half of its required exit or exit access door- ways opening directly to the exterior or into an exit passageway.

4. Horizontal sliding doors in smoke barriers that comply with Sections 408.6 and 408.8.4 in occu- pancies in Group I-3.

716.5.3.1 Smoke and draft control. Fire door assem- blies shall meet the requirements for a smoke and draft control door assembly tested in accordance with UL 1784. The air leakage rate of the door assembly shall not exceed 3.0 cubic feet per minute per square foot (0.01524 m3/s • m2) of door opening at 0.10 inch (24.9 Pa) of water for both the ambient temperature and ele- vated temperature tests. Louvers shall be prohibited. Installation of smoke doors shall be in accordance with NFPA 105.

716.5.3.2 Glazing in door assemblies. In a 20-minute fire door assembly, the glazing material in the door itself shall have a minimum fire-protection-rated glaz- ing of 20 minutes and shall be exempt from the hose stream test. Glazing material in any other part of the door assembly, including transom lights and sidelights,

shall be tested in accordance with NFPA 257 or UL 9, including the hose stream test, in accordance with Sec- tion 716.6.

716.5.4 Door assemblies in other fire partitions. Fire door assemblies required to have a minimum fire protec- tion rating of 20 minutes where located in other fire parti- tions having a fire-resistance rating of 0.5 hour in accordance with Table 716.5 shall be tested in accordance with NFPA 252, UL 10B or UL 10C with the hose stream test.

716.5.5 Doors in interior exit stairways and ramps and exit passageways. Fire door assemblies in interior exit stairways and ramps and exit passageways shall have a maximum transmitted temperature rise of not more than 450°F (250°C) above ambient at the end of 30 minutes of standard fire test exposure.

Exception: The maximum transmitted temperature rise is not required in buildings equipped throughout with an automatic sprinkler system installed in accor- dance with Section 903.3.1.1 or 903.3.1.2.

716.5.5.1 Glazing in doors. Fire-protection-rated glaz- ing in excess of 100 square inches (0.065 m2) is not per- mitted. Fire-resistance-rated glazing in excess of 100 square inches (0.065 m2) shall be permitted in fire doors. Listed fire-resistance-rated glazing in a fire door shall have a maximum transmitted temperature rise in accordance with Section 716.5.5 when the fire door is tested in accordance with NFPA 252, UL 10B or UL 10C.

716.5.6 Fire door frames with transom lights and side- lights. Door frames with transom lights, sidelights or both, shall be permitted where a 3/4-hour fire protection rating or less is required in accordance with Table 716.5. Fire door frames with transom lights, sidelights, or both, installed with fire-resistance-rated glazing tested as an assembly in accordance with ASTM E119 or UL 263 shall be permitted where a fire protection rating exceeding 3/4 hour is required in accordance with Table 716.5.

716.5.7 Labeled protective assemblies. Fire door assem- blies shall be labeled by an approved agency. The labels shall comply with NFPA 80, and shall be permanently affixed to the door or frame.

716.5.7.1 Fire door labeling requirements. Fire doors shall be labeled showing the name of the manu- facturer or other identification readily traceable back to the manufacturer, the name or trademark of the third- party inspection agency, the fire protection rating and, where required for fire doors in interior exit stairways and ramps and exit passageways by Section 716.5.5, the maximum transmitted temperature end point. Smoke and draft control doors complying with UL 1784 shall be labeled as such and shall comply with Section 716.5.7.3. Labels shall be approved and perma- nently affixed. The label shall be applied at the factory or location where fabrication and assembly are per- formed.

716.5.7.1.1 Light kits, louvers and components. Listed light kits and louvers and their required

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TABLE 716.5 OPENING FIRE PROTECTION ASSEMBLIES, RATINGS AND MARKINGS

(continued)

TYPE OF ASSEMBLY

REQUIRED WALL

ASSEMBLY RATING (hours)

MINIMUM FIRE DOOR AND FIRE SHUTTER

ASSEMBLY RATING (hours)

DOOR VISION PANEL SIZEb

FIRE-RATED GLAZING MARKING

DOOR VISION PANEL d

MINIMUM SIDELIGHT/ TRANSOM ASSEMBLY

RATING (hours)

FIRE-RATED GLAZING MARKING SIDELIGHT/TRANSOM PANEL

Fire protection Fire

resistance Fire protection

Fire resistance

Fire walls and fire barriers having a required fire-resis- tance rating greater than 1 hour

4 3 See Note b D-H-W-240 Not Permitted 4 Not Permitted W-240

3 3a See Note b D-H-W-180 Not Permitted 3 Not Permitted W-180

2 11/2 100 sq. in. ≤100 sq. in. = D-H-90

>100 sq. in.= D-H-W-90

Not Permitted 2 Not Permitted W-120

11/2 1 1/2 100 sq. in.

≤100 sq. in. = D-H-90 >100 sq. in.= D-H-W-90

Not Permitted 11/2 Not Permitted W-90

Enclosures for shafts, interior exit stairways and inte- rior exit ramps.

2 11/2 100 sq. in. ≤100 sq. in. = D-H-90

> 100 sq. in.= D-H-T-W-90

Not Permitted 2 Not Permitted W-120

Horizontal exits in fire wallse

4 3 100 sq. in. ≤100 sq. in. = D-H-180

> 100 sq. in.= D-H-W-240

Not Permitted 4 Not Permitted W-240

3 3a 100 sq. in. ≤100 sq. in. = D-H-180

> 100 sq. in.= D-H-W-180

Not Permitted 3 Not Permitted W-180

Fire barriers hav- ing a required fire- resistance rating of 1 hour: Enclosures for shafts, exit access stairways, exit ac- cess ramps, inte- rior exit stairways and interior exit ramps; and exit passageway walls

1 1 100 sq. in.c ≤100 sq. in. = D-H-60

>100 sq. in.= D-H-T-W-60

Not Permitted

1 Not Permitted W-60

Fire protection

Other fire barriers 1 3/4 Maximum size tested

D-H 3/4 D-H

Fire partitions: Corridor walls

0.5

1/3 b

Maximum size tested

D-20

3/4 b

1/3

D-H-OH-45

D-H-OH-20

Other fire partitions

0.5

3/4

1/3

Maximum size tested

D-H-45

D-H-20

3/4

1/3

D-H-45

D-H-20

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preparations shall be considered as part of the labeled door where such installations are done under the listing program of the third-party agency. Fire doors and door assemblies shall be permitted to con- sist of components, including glazing, vision light kits and hardware that are listed or classified and labeled for such use by different third-party agen- cies.

716.5.7.2 Oversized doors. Oversized fire doors shall bear an oversized fire door label by an approved agency or shall be provided with a certificate of inspec- tion furnished by an approved testing agency. Where a certificate of inspection is furnished by an approved testing agency, the certificate shall state that the door conforms to the requirements of design, materials and construction, but has not been subjected to the fire test.

716.5.7.3 Smoke and draft control door labeling requirements. Smoke and draft control doors comply- ing with UL 1784 shall be labeled in accordance with Section 716.5.7.1 and shall show the letter “S” on the fire-rating label of the door. This marking shall indicate that the door and frame assembly are in compliance where listed or labeled gasketing is installed.

716.5.7.4 Fire door frame labeling requirements. Fire door frames shall be labeled showing the names of the manufacturer and the third-party inspection agency.

716.5.7.5 Fire door operator labeling requirements. Fire door operators for horizontal sliding doors shall be labeled and listed for use with the assembly.

716.5.8 Glazing material. Fire-rated glazing and fire- resistance-rated glazing conforming to the opening pro-

tection requirements in Section 716.5 shall be permitted in fire door assemblies.

716.5.8.1 Size limitations. Fire-resistance-rated glaz- ing shall comply with the size limitations in Section 716.5.8.1.1. Fire-protection-rated glazing shall comply with the size limitations of NFPA 80, and as provided in Section 716.5.8.1.2.

716.5.8.1.1 Fire-resistance-rated glazing in door assemblies in fire walls and fire barriers rated greater than 1 hour. Fire-resistance-rated glazing tested to ASTM E119 or UL 263 and NFPA 252, UL 10B or UL 10C shall be permitted in fire door assemblies located in fire walls and in fire barriers in accordance with Table 716.5 to the maximum size tested and in accordance with their listings.

716.5.8.1.2 Fire-protection-rated glazing in door assemblies in fire walls and fire barriers rated greater than 1 hour. Fire-protection-rated glazing shall be prohibited in fire walls and fire barriers except as provided in Sections 716.5.8.1.2.1 and 716.5.8.1.2.2.

716.5.8.1.2.1 Horizontal exits. Fire-protection- rated glazing shall be permitted as vision panels in self-closing swinging fire door assemblies serving as horizontal exits in fire walls where limited to 100 square inches (0.065 m2) with no dimension exceeding 10 inches (0.3 mm).

716.5.8.1.2.2 Fire barriers. Fire-protection-rated glazing shall be permitted in fire doors having a 11/2-hour fire protection rating intended for

TABLE 716.5—continued OPENING FIRE PROTECTION ASSEMBLIES, RATINGS AND MARKINGS

For SI: 1 square inch = 645.2 mm. a. Two doors, each with a fire protection rating of 11/2 hours, installed on opposite sides of the same opening in a fire wall, shall be deemed equivalent in fire

protection rating to one 3-hour fire door. b. Fire-resistance-rated glazing tested to ASTM E119 in accordance with Section 716.2 shall be permitted, in the maximum size tested. c. Except where the building is equipped throughout with an automatic sprinkler and the fire-rated glazing meets the criteria established in Section 716.5.5. d. Under the column heading “Fire-rated glazing marking door vision panel,” W refers to the fire-resistance rating of the glazing, not the frame. e. See Section 716.5.8.1.2.1.

TYPE OF ASSEMBLY

REQUIRED WALL

ASSEMBLY RATING (hours)

MINIMUM FIRE DOOR AND FIRE SHUTTER

ASSEMBLY RATING (hours)

DOOR VISION PANEL SIZEb

FIRE-RATED GLAZING MARKING

DOOR VISION PANELd

MINIMUM SIDELIGHT/ TRANSOM ASSEMBLY

RATING (hours)

FIRE-RATED GLAZING MARKING SIDELIGHT/TRANSOM

PANEL

Fire protection

Fire resistance

Fire protection Fire

resistance

Exterior walls

3 11/2 100 sq. in. b

≤100 sq. in. = D-H-90

>100 sq. in = D-H-W-90 Not Permitted 3 Not Permitted W-180

2 11/2 100 sq. in. b

≤100 sq. in. = D-H-90

>100 sq. in.= D-H-W-90 Not Permitted 2 Not Permitted W-120

Fire protection

1 3/4 Maximum size tested

D-H-45 3/4 D-H-45

Smoke barriers Fire protection

1 1/3 Maximum size tested

D-20 3/4 D-H-OH-45

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installation in fire barriers, where limited to 100 square inches (0.065 m2).

716.5.8.2 Elevator, stairway and ramp protectives. Approved fire-protection-rated glazing used in fire door assemblies in elevator, stairway and ramp enclo- sures shall be so located as to furnish clear vision of the passageway or approach to the elevator, stairway or ramp.

716.5.8.3 Labeling. Fire-rated glazing shall bear a label or other identification showing the name of the manufacturer, the test standard and information required in Table 716.3 that shall be issued by an approved agency and shall be permanently identified on the glazing.

716.5.8.4 Safety glazing. Fire-protection-rated glazing and fire-resistance-rated glazing installed in fire door assemblies shall comply with the safety glazing requirements of Chapter 24 where applicable.

716.5.9 Door closing. Fire doors shall be latching and self- or automatic-closing in accordance with this section.

Exceptions:

1. Fire doors located in common walls separating sleeping units in Group R-1 shall be permitted without automatic- or self-closing devices.

2. The elevator car doors and the associated hoist- way enclosure doors at the floor level designated for recall in accordance with Section 3003.2 shall be permitted to remain open during Phase I emer- gency recall operation.

716.5.9.1 Latch required. Unless otherwise specifi- cally permitted, single fire doors and both leaves of pairs of side-hinged swinging fire doors shall be pro- vided with an active latch bolt that will secure the door when it is closed.

716.5.9.1.1 Chute intake door latching. Chute intake doors shall be positive latching, remaining latched and closed in the event of latch spring failure during a fire emergency.

716.5.9.2 Automatic-closing fire door assemblies. Automatic-closing fire door assemblies shall be self- closing in accordance with NFPA 80.

716.5.9.3 Smoke-activated doors. Automatic-closing doors installed in the following locations shall be auto- matic-closing by the actuation of smoke detectors installed in accordance with Section 907.3 or by loss of power to the smoke detector or hold-open device. Doors that are automatic-closing by smoke detection shall not have more than a 10-second delay before the door starts to close after the smoke detector is actuated:

1. Doors installed across a corridor.

2. Doors installed in the enclosures of exit access stairways and ramps in accordance with Sec- tions 1019 and 1023, respectively.

3. Doors that protect openings in exits or corridors required to be of fire-resistance-rated construc- tion.

4. Doors that protect openings in walls that are capable of resisting the passage of smoke in accordance with Section 509.4.

5. Doors installed in smoke barriers in accordance with Section 709.5.

6. Doors installed in fire partitions in accordance with Section 708.6.

7. Doors installed in a fire wall in accordance with Section 706.8.

8. Doors installed in shaft enclosures in accor- dance with Section 713.7.

9. Doors installed in waste and linen chutes, dis- charge openings and access and discharge rooms in accordance with Section 713.13. Loading doors installed in waste and linen chutes shall meet the requirements of Sections 716.5.9 and 716.5.9.1.1.

10. Doors installed in the walls for compartmenta- tion of underground buildings in accordance with Section 405.4.2.

11. Doors installed in the elevator lobby walls of underground buildings in accordance with Sec- tion 405.4.3.

12. Doors installed in smoke partitions in accor- dance with Section 710.5.2.3.

716.5.9.4 Doors in pedestrian ways. Vertical sliding or vertical rolling steel fire doors in openings through which pedestrians travel shall be heat activated or acti- vated by smoke detectors with alarm verification.

716.5.10 Swinging fire shutters. Where fire shutters of the swinging type are installed in exterior openings, not less than one row in every three vertical rows shall be arranged to be readily opened from the outside, and shall be identified by distinguishing marks or letters not less than 6 inches (152 mm) high.

716.5.11 Rolling fire shutters. Where fire shutters of the rolling type are installed, such shutters shall include approved automatic-closing devices.

716.6 Fire-protection-rated glazing. Glazing in fire window assemblies shall be fire protection rated in accordance with this section and Table 716.6. Glazing in fire door assemblies shall comply with Section 716.5.8. Fire-protection-rated glaz- ing in fire window assemblies shall be tested in accordance with and shall meet the acceptance criteria of NFPA 257 or UL 9. Fire-protection-rated glazing shall comply with NFPA 80. Openings in nonfire-resistance-rated exterior wall assem- blies that require protection in accordance with Section 705.3, 705.8, 705.8.5 or 705.8.6 shall have a fire protection rating of not less than 3/4 hour. Fire-protection-rated glazing in 0.5-hour fire-resistance-rated partitions is permitted to have an 0.33-hour fire protection rating.

�

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716.6.1 Testing under positive pressure. NFPA 257 or UL 9 shall evaluate fire-protection-rated glazing under positive pressure. Within the first 10 minutes of a test, the pressure in the furnace shall be adjusted so not less than two-thirds of the test specimen is above the neutral pres- sure plane, and the neutral pressure plane shall be main- tained at that height for the balance of the test.

716.6.2 Nonsymmetrical glazing systems. Nonsymmetri- cal fire-protection-rated glazing systems in fire partitions, fire barriers or in exterior walls with a fire separation dis- tance of 5 feet (1524 mm) or less pursuant to Section 705 shall be tested with both faces exposed to the furnace, and the assigned fire protection rating shall be the shortest duration obtained from the two tests conducted in compli- ance with NFPA 257 or UL 9.

716.6.3 Safety glazing. Fire-protection-rated glazing and fire-resistance-rated glazing installed in fire window assemblies shall comply with the safety glazing require- ments of Chapter 24 where applicable.

716.6.4 Glass and glazing. Glazing in fire window assem- blies shall be fire-protection-rated glazing installed in accordance with and complying with the size limitations set forth in NFPA 80.

716.6.5 Installation. Fire-protection-rated glazing shall be in the fixed position or be automatic-closing and shall be installed in approved frames.

716.6.6 Window mullions. Metal mullions that exceed a nominal height of 12 feet (3658 mm) shall be protected with materials to afford the same fire-resistance rating as required for the wall construction in which the protective is located.

716.6.7 Interior fire window assemblies. Fire-protec- tion-rated glazing used in fire window assemblies located in fire partitions and fire barriers shall be limited to use in

assemblies with a maximum fire-resistance rating of 1 hour in accordance with this section.

716.6.7.1 Where 3/4-hour fire protection window assemblies permitted. Fire-protection-rated glazing requiring 45-minute opening protection in accordance with Table 716.6 shall be limited to fire partitions designed in accordance with Section 708 and fire barri- ers utilized in the applications set forth in Sections 707.3.6, 707.3.7 and 707.3.9 where the fire-resistance rating does not exceed 1 hour. Fire-resistance-rated glazing assemblies tested in accordance with ASTM E119 or UL 263 shall not be subject to the limitations of this section.

716.6.7.2 Area limitations. The total area of the glaz- ing in fire-protection-rated window assemblies shall not exceed 25 percent of the area of a common wall with any room.

716.6.7.3 Where 1/3-hour fire-protection window assemblies permitted. Fire-protection-rated glazing shall be permitted in window assemblies tested to NFPA 257 or UL 9 in smoke barriers and fire parti- tions requiring 1/3-hour opening protection in accor- dance with Table 716.6.

716.6.8 Labeling requirements. Fire-protection-rated glazing shall bear a label or other identification showing the name of the manufacturer, the test standard and infor- mation required in Section 716.3.2 and Table 716.6 that shall be issued by an approved agency and permanently identified on the glazing.

SECTION 717 DUCTS AND AIR TRANSFER OPENINGS

717.1 General. The provisions of this section shall govern the protection of duct penetrations and air transfer openings

TABLE 716.6 FIRE WINDOW ASSEMBLY FIRE PROTECTION RATINGS

NP = Not Permitted. a. Not permitted except fire-resistance-rated glazing assemblies tested to ASTM E119 or UL 263, as specified in Section 716.2. b. XXX = The fire rating duration period in minutes, which shall be equal to the fire-resistance rating required for the wall assembly.

TYPE OF WALL ASSEMBLY

REQUIRED WALL ASSEMBLY RATING

(hours)

MINIMUM FIRE WINDOW ASSEMBLY

RATING (hours)

FIRE-RATED GLAZING MARKING

Interior walls

Fire walls All NPa W-XXXb

Fire barriers >1 1

NPa

NPa W-XXXb

W-XXXb

Incidental use areas (Section 707.3.7), Mixed occupancy separations (Section 707.3.9)

1 3/4 OH-45 or W-60

Fire partitions 1

0.5

3/4 1/3

OH-45 or W-60 OH-20 or W-30

Smoke barriers 1 3/4 OH-45 or W-60

Exterior walls >1 1

0.5

11/2 3/4 1/3

OH-90 or W-XXXb

OH-45 or W-60 OH-20 or W-30

Party wall All NP Not Applicable

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in assemblies required to be protected and duct penetrations in nonfire-resistance-rated floor assemblies.

717.1.1 Ducts and air transfer openings. Ducts transi- tioning horizontally between shafts shall not require a shaft enclosure provided that the duct penetration into each associated shaft is protected with dampers complying with this section.

717.1.2 Ducts that penetrate fire-resistance-rated assemblies without dampers. Ducts that penetrate fire- resistance-rated assemblies and are not required by this section to have dampers shall comply with the require- ments of Sections 714.2 through 714.3.3. Ducts that pene- trate horizontal assemblies not required to be contained within a shaft and not required by this section to have dampers shall comply with the requirements of Sections 714.4 through 714.5.2.

717.1.2.1 Ducts that penetrate nonfire-resistance- rated assemblies. The space around a duct penetrating a nonfire-resistance-rated floor assembly shall comply with Section 717.6.3.

717.2 Installation. Fire dampers, smoke dampers, combina- tion fire/smoke dampers and ceiling radiation dampers located within air distribution and smoke control systems shall be installed in accordance with the requirements of this section, the manufacturer's instructions and the dampers’ list- ing.

717.2.1 Smoke control system. Where the installation of a fire damper will interfere with the operation of a required smoke control system in accordance with Section 909, approved alternative protection shall be utilized. Where mechanical systems including ducts and dampers utilized for normal building ventilation serve as part of the smoke control system, the expected performance of these systems in smoke control mode shall be addressed in the rational analysis required by Section 909.4.

717.2.2 Hazardous exhaust ducts. Fire dampers for haz- ardous exhaust duct systems shall comply with the Florida Building Code, Mechanical.

717.3 Damper testing, ratings and actuation. Damper test- ing, ratings and actuation shall be in accordance with Sec- tions 717.3.1 through 717.3.3.

717.3.1 Damper testing. Dampers shall be listed and labeled in accordance with the standards in this section.

1. Fire dampers shall comply with the requirements of UL 555. Only fire dampers and ceiling radiation dampers labeled for use in dynamic systems shall be installed in heating, ventilation and air-conditioning systems designed to operate with fans on during a fire.

2. Smoke dampers shall comply with the requirements of UL 555S.

3. Combination fire/smoke dampers shall comply with the requirements of both UL 555 and UL 555S.

4. Ceiling radiation dampers shall comply with the requirements of UL 555C or shall be tested as part of a fire-resistance-rated floor/ceiling or roof/ceiling

assembly in accordance with ASTM E119 or UL 263.

5. Corridor dampers shall comply with requirements of both UL 555 and UL 555S. Corridor dampers shall demonstrate acceptable closure performance when subjected to 150 feet per minute (0.76 mps) velocity across the face of the damper during the UL 555 fire exposure test.

717.3.2 Damper rating. Damper ratings shall be in accor- dance with Sections 717.3.2.1 through 717.3.2.4.

717.3.2.1 Fire damper ratings. Fire dampers shall have the minimum fire protection rating specified in Table 717.3.2.1 for the type of penetration.

TABLE 717.3.2.1 FIRE DAMPER RATING

717.3.2.2 Smoke damper ratings. Smoke damper leakage ratings shall be Class I or II. Elevated tempera- ture ratings shall be not less than 250°F (121°C).

717.3.2.3 Combination fire/smoke damper ratings. Combination fire/smoke dampers shall have the mini- mum fire protection rating specified for fire dampers in Table 717.3.2.1 for the type of penetration and shall have a minimum smoke damper rating as specified in Section 717.3.2.2.

717.3.2.4 Corridor damper ratings. Corridor damp- ers shall have the following minimum ratings:

1. One hour fire-resistance rating.

2. Class I or II leakage rating as specified in Section 717.3.2.2.

717.3.3 Damper actuation. Damper actuation shall be in accordance with Sections 717.3.3.1 through 717.3.3.5 as applicable.

717.3.3.1 Fire damper actuation device. The fire damper actuation device shall meet one of the follow- ing requirements:

1. The operating temperature shall be approxi- mately 50°F (10°C) above the normal tempera- ture within the duct system, but not less than 160°F (71°C).

2. The operating temperature shall be not more than 350°F (177°C) where located in a smoke control system complying with Section 909.

717.3.3.2 Smoke damper actuation. The smoke damper shall close upon actuation of a listed smoke detector or detectors installed in accordance with Sec- tion 907.3 and one of the following methods, as appli- cable:

1. Where a smoke damper is installed within a duct, a smoke detector shall be installed inside the duct

TYPE OF PENETRATION

MINIMUM DAMPER

RATING (hours)

Less than 3-hour fire-resistance-rated assemblies 1.5

3-hour or greater fire-resistance-rated assemblies 3

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or outside the duct with sampling tubes protrud- ing into the duct. The detector or tubes within the duct shall be within 5 feet (1524 mm) of the damper. Air outlets and inlets shall not be located between the detector or tubes and the damper. The detector shall be listed for the air velocity, temperature and humidity anticipated at the point where it is installed. Other than in mechanical smoke control systems, dampers shall be closed upon fan shutdown where local smoke detectors require a minimum velocity to operate.

2. Where a smoke damper is installed above smoke barrier doors in a smoke barrier, a spot-type detector shall be installed on either side of the smoke barrier door opening. The detector shall be listed for releasing service if used for direct interface with the damper.

3. Where a smoke damper is installed within an air transfer opening in a wall, a spot-type detector shall be installed within 5 feet (1524 mm) hori- zontally of the damper. The detector shall be listed for releasing service if used for direct inter- face with the damper.

4. Where a smoke damper is installed in a corridor wall or ceiling, the damper shall be permitted to be controlled by a smoke detection system installed in the corridor.

5. Where a smoke detection system is installed in all areas served by the duct in which the damper will be located, the smoke dampers shall be permitted to be controlled by the smoke detection system.

717.3.3.3 Combination fire/smoke damper actua- tion. Combination fire/smoke damper actuation shall be in accordance with Sections 717.3.3.1 and 717.3.3.2. Combination fire/smoke dampers installed in smoke control system shaft penetrations shall not be activated by local area smoke detection unless it is secondary to the smoke management system controls.

717.3.3.4 Ceiling radiation damper actuation. The operating temperature of a ceiling radiation damper actuation device shall be 50°F (27.8°C) above the nor- mal temperature within the duct system, but not less than 160°F (71°C).

717.3.3.5 Corridor damper actuation. Corridor damper actuation shall be in accordance with Sections 717.3.3.1 and 717.3.3.2.

717.4 Access and identification. Fire and smoke dampers shall be provided with an approved means of access that is large enough to permit inspection and maintenance of the damper and its operating parts. The access shall not affect the integrity of fire-resistance-rated assemblies. The access open- ings shall not reduce the fire-resistance rating of the assem- bly. Access points shall be permanently identified on the exterior by a label having letters not less than 1/2 inch (12.7 mm) in height reading: FIRE/SMOKE DAMPER, SMOKE DAMPER or FIRE DAMPER. Access doors in ducts shall be tight fitting and suitable for the required duct construction.

717.5 Where required. Fire, dampers, smoke dampers, com- bination fire/smoke dampers, ceiling radiation dampers and corridor dampers shall be provided at the locations pre- scribed in Sections 717.5.1 through 717.5.7 and 717.6. Where an assembly is required to have both fire dampers and smoke dampers, combination fire/smoke dampers or a fire damper and a smoke damper shall be provided.

717.5.1 Fire walls. Ducts and air transfer openings per- mitted in fire walls in accordance with Section 706.11 shall be protected with listed fire dampers installed in accordance with their listing.

717.5.1.1 Horizontal exits. A listed smoke damper designed to resist the passage of smoke shall be pro- vided at each point a duct or air transfer opening pene- trates a fire wall that serves as a horizontal exit.

717.5.2 Fire barriers. Ducts and air transfer openings of fire barriers shall be protected with approved fire dampers installed in accordance with their listing. Ducts and air transfer openings shall not penetrate enclosures for inte- rior exit stairways and ramps and exit passageways, except as permitted by Sections 1023.5 and 1024.6, respectively.

Exception: Fire dampers are not required at penetra- tions of fire barriers where any of the following apply:

1. Penetrations are tested in accordance with ASTM E119 or UL 263 as part of the fire-resistance- rated assembly.

2. Ducts are used as part of an approved smoke con- trol system in accordance with Section 909 and where the use of a fire damper would interfere with the operation of a smoke control system.

3. Such walls are penetrated by ducted HVAC sys- tems, have a required fire-resistance rating of 1 hour or less, are in areas of other than Group H and are in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2. For the purposes of this exception, a ducted HVAC system shall be a duct system for conveying supply, return or exhaust air as part of the structure’s HVAC sys- tem. Such a duct system shall be constructed of sheet steel not less than No. 26 gage thickness and shall be continuous from the air-handling appliance or equipment to the air outlet and inlet terminals.

717.5.2.1 Horizontal exits. A listed smoke damper designed to resist the passage of smoke shall be pro- vided at each point a duct or air transfer opening pene- trates a fire barrier that serves as a horizontal exit.

717.5.3 Shaft enclosures. Shaft enclosures that are per- mitted to be penetrated by ducts and air transfer openings shall be protected with approved fire and smoke dampers installed in accordance with their listing.

Exceptions:

1. Fire dampers are not required at penetrations of shafts where any of the following criteria are met:

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1.1. Steel exhaust subducts are extended not less than 22 inches (559 mm) vertically in exhaust shafts, provided there is a contin- uous airflow upward to the outside.

1.2. Penetrations are tested in accordance with ASTM E119 or UL 263 as part of the fire- resistance-rated assembly.

1.3. Ducts are used as part of an approved smoke control system designed and installed in accordance with Section 909 and where the fire damper will interfere with the operation of the smoke control system.

1.4. The penetrations are in parking garage exhaust or supply shafts that are separated from other building shafts by not less than 2-hour fire-resistance-rated construction.

2. In Group B and R occupancies equipped through- out with an automatic sprinkler system in accor- dance with Section 903.3.1.1, smoke dampers are not required at penetrations of shafts where all of the following criteria are met:

2.1. Kitchen, clothes dryer, bathroom and toi- let room exhaust openings are installed with steel exhaust subducts, having a minimum wall thickness of 0.0187-inch (0.4712 mm) (No. 26 gage).

2.2. The subducts extend not less than 22 inches (559 mm) vertically.

2.3. An exhaust fan is installed at the upper terminus of the shaft that is powered con- tinuously in accordance with the provi- sions of Section 909.11, so as to maintain a continuous upward airflow to the out- side.

3. Smoke dampers are not required at penetration of exhaust or supply shafts in parking garages that are separated from other building shafts by not less than 2-hour fire-resistance-rated construc- tion.

4. Smoke dampers are not required at penetrations of shafts where ducts are used as part of an approved mechanical smoke control system designed in accordance with Section 909 and where the smoke damper will interfere with the operation of the smoke control system.

5. Fire dampers and combination fire/smoke damp- ers are not required in kitchen and clothes dryer exhaust systems where installed in accordance with the Florida Building Code, Mechanical.

717.5.4 Fire partitions. Ducts and air transfer openings that penetrate fire partitions shall be protected with listed fire dampers installed in accordance with their listing.

Exceptions: In occupancies other than Group H, fire dampers are not required where any of the following apply:

1. Corridor walls in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 and the duct is protected as a through penetration in accor- dance with Section 714.

2. Tenant partitions in covered and open mall build- ings where the walls are not required by provi- sions elsewhere in the code to extend to the underside of the floor or roof sheathing, slab or deck above.

3. The duct system is constructed of approved mate- rials in accordance with the Florida Building Code, Mechanical and the duct penetrating the wall complies with all of the following require- ments:

3.1. The duct shall not exceed 100 square inches (0.06 m2).

3.2. The duct shall be constructed of steel not less than 0.0217 inch (0.55 mm) in thick- ness.

3.3. The duct shall not have openings that communicate the corridor with adjacent spaces or rooms.

3.4. The duct shall be installed above a ceil- ing.

3.5. The duct shall not terminate at a wall reg- ister in the fire-resistance-rated wall.

3.6. A minimum 12-inch-long (305 mm) by 0.060-inch-thick (1.52 mm) steel sleeve shall be centered in each duct opening. The sleeve shall be secured to both sides of the wall and all four sides of the sleeve with minimum 11/2-inch by 1

1/2-inch by 0.060-inch (38 mm by 38 mm by 1.52 mm) steel retaining angles. The retaining angles shall be secured to the sleeve and the wall with No. 10 (M5) screws. The annular space between the steel sleeve and the wall opening shall be filled with mineral wool batting on all sides.

4. Such walls are penetrated by ducted HVAC sys- tems, have a required fire-resistance rating of 1 hour or less, and are in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2. For the purposes of this exception, a ducted HVAC system shall be a duct system for convey- ing supply, return or exhaust air as part of the structure’s HVAC system. Such a duct system shall be constructed of sheet steel not less than No. 26 gage thickness and shall be continuous from the air-handling appliance or equipment to the air outlet and inlet terminals.

717.5.4.1 Corridors. Duct and air transfer openings that penetrate corridors shall be protected with damp- ers as follows:

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1. A corridor damper shall be provided where corri- dor ceilings, constructed as required for the corri- dor walls as permitted in Section 708.4, Exception 3, are penetrated.

2. A ceiling radiation damper shall be provided where the ceiling membrane of a fire-resistance- rated floor-ceiling or roof-ceiling assembly, con- structed as permitted in Section 708.4, Exception 2, is penetrated.

3. A listed smoke damper designed to resist the pas- sage of smoke shall be provided at each point a duct or air transfer opening penetrates a corridor enclosure required to have smoke and draft con- trol doors in accordance with Section 716.5.3.

Exceptions:

1. Smoke dampers are not required where the building is equipped throughout with an approved smoke control system in accordance with Section 909, and smoke dampers are not necessary for the operation and control of the system.

2. Smoke dampers are not required in corridor penetrations where the duct is constructed of steel not less than 0.019 inch (0.48 mm) in thickness and there are no openings serving the corridor.

717.5.5 Smoke barriers. A listed smoke damper designed to resist the passage of smoke shall be provided at each point a duct or air transfer opening penetrates a smoke bar- rier. Smoke dampers and smoke damper actuation meth- ods shall comply with Section 717.3.3.2.

Exceptions:

1. Smoke dampers are not required where the open- ings in ducts are limited to a single smoke com- partment and the ducts are constructed of steel.

2. Smoke dampers are not required in smoke barri- ers required by Section 407.5 for Group I-2, Con- dition 2—where the HVAC system is fully ducted in accordance with Section 603 of the Florida Building Code, Mechanical and where buildings are equipped throughout with an auto- matic sprinkler system in accordance with Sec- tion 903.3.1.1 and equipped with quick-response sprinklers in accordance with Section 903.3.2.

717.5.6 Exterior walls. Ducts and air transfer openings in fire-resistance-rated exterior walls required to have pro- tected openings in accordance with Section 705.10 shall be protected with listed fire dampers installed in accor- dance with their listing.

717.5.7 Smoke partitions. A listed smoke damper designed to resist the passage of smoke shall be provided at each point that an air transfer opening penetrates a smoke partition. Smoke dampers and smoke damper actua- tion methods shall comply with Section 717.3.3.2.

Exception: Where the installation of a smoke damper will interfere with the operation of a required smoke

control system in accordance with Section 909, approved alternative protection shall be utilized.

717.6 Horizontal assemblies. Penetrations by ducts and air transfer openings of a floor, floor/ceiling assembly or the ceiling membrane of a roof/ceiling assembly shall be pro- tected by a shaft enclosure that complies with Section 713 or shall comply with Sections 717.6.1 through 717.6.3.

717.6.1 Through penetrations. In occupancies other than Groups I-2 and I-3, a duct constructed of approved materi- als in accordance with the Florida Building Code, Mechanical that penetrates a fire-resistance-rated floor/ ceiling assembly that connects not more than two stories is permitted without shaft enclosure protection, provided a listed fire damper is installed at the floor line or the duct is protected in accordance with Section 714.4. For air trans- fer openings, see Section 712.1.9.

Exception: A duct is permitted to penetrate three floors or less without a fire damper at each floor, provided such duct meets all of the following requirements:

1. The duct shall be contained and located within the cavity of a wall and shall be constructed of steel having a minimum wall thickness of 0.0187 inches (0.4712 mm) (No. 26 gage).

2. The duct shall open into only one dwelling or sleeping unit and the duct system shall be contin- uous from the unit to the exterior of the building.

3. The duct shall not exceed 4-inch (102 mm) nomi- nal diameter and the total area of such ducts shall not exceed 100 square inches (0.065 m2) in any 100 square feet (9.3 m2) of floor area.

4. The annular space around the duct is protected with materials that prevent the passage of flame and hot gases sufficient to ignite cotton waste where subjected to ASTM E119 or UL 263 time- temperature conditions under a minimum posi- tive pressure differential of 0.01 inch (2.49 Pa) of water at the location of the penetration for the time period equivalent to the fire-resistance rat- ing of the construction penetrated.

5. Grille openings located in a ceiling of a fire-resis- tance-rated floor/ceiling or roof/ceiling assembly shall be protected with a listed ceiling radiation damper installed in accordance with Section 717.6.2.1.

717.6.2 Membrane penetrations. Ducts and air transfer openings constructed of approved materials in accordance with the Florida Building Code, Mechanical that penetrate the ceiling membrane of a fire-resistance-rated floor/ceil- ing or roof/ceiling assembly shall be protected with one of the following:

1. A shaft enclosure in accordance with Section 713.

2. A listed ceiling radiation damper installed at the ceiling line where a duct penetrates the ceiling of a fire-resistance-rated floor/ceiling or roof/ceiling assembly.

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3. A listed ceiling radiation damper installed at the ceiling line where a diffuser with no duct attached penetrates the ceiling of a fire-resistance-rated floor/ ceiling or roof/ceiling assembly.

717.6.2.1 Ceiling radiation dampers. Ceiling radia- tion dampers shall be tested in accordance with Section 717.3.1. Ceiling radiation dampers shall be installed in accordance with the details listed in the fire-resistance- rated assembly and the manufacturer’s instructions and the listing. Ceiling radiation dampers are not required where one of the following applies:

1. Tests in accordance with ASTM E119 or UL 263 have shown that ceiling radiation dampers are not necessary in order to maintain the fire-resis- tance rating of the assembly.

2. Where exhaust duct penetrations are protected in accordance with Section 714.4.2, are located within the cavity of a wall and do not pass through another dwelling unit or tenant space.

3. Where duct and air transfer openings are pro- tected with a duct outlet protection system tested as part of a fire-resistance-rated assembly in accordance with ASTM E119 or UL 263.

717.6.3 Nonfire-resistance-rated floor assemblies. Duct systems constructed of approved materials in accordance with the Florida Building Code, Mechanical that penetrate nonfire-resistance-rated floor assemblies shall be pro- tected by any of the following methods:

1. A shaft enclosure in accordance with Section 713.

2. The duct connects not more than two stories, and the annular space around the penetrating duct is pro- tected with an approved noncombustible material that resists the free passage of flame and the prod- ucts of combustion.

3. In floor assemblies composed of noncombustible materials, a shaft shall not be required where the duct connects not more than three stories, the annu- lar space around the penetrating duct is protected with an approved noncombustible material that resists the free passage of flame and the products of combustion and a fire damper is installed at each floor line.

Exception: Fire dampers are not required in ducts within individual residential dwelling units.

717.7 Flexible ducts and air connectors. Flexible ducts and air connectors shall not pass through any fire-resistance-rated assembly. Flexible air connectors shall not pass through any wall, floor or ceiling.

SECTION 718 CONCEALED SPACES

718.1 General. Fireblocking and draftstopping shall be installed in combustible concealed locations in accordance with this section. Fireblocking shall comply with Section 718.2. Draftstopping in floor/ceiling spaces and attic spaces shall comply with Sections 718.3 and 718.4, respectively.

The permitted use of combustible materials in concealed spaces of buildings of Type I or II construction shall be lim- ited to the applications indicated in Section 718.5.

718.2 Fireblocking. In combustible construction, fireblock- ing shall be installed to cut off concealed draft openings (both vertical and horizontal) and shall form an effective barrier between floors, between a top story and a roof or attic space. Fireblocking shall be installed in the locations specified in Sections 718.2.2 through 718.2.7.

718.2.1 Fireblocking materials. Fireblocking shall con- sist of the following materials:

1. Two-inch (51 mm) nominal lumber.

2. Two thicknesses of 1-inch (25 mm) nominal lumber with broken lap joints.

3. One thickness of 0.719-inch (18.3 mm) wood struc- tural panels with joints backed by 0.719-inch (18.3 mm) wood structural panels.

4. One thickness of 0.75-inch (19.1 mm) particleboard with joints backed by 0.75-inch (19 mm) particle- board.

5. One-half-inch (12.7 mm) gypsum board.

6. One-fourth-inch (6.4 mm) cement-based millboard.

7. Batts or blankets of mineral wool, mineral fiber or other approved materials installed in such a manner as to be securely retained in place.

8. Cellulose insulation installed as tested for the spe- cific application.

718.2.1.1 Batts or blankets of mineral wool or min- eral fiber. Batts or blankets of mineral wool or mineral fiber or other approved nonrigid materials shall be per- mitted for compliance with the 10-foot (3048 mm) hor- izontal fireblocking in walls constructed using parallel rows of studs or staggered studs.

718.2.1.2 Unfaced fiberglass. Unfaced fiberglass batt insulation used as fireblocking shall fill the entire cross section of the wall cavity to a minimum height of 16 inches (406 mm) measured vertically. Where piping, conduit or similar obstructions are encountered, the insulation shall be packed tightly around the obstruc- tion.

718.2.1.3 Loose-fill insulation material. Loose-fill insulation material, insulating foam sealants and caulk materials shall not be used as a fireblock unless specifi- cally tested in the form and manner intended for use to demonstrate its ability to remain in place and to retard the spread of fire and hot gases.

718.2.1.4 Fireblocking integrity. The integrity of fire- blocks shall be maintained.

718.2.1.5 Double stud walls. Batts or blankets of min- eral or glass fiber or other approved nonrigid materials shall be allowed as fireblocking in walls constructed using parallel rows of studs or staggered studs.

718.2.2 Concealed wall spaces. Fireblocking shall be provided in concealed spaces of stud walls and partitions,

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including furred spaces, and parallel rows of studs or stag- gered studs, as follows:

1. Vertically at the ceiling and floor levels.

2. Horizontally at intervals not exceeding 10 feet (3048 mm).

718.2.3 Connections between horizontal and vertical spaces. Fireblocking shall be provided at interconnections between concealed vertical stud wall or partition spaces and concealed horizontal spaces created by an assembly of floor joists or trusses, and between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings, cove ceilings and similar locations.

718.2.4 Stairways. Fireblocking shall be provided in con- cealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairways shall comply with Section 1011.7.3.

718.2.5 Ceiling and floor openings. Where required by Section 712.1.8, Exception 1 of Section 714.4.1.2 or Sec- tion 714.5, fireblocking of the annular space around vents, pipes, ducts, chimneys and fireplaces at ceilings and floor levels shall be installed with a material specifically tested in the form and manner intended for use to demonstrate its ability to remain in place and resist the free passage of flame and the products of combustion.

718.2.5.1 Factory-built chimneys and fireplaces. Factory-built chimneys and fireplaces shall be fire- blocked in accordance with UL 103 and UL 127.

718.2.6 Exterior wall coverings. Fireblocking shall be installed within concealed spaces of exterior wall cover- ings and other exterior architectural elements where per- mitted to be of combustible construction as specified in Section 1406 or where erected with combustible frames. Fireblocking shall be installed at maximum intervals of 20 feet (6096 mm) in either dimension so that there will be no concealed space exceeding 100 square feet (9.3 m2) between fireblocking. Where wood furring strips are used, they shall be of approved wood of natural decay resistance or preservative-treated wood. If noncontinuous, such ele- ments shall have closed ends, with not less than 4 inches (102 mm) of separation between sections.

Exceptions:

1. Fireblocking of cornices is not required in single- family dwellings. Fireblocking of cornices of a two-family dwelling is required only at the line of dwelling unit separation.

2. Fireblocking shall not be required where the exterior wall covering is installed on noncombus- tible framing and the face of the exterior wall covering exposed to the concealed space is cov- ered by one of the following materials:

2.1. Aluminum having a minimum thickness of 0.019 inch (0.5 mm).

2.2. Corrosion-resistant steel having a base metal thickness not less than 0.016 inch (0.4 mm) at any point.

2.3. Other approved noncombustible materi- als.

3. Fireblocking shall not be required where the exterior wall covering has been tested in accor- dance with, and complies with the acceptance cri- teria of, NFPA 285. The exterior wall covering shall be installed as tested in accordance with NFPA 285.

718.2.7 Concealed sleeper spaces. Where wood sleepers are used for laying wood flooring on masonry or concrete fire-resistance-rated floors, the space between the floor slab and the underside of the wood flooring shall be filled with an approved material to resist the free passage of flame and products of combustion or fireblocked in such a manner that there will be no open spaces under the floor- ing that will exceed 100 square feet (9.3 m2) in area and such space shall be filled solidly under permanent parti- tions so that there is no communication under the flooring between adjoining rooms.

Exceptions:

1. Fireblocking is not required for slab-on-grade floors in gymnasiums.

2. Fireblocking is required only at the juncture of each alternate lane and at the ends of each lane in a bowling facility.

718.3 Draftstopping in floors. In combustible construction, draftstopping shall be installed to subdivide floor/ceiling assemblies in the locations prescribed in Sections 718.3.2 through 718.3.3.

718.3.1 Draftstopping materials. Draftstopping materials shall be not less than 1/2-inch (12.7 mm) gypsum board,

3/ 8-inch (9.5 mm) wood structural panel,

3/8-inch (9.5 mm) particleboard, 1-inch (25-mm) nominal lumber, cement fiberboard, batts or blankets of mineral wool or glass fiber, or other approved materials adequately supported. The integrity of draftstops shall be maintained.

718.3.2 Groups R-1, R-2, R-3 and R-4. Draftstopping shall be provided in floor/ceiling spaces in Group R-1 buildings, in Group R-2 buildings with three or more dwelling units, in Group R-3 buildings with two dwelling units and in Group R-4 buildings. Draftstopping shall be located above and in line with the dwelling unit and sleep- ing unit separations.

Exceptions:

1. Draftstopping is not required in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

2. Draftstopping is not required in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.2, pro- vided that automatic sprinklers are installed in the combustible concealed spaces where the drafts- topping is being omitted.

718.3.3 Other groups. In other groups, draftstopping shall be installed so that horizontal floor areas do not exceed 1,000 square feet (93 m2).

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Exception: Draftstopping is not required in buildings equipped throughout with an automatic sprinkler sys- tem in accordance with Section 903.3.1.1.

718.4 Draftstopping in attics. In combustible construction, draftstopping shall be installed to subdivide attic spaces and concealed roof spaces in the locations prescribed in Sections 718.4.2 and 718.4.3. Ventilation of concealed roof spaces shall be maintained in accordance with Section 1203.2.

718.4.1 Draftstopping materials. Materials utilized for draftstopping of attic spaces shall comply with Section 718.3.1.

718.4.1.1 Openings. Openings in the partitions shall be protected by self-closing doors with automatic latches constructed as required for the partitions.

718.4.2 Groups R-1 and R-2. Draftstopping shall be pro- vided in attics, mansards, overhangs or other concealed roof spaces of Group R-2 buildings with three or more dwelling units and in all Group R-1 buildings. Draftstop- ping shall be installed above, and in line with, sleeping unit and dwelling unit separation walls that do not extend to the underside of the roof sheathing above.

Exceptions:

1. Where corridor walls provide a sleeping unit or dwelling unit separation, draftstopping shall only be required above one of the corridor walls.

2. Draftstopping is not required in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

3. In occupancies in Group R-2 that do not exceed four stories above grade plane, the attic space shall be subdivided by draftstops into areas not exceeding 3,000 square feet (279 m2) or above every two dwelling units, whichever is smaller.

4. Draftstopping is not required in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.2, pro- vided that automatic sprinklers are installed in the combustible concealed space where the draftstop- ping is being omitted.

718.4.3 Other groups. Draftstopping shall be installed in attics and concealed roof spaces, such that any horizontal area does not exceed 3,000 square feet (279 m2).

Exception: Draftstopping is not required in buildings equipped throughout with an automatic sprinkler sys- tem in accordance with Section 903.3.1.1.

718.5 Combustible materials in concealed spaces in Type I or II construction. Combustible materials shall not be per- mitted in concealed spaces of buildings of Type I or II con- struction.

Exceptions:

1. Combustible materials in accordance with Section 603.

2. Combustible materials exposed within plenums complying with Section 602 of the Florida Building Code, Mechanical.

3. Class A interior finish materials classified in accor- dance with Section 803.

4. Combustible piping within partitions or shaft enclo- sures installed in accordance with the provisions of this code.

5. Combustible piping within concealed ceiling spaces installed in accordance with the Florida Building Code, Mechanical and the Florida Building Code, Plumbing.

6. Combustible insulation and covering on pipe and tubing, installed in concealed spaces other than ple- nums, complying with Section 720.7.

SECTION 719 FIRE-RESISTANCE

REQUIREMENTS FOR PLASTER 719.1 Thickness of plaster. The minimum thickness of gyp- sum plaster or Portland cement plaster used in a fire-resis- tance-rated system shall be determined by the prescribed fire tests. The plaster thickness shall be measured from the face of the lath where applied to gypsum lath or metal lath.

719.2 Plaster equivalents. For fire-resistance purposes, 1/2 inch (12.7 mm) of unsanded gypsum plaster shall be deemed equivalent to 3/4 inch (19.1 mm) of one-to-three gypsum sand plaster or 1 inch (25 mm) of Portland cement sand plaster.

719.3 Noncombustible furring. In buildings of Type I and II construction, plaster shall be applied directly on concrete or masonry or on approved noncombustible plastering base and furring.

719.4 Double reinforcement. Plaster protection more than 1 inch (25 mm) in thickness shall be reinforced with an addi- tional layer of approved lath embedded not less than 3/4 inch (19.1 mm) from the outer surface and fixed securely in place.

Exception: Solid plaster partitions or where otherwise determined by fire tests.

719.5 Plaster alternatives for concrete. In reinforced con- crete construction, gypsum plaster or Portland cement plaster is permitted to be substituted for 1/2 inch (12.7 mm) of the required poured concrete protection, except that a minimum thickness of 3/8 inch (9.5 mm) of poured concrete shall be provided in reinforced concrete floors and 1 inch (25 mm) in reinforced concrete columns in addition to the plaster finish. The concrete base shall be prepared in accordance with Sec- tion 2510.7.

SECTION 720 THERMAL- AND SOUND-INSULATING MATERIALS

720.1 General. Insulating materials, including facings such as vapor retarders and vapor-permeable membranes, similar coverings and all layers of single and multilayer reflective foil insulations, shall comply with the requirements of this section. Where a flame spread index or a smoke-developed index is specified in this section, such index shall be deter- mined in accordance with ASTM E84 or UL 723. Any mate- rial that is subject to an increase in flame spread index or

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smoke-developed index beyond the limits herein established through the effects of age, moisture or other atmospheric con- ditions shall not be permitted.

Exceptions:

1. Fiberboard insulation shall comply with Chapter 23.

2. Foam plastic insulation shall comply with Chapter 26.

3. Duct and pipe insulation and duct and pipe cover- ings and linings in plenums shall comply with the Florida Building Code, Mechanical.

4. All layers of single and multilayer reflective plastic core insulation shall comply with Section 2613.

720.2 Concealed installation. Insulating materials, where concealed as installed in buildings of any type of construc- tion, shall have a flame spread index of not more than 25 and a smoke-developed index of not more than 450.

Exception: Cellulosic fiber loose-fill insulation comply- ing with the requirements of Section 720.6 shall not be required to meet a flame spread index requirement but shall be required to meet a smoke-developed index of not more than 450 when tested in accordance with CAN/ULC S102.2.

720.2.1 Facings. Where such materials are installed in concealed spaces in buildings of Type III, IV or V con- struction, the flame spread and smoke-developed limita- tions do not apply to facings, coverings, and layers of reflective foil insulation that are installed behind and in substantial contact with the unexposed surface of the ceil- ing, wall or floor finish.

Exception: All layers of single and multilayer reflec- tive plastic core insulation shall comply with Section 2613.

720.3 Exposed installation. Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke-developed index of not more than 450.

720.3.1 Attic floors. Exposed insulation materials installed on attic floors shall have a critical radiant flux of not less than 0.12 watt per square centimeter when tested in accordance with ASTM E970.

720.4 Loose-fill insulation. Loose-fill insulation materials that cannot be mounted in the ASTM E84 or UL 723 appara- tus without a screen or artificial supports shall comply with the flame spread and smoke-developed limits of Sections 720.2 and 720.3 when tested in accordance with CAN/ULC S102.2.

Exception: Cellulosic fiber loose-fill insulation shall not be required to meet a flame spread index requirement when tested in accordance with CAN/ULC S102.2, pro-

vided such insulation has a smoke-developed index of not more than 450 and complies with the requirements of Sec- tion 720.6.

720.5 Roof insulation. The use of combustible roof insula- tion not complying with Sections 720.2 and 720.3 shall be permitted in any type of construction provided that insulation is covered with approved roof coverings directly applied thereto.

720.6 Cellulosic fiber loose-fill insulation and self-sup- ported spray-applied cellulosic insulation. Cellulosic fiber loose-fill insulation and self-supported spray-applied cellu- losic insulation shall comply with CPSC 16 CFR Parts 1209 and 1404. Each package of such insulating material shall be clearly labeled in accordance with CPSC 16 CFR Parts 1209 and 1404.

720.7 Insulation and covering on pipe and tubing. Insula- tion and covering on pipe and tubing shall have a flame spread index of not more than 25 and a smoke-developed index of not more than 450.

Exception: Insulation and covering on pipe and tubing installed in plenums shall comply with the Florida Build- ing Code, Mechanical.

SECTION 721 PRESCRIPTIVE FIRE RESISTANCE

721.1 General. The provisions of this section contain pre- scriptive details of fire-resistance-rated building elements, components or assemblies. The materials of construction listed in Tables 721.1(1), 721.1(2), and 721.1(3) shall be assumed to have the fire-resistance ratings prescribed therein. Where materials that change the capacity for heat dis- sipation are incorporated into a fire-resistance-rated assem- bly, fire test results or other substantiating data shall be made available to the building official to show that the required fire-resistance-rating time period is not reduced.

721.1.1 Thickness of protective coverings. The thickness of fire-resistant materials required for protection of struc- tural members shall be not less than set forth in Table 721.1(1), except as modified in this section. The figures shown shall be the net thickness of the protecting materials and shall not include any hollow space in back of the pro- tection.

721.1.2 Unit masonry protection. Where required, metal ties shall be embedded in bed joints of unit masonry for protection of steel columns. Such ties shall be as set forth in Table 721.1(1) or be equivalent thereto.

721.1.3 Reinforcement for cast-in-place concrete col- umn protection. Cast-in-place concrete protection for steel columns shall be reinforced at the edges of such members with wire ties of not less than 0.18 inch (4.6 mm) in diameter wound spirally around the columns on a pitch of not more than 8 inches (203 mm) or by equivalent rein- forcement.

721.1.4 Plaster application. The finish coat is not required for plaster protective coatings where those coat-

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ings comply with the design mix and thickness require- ments of Tables 721.1(1), 721.1(2) and 721.1(3).

721.1.5 Bonded prestressed concrete tendons. For mem- bers having a single tendon or more than one tendon installed with equal concrete cover measured from the nearest surface, the cover shall be not less than that set forth in Table 721.1(1). For members having multiple ten- dons installed with variable concrete cover, the average tendon cover shall be not less than that set forth in Table 721.1(1), provided:

1. The clearance from each tendon to the nearest exposed surface is used to determine the average cover.

2. In no case can the clear cover for individual tendons be less than one-half of that set forth in Table 721.1(1). A minimum cover of 3/4 inch (19.1 mm) for slabs and 1 inch (25 mm) for beams is required for any aggregate concrete.

3. For the purpose of establishing a fire-resistance rat- ing, tendons having a clear covering less than that set forth in Table 721.1(1) shall not contribute more than 50 percent of the required ultimate moment capacity for members less than 350 square inches (0.226 m2) in cross-sectional area and 65 percent for larger members. For structural design purposes, however, tendons having a reduced cover are assumed to be fully effective.

SECTION 722 CALCULATED FIRE RESISTANCE

722.1 General. The provisions of this section contain proce- dures by which the fire resistance of specific materials or combinations of materials is established by calculations. These procedures apply only to the information contained in this section and shall not be otherwise used. The calculated fire resistance of concrete, concrete masonry and clay masonry assemblies shall be permitted in accordance with ACI 216.1/TMS 0216. The calculated fire resistance of steel assemblies shall be permitted in accordance with Chapter 5 of ASCE 29. The calculated fire resistance of exposed wood members and wood decking shall be permitted in accordance with Chapter 16 of ANSI/AWC National Design Specifica- tion for Wood Construction (NDS).

722.1.1 Definitions. The following terms are defined in Chapter 2:

CERAMIC FIBER BLANKET.

CONCRETE, CARBONATE AGGREGATE.

CONCRETE, CELLULAR.

CONCRETE, LIGHTWEIGHT AGGREGATE.

CONCRETE, PERLITE.

CONCRETE, SAND-LIGHTWEIGHT.

CONCRETE, SILICEOUS AGGREGATE.

CONCRETE, VERMICULITE.

GLASS FIBERBOARD.

MINERAL BOARD.

722.2 Concrete assemblies. The provisions of this section contain procedures by which the fire-resistance ratings of concrete assemblies are established by calculations.

722.2.1 Concrete walls. Cast-in-place and precast con- crete walls shall comply with Section 722.2.1.1. Multi- wythe concrete walls shall comply with Section 722.2.1.2. Joints between precast panels shall comply with Section 722.2.1.3. Concrete walls with gypsum wallboard or plas- ter finish shall comply with Section 722.2.1.4.

722.2.1.1 Cast-in-place or precast walls. The mini- mum equivalent thicknesses of cast-in-place or precast concrete walls for fire-resistance ratings of 1 hour to 4 hours are shown in Table 722.2.1.1. For solid walls with flat vertical surfaces, the equivalent thickness is the same as the actual thickness. The values in Table 722.2.1.1 apply to plain, reinforced or prestressed con- crete walls.

722.2.1.1.1 Hollow-core precast wall panels. For hollow-core precast concrete wall panels in which the cores are of constant cross section throughout the length, calculation of the equivalent thickness by dividing the net cross-sectional area (the gross cross section minus the area of the cores) of the panel by its width shall be permitted

TABLE 722.2.1.1 MINIMUM EQUIVALENT THICKNESS OF

CAST-IN-PLACE OR PRECAST CONCRETE WALLS, LOAD-BEARING OR NONLOAD-BEARING

For SI: 1 inch = 25.4 mm.

722.2.1.1.2 Core spaces filled. Where all of the core spaces of hollow-core wall panels are filled with loose-fill material, such as expanded shale, clay or slag, or vermiculite or perlite, the fire-resistance rat- ing of the wall is the same as that of a solid wall of the same concrete type and of the same overall thickness.

CONCRETE TYPE

MINIMUM SLAB THICKNESS (inches) FOR FIRE-RESISTANCE RATING OF

1 hour 11/2 hours 2 hours 3 hours 4 hours

Siliceous 3.5 4.3 5.0 6.2 7.0

Carbonate 3.2 4.0 4.6 5.7 6.6

Sand-lightweight 2.7 3.3 3.8 4.6 5.4

Lightweight 2.5 3.1 3.6 4.4 5.1

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TABLE 721.1(1) MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS

FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm

(continued)

STRUCTURAL PARTS TO BE PROTECTED

ITEM NUMBER

INSULATING MATERIAL USED

MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING

FIRE-RESISTANCE PERIODS (inches)

4 hours

3 hours

2 hours

1 hour

1. Steel columns and all of primary trusses (continued)

1-1.1 Carbonate, lightweight and sand-lightweight aggregate concrete, members 6" × 6" or greater (not including sandstone, granite and siliceous gravel).a

21/2 2 1 1/2 1

1-1.2 Carbonate, lightweight and sand-lightweight aggregate concrete, members 8" × 8" or greater (not including sandstone, granite and siliceous gravel).a

2 11/2 1 1

1-1.3 Carbonate, lightweight and sand-lightweight aggregate concrete, members 12" × 12" or greater (not including sandstone, granite and siliceous gravel).a

11/2 1 1 1

1-1.4 Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 6" × 6" or greater.a

3 2 11/2 1

1-1.5 Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 8" × 8" or greater.a

21/2 2 1 1

1-1.6 Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 12" × 12" or greater.a

2 1 1 1

1-2.1 Clay or shale brick with brick and mortar fill.a 33/4 — — 2 1/4

1-3.1 4" hollow clay tile in two 2" layers; 1/2" mortar between tile and column;

3/8" metal mesh 0.046" wire diameter in horizontal joints; tile fill.a

4 — — —

1-3.2 2" hollow clay tile; 3/4" mortar between tile and column;

3/8" metal mesh 0.046" wire diameter in horizontal joints; limestone concrete filla; plastered with 3/4" gypsum plas- ter.

3 — — —

1-3.3 2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile or 3/8" metal mesh 0.046" diameter wire in horizontal joints; limestone or trap-rock concrete filla extending 1" outside column on all sides.

— — 3 —

1-3.4 2" hollow clay tile with outside wire ties 0.08" diameter at each course of tile with or without concrete fill; 3/4" mortar between tile and column.

— — — 2

1-4.1 Cement plaster over metal lath wire tied to 3/4" cold-rolled vertical channels with 0.049" (No. 18 B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed 1:2 1/2 by volume, cement to sand.

— — 21/2 b 7/8

1-5.1

Vermiculite concrete, 1:4 mix by volume over paperbacked wire fabric lath wrapped directly around column with additional 2" × 2" 0.065"/0.065" (No. 16/16 B.W. gage) wire fabric placed 3/4" from outer concrete surface. Wire fabric tied with 0.049" (No. 18 B.W. gage) wire spaced 6" on center for inner layer and 2" on center for outer layer.

2 — — —

1-6.1 Perlite or vermiculite gypsum plaster over metal lath wrapped around column and furred 11/4" from column flanges. Sheets lapped at ends and tied at 6" intervals with 0.049" (No. 18 B.W. gage) tie wire. Plaster pushed through to flanges.

11/2 1 — —

1-6.2 Perlite or vermiculite gypsum plaster over self-furring metal lath wrapped directly around column, lapped 1" and tied at 6" intervals with 0.049" (No. 18 B.W. gage) wire.

13/4 1 3/8 1 —

1-6.3 Perlite or vermiculite gypsum plaster on metal lath applied to 3/4" cold-rolled channels spaced 24" apart vertically and wrapped flatwise around column.

11/2 — — —

1-6.4

Perlite or vermiculite gypsum plaster over two layers of 1/2" plain full-length gypsum lath applied tight to column flanges. Lath wrapped with 1" hexagonal mesh of No. 20 gage wire and tied with doubled 0.035" diameter (No. 18 B.W. gage) wire ties spaced 23" on center. For three-coat work, the plaster mix for the second coat shall not exceed 100 pounds of gypsum to 21/2 cubic feet of aggregate for the 3-hour system.

21/2 2 — —

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TABLE 721.1(1)—continued MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS

FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm

(continued)

STRUCTURAL PARTS TO BE PROTECTED

ITEM NUMBER

INSULATING MATERIAL USED

MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING

FIRE-RESISTANCE PERIODS (inches)

4 hours

3 hours

2 hours

1 hour

1. Steel columns and all of primary trusses

1-6.5

Perlite or vermiculite gypsum plaster over one layer of 1/2" plain full-length gypsum lath applied tight to column flanges. Lath tied with doubled 0.049" (No. 18 B.W. gage) wire ties spaced 23" on center and scratch coat wrapped with 1" hexagonal mesh 0.035" (No. 20 B.W. gage) wire fabric. For three-coat work, the plaster mix for the second coat shall not exceed 100 pounds of gypsum to 21/2 cubic feet of aggregate.

— 2 — —

1-7.1

Multiple layers of 1/2" gypsum wallboard c adhesivelyd secured to column flanges and

successive layers. Wallboard applied without horizontal joints. Corner edges of each layer staggered. Wallboard layer below outer layer secured to column with doubled 0.049" (No. 18 B.W. gage) steel wire ties spaced 15" on center. Exposed corners taped and treated.

— — 2 1

1-7.2

Three layers of 5/8" Type X gypsum wallboard. c First and second layer held in place by

1/8" diameter by 1 3/8" long ring shank nails with

5/16" diameter heads spaced 24" on cen- ter at corners. Middle layer also secured with metal straps at mid-height and 18" from each end, and by metal corner bead at each corner held by the metal straps. Third layer attached to corner bead with 1" long gypsum wallboard screws spaced 12" on center.

— — 17/8 —

1-7.3

Three layers of 5/8" Type X gypsum wallboard, c each layer screw attached to 15/8" steel

studs 0.018" thick (No. 25 carbon sheet steel gage) at each corner of column. Middle layer also secured with 0.049" (No. 18 B.W. gage) double-strand steel wire ties, 24" on center. Screws are No. 6 by 1" spaced 24" on center for inner layer, No. 6 by 15/8" spaced 12" on center for middle layer and No. 8 by 21/4" spaced 12" on center for outer layer.

— 17/8 — —

1-8.1

Wood-fibered gypsum plaster mixed 1:1 by weight gypsum-to-sand aggregate applied over metal lath. Lath lapped 1" and tied 6" on center at all end, edges and spacers with 0.049" (No. 18 B.W. gage) steel tie wires. Lath applied over 1/2" spacers made of

3/4" furring channel with 2" legs bent around each corner. Spacers located 1" from top and bottom of member and a maximum of 40" on center and wire tied with a single strand of 0.049" (No. 18 B.W. gage) steel tie wires. Corner bead tied to the lath at 6" on center along each corner to provide plaster thickness.

— — 15/8 —

1-9.1

Minimum W8x35 wide flange steel column (w/d ≥ 0.75) with each web cavity filled even with the flange tip with normal weight carbonate or siliceous aggregate concrete (3,000 psi minimum compressive strength with 145 pcf ± 3 pcf unit weight). Reinforce the concrete in each web cavity with a minimum No. 4 deformed reinforcing bar installed vertically and centered in the cavity, and secured to the column web with a minimum No. 2 horizontal deformed reinforcing bar welded to the web every 18" on center vertically. As an alternative to the No. 4 rebar, 3/4" diameter by 3" long headed studs, spaced at 12" on center vertically, shall be welded on each side of the web mid- way between the column flanges.

— — — See

Note n

2. Webs or flanges of steel beams and girders (continued)

2-1.1

Carbonate, lightweight and sand-lightweight aggregate concrete (not including sand- stone, granite and siliceous gravel) with 3" or finer metal mesh placed 1" from the fin- ished surface anchored to the top flange and providing not less than 0.025 square inch of steel area per foot in each direction.

2 11/2 1 1

2-1.2 Siliceous aggregate concrete and concrete excluded in Item 2-1.1 with 3" or finer metal mesh placed 1" from the finished surface anchored to the top flange and providing not less than 0.025 square inch of steel area per foot in each direction.

21/2 2 1 1/2 1

2-2.1 Cement plaster on metal lath attached to 3/4" cold-rolled channels with 0.04" (No. 18 B.W. gage) wire ties spaced 3" to 6" on center. Plaster mixed 1:2 1/2 by volume, cement to sand.

— — 21/2 b 7/8

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TABLE 721.1(1)—continued MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS

FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm

(continued)

STRUCTURAL PARTS TO BE PROTECTED

ITEM NUMBER

INSULATING MATERIAL USED

MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING

FIRE-RESISTANCE PERIODS (inches)

4 hours

3 hours

2 hours

1 hour

2. Webs or flanges of steel beams and girders

2-3.1 Vermiculite gypsum plaster on a metal lath cage, wire tied to 0.165" diameter (No. 8 B.W. gage) steel wire hangers wrapped around beam and spaced 16" on center. Metal lath ties spaced approximately 5" on center at cage sides and bottom.

— 7/8 — —

2-4.1

Two layers of 5/8" Type X gypsum wallboard c are attached to U-shaped brackets spaced

24" on center. 0.018" thick (No. 25 carbon sheet steel gage) 15/8" deep by 1" galvanized steel runner channels are first installed parallel to and on each side of the top beam flange to provide a 1/2" clearance to the flange. The channel runners are attached to steel deck or concrete floor construction with approved fasteners spaced 12" on center. U- shaped brackets are formed from members identical to the channel runners. At the bent portion of the U-shaped bracket, the flanges of the channel are cut out so that 15/8" deep corner channels can be inserted without attachment parallel to each side of the lower flange. As an alternative, 0.021" thick (No. 24 carbon sheet steel gage) 1" × 2" runner and cor- ner angles shall be used in lieu of channels, and the web cutouts in the U-shaped brack- ets shall not be required. Each angle is attached to the bracket with 1/2"-long No. 8 self- drilling screws. The vertical legs of the U-shaped bracket are attached to the runners with one 1/2" long No. 8 self-drilling screw. The completed steel framing provides a 2

1/8" and 1 1/2"

space between the inner layer of wallboard and the sides and bottom of the steel beam, respectively. The inner layer of wallboard is attached to the top runners and bottom cor- ner channels or corner angles with 11/4"-long No. 6 self-drilling screws spaced 16" on center. The outer layer of wallboard is applied with 13/4"-long No. 6 self-drilling screws spaced 8" on center. The bottom corners are reinforced with metal corner beads.

— — 11/4 —

2-4.2

Three layers of 5/8" Type X gypsum wallboard c attached to a steel suspension system as

described immediately above utilizing the 0.018" thick (No. 25 carbon sheet steel gage) 1" × 2" lower corner angles. The framing is located so that a 21/8" and 2" space is pro- vided between the inner layer of wallboard and the sides and bottom of the beam, respectively. The first two layers of wallboard are attached as described immediately above. A layer of 0.035" thick (No. 20 B.W. gage) 1" hexagonal galvanized wire mesh is applied under the soffit of the middle layer and up the sides approximately 2". The mesh is held in position with the No. 6 15/8"-long screws installed in the vertical leg of the bot- tom corner angles. The outer layer of wallboard is attached with No. 6 21/4"-long screws spaced 8" on center. One screw is also installed at the mid-depth of the bracket in each layer. Bottom corners are finished as described above.

— 17/8 — —

3. Bonded pre- tensioned rein- forcement in prestressed concretee

3-1.1

Carbonate, lightweight, sand-lightweight and siliceousf aggregate concrete Beams or girders

Solid h

4g 3g

21/2

11/2

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TABLE 721.1(1) —continued MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS

FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm

For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm2, 1 cubic foot = 0.0283 m3, 1 pound per cubic foot = 16.02 kg/m3. a. Reentrant parts of protected members to be filled solidly. b. Two layers of equal thickness with a 3/4-inch airspace between. c. For all of the construction with gypsum wallboard described in Table 721.1(1), gypsum base for veneer plaster of the same size, thickness and core type shall

be permitted to be substituted for gypsum wallboard, provided attachment is identical to that specified for the wallboard and the joints on the face layer are reinforced, and the entire surface is covered with not less than 1/16-inch gypsum veneer plaster.

d. An approved adhesive qualified under ASTM E119 or UL 263. e. Where lightweight or sand-lightweight concrete having an oven-dry weight of 110 pounds per cubic foot or less is used, the tabulated minimum cover shall be

permitted to be reduced 25 percent, except that in no case shall the cover be less than 3/4 inch in slabs or 1 1/2 inches in beams or girders.

f. For solid slabs of siliceous aggregate concrete, increase tendon cover 20 percent. g. Adequate provisions against spalling shall be provided by U-shaped or hooped stirrups spaced not to exceed the depth of the member with a clear cover of 1

inch. h. Prestressed slabs shall have a thickness not less than that required in Table 721.1(3) for the respective fire-resistance time period. i. Fire coverage and end anchorages shall be as follows: Cover to the prestressing steel at the anchor shall be 1/2 inch greater than that required away from the

anchor. Minimum cover to steel-bearing plate shall be 1 inch in beams and 3/4 inch in slabs. j. For beam widths between 8 inches and 12 inches, cover thickness shall be permitted to be determined by interpolation. k. Interior spans of continuous slabs, beams and girders shall be permitted to be considered restrained. l. For use with concrete slabs having a comparable fire endurance where members are framed into the structure in such a manner as to provide equivalent

performance to that of monolithic concrete construction. m. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in GA 600 shall be accepted as if herein listed. n. No additional insulating material is required on the exposed outside face of the column flange to achieve a 1-hour fire-resistance rating.

STRUCTURAL PARTS TO BE PROTECTED

ITEM NUMBER

INSULATING MATERIAL USED

MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING

FIRE-RESISTANCE PERIODS (inches)

4 hours

3 hours

2 hours

1 hour

4. Bonded or unbonded post- tensioned ten- dons in pre- stressed concretee, i

4-1.1

Carbonate, lightweight, sand-lightweight and siliceousf aggregate concrete Unrestrained members: Solid slabsh

Beams and girdersj 8" wide greater than 12" wide

—

41/2 21/2

11/2

21/2 2

—

13/4 11/2

4-1.2

Carbonate, lightweight, sand-lightweight and siliceous aggregate Restrained members:k Solid slabsh Beams and girdersj 8" wide greater than 12" wide

11/4

21/2 2

2 13/4

3/4

13/4 11/2

—

— —

5. Reinforcing steel in rein- forced concrete columns, beams girders and trusses

5-1.1

Carbonate, lightweight and sand-lightweight aggregate concrete, members 12" or larger, square or round. (Size limit does not apply to beams and girders monolithic with floors.) Siliceous aggregate concrete, members 12" or larger, square or round. (Size limit does not apply to beams and girders monolithic with floors.)

11/2

6. Reinforcing steel in rein- forced concrete joistsl

6-1.1 6-1.2

Carbonate, lightweight and sand-lightweight aggregate concrete Siliceous aggregate concrete

11/4 13/4

11/4 11/2

1 1

3/4 3/4

7. Reinforcing and tie rods in floor and roof slabsl

7-1.1 7-1.2

Carbonate, lightweight and sand-lightweight aggregate concrete Siliceous aggregate concrete

1 11/4

1 1

3/4 1

3/4 3/4

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TABLE 721.1(2) RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

1. Brick of clay or shale

1-1.1 Solid brick of clay or shalec. 6 4.9 3.8 2.7

1-1.2 Hollow brick, not filled. 5.0 4.3 3.4 2.3

1-1.3 Hollow brick unit wall, grout or filled with perlite vermiculite or expanded shale aggre- gate.

6.6 5.5 4.4 3.0

1-2.1

4" nominal thick units not less than 75 percent solid backed with a hat-shaped metal fur- ring channel 3/4" thick formed from 0.021" sheet metal attached to the brick wall on 24" centers with approved fasteners, and 1/2" Type X gypsum wallboard attached to the metal furring strips with 1"-long Type S screws spaced 8" on center.

— — 5d —

2. Combination of clay brick and load-bearing hol- low clay tile

2-1.1 4" solid brick and 4" tile (not less than 40 percent solid). — 8 — —

2-1.2 4" solid brick and 8" tile (not less than 40 percent solid). 12 — — —

3. Concrete masonry units

3-1.1f, g Expanded slag or pumice. 4.7 4.0 3.2 2.1

3-1.2f, g Expanded clay, shale or slate. 5.1 4.4 3.6 2.6

3-1.3f Limestone, cinders or air-cooled slag. 5.9 5.0 4.0 2.7

3-1.4f, g Calcareous or siliceous gravel. 6.2 5.3 4.2 2.8

4. Solid con- creteh, i

4-1.1

Siliceous aggregate concrete. 7.0 6.2 5.0 3.5

Carbonate aggregate concrete. 6.6 5.7 4.6 3.2

Sand-lightweight concrete. 5.4 4.6 3.8 2.7

Lightweight concrete. 5.1 4.4 3.6 2.5

5. Glazed or unglazed facing tile, nonload- bearing

5-1.1 One 2" unit cored 15 percent maximum and one 4" unit cored 25 percent maximum with 3/4" mortar-filled collar joint. Unit positions reversed in alternate courses.

— 63/8 — —

5-1.2 One 2" unit cored 15 percent maximum and one 4" unit cored 40 percent maximum with 3/4" mortar-filled collar joint. Unit positions side with

3/4" gypsum plaster. Two wythes tied together every fourth course with No. 22 gage corrugated metal ties.

— 63/4 — —

5-1.3 One unit with three cells in wall thickness, cored 29 percent maximum. — — 6 —

5-1.4 One 2" unit cored 22 percent maximum and one 4" unit cored 41 percent maximum with 1/4" mortar-filled collar joint. Two wythes tied together every third course with 0.030" (No. 22 galvanized sheet steel gage) corrugated metal ties.

— — 6 —

5-1.5 One 4" unit cored 25 percent maximum with 3/4" gypsum plaster on one side. — — 4 3/4 —

5-1.6 One 4" unit with two cells in wall thickness, cored 22 percent maximum. — — — 4

5-1.7 One 4" unit cored 30 percent maximum with 3/4" vermiculite gypsum plaster on one side. — — 4 1/2 —

5-1.8 One 4" unit cored 39 percent maximum with 3/4" gypsum plaster on one side. — — — 4 1/2

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TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

6. Solid gypsum plaster

6-1.1

3/4" by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16" on cen- ter with 2.6-pound flat metal lath applied to one face and tied with 0.049" (No. 18 B.W. gage) wire at 6" spacing. Gypsum plaster each side mixed 1:2 by weight, gypsum to sand aggregate.

— — — 2d

6-1.2

3/4" by 0.05" (No. 16 carbon sheet steel gage) cold-rolled channels 16" on center with metal lath applied to one face and tied with 0.049" (No. 18 B.W. gage) wire at 6" spac- ing. Perlite or vermiculite gypsum plaster each side. For three-coat work, the plaster mix for the second coat shall not exceed 100 pounds of gypsum to 21/2 cubic feet of aggre- gate for the 1-hour system.

— — 21/2 d 2d

6-1.3

3/4" by 0.055" (No. 16 carbon sheet steel gage) vertical cold-rolled channels, 16" on cen- ter with 3/8" gypsum lath applied to one face and attached with sheet metal clips. Gyp- sum plaster each side mixed 1:2 by weight, gypsum to sand aggregate.

— — — 2d

6-2.1 Studless with 1/2" full-length plain gypsum lath and gypsum plaster each side. Plaster mixed 1:1 for scratch coat and 1:2 for brown coat, by weight, gypsum to sand aggregate.

— — — 2d

6-2.2 Studless with 1/2" full-length plain gypsum lath and perlite or vermiculite gypsum plas- ter each side.

— — 21/2 d 2d

6-2.3 Studless partition with 3/8" rib metal lath installed vertically adjacent edges tied 6" on center with No. 18 gage wire ties, gypsum plaster each side mixed 1:2 by weight, gyp- sum to sand aggregate.

— — — 2d

7. Solid perlite and Portland cement

7-1.1

Perlite mixed in the ratio of 3 cubic feet to 100 pounds of Portland cement and machine applied to stud side of 11/2" mesh by 0.058-inch (No. 17 B.W. gage) paper-backed woven wire fabric lath wire-tied to 4"-deep steel trussed wirej studs 16" on center. Wire ties of 0.049" (No. 18 B.W. gage) galvanized steel wire 6" on center vertically.

— — 31/8 d —

8. Solid neat wood fibered gypsum plaster

8-1.1

3/4" by 0.055-inch (No. 16 carbon sheet steel gage) cold-rolled channels, 12" on center with 2.5-pound flat metal lath applied to one face and tied with 0.049" (No. 18 B.W. gage) wire at 6" spacing. Neat gypsum plaster applied each side.

— — 2d —

9. Solid wall- board partition

9-1.1 One full-length layer 1/2" Type X gypsum wallboard

e laminated to each side of 1" full- length V-edge gypsum coreboard with approved laminating compound. Vertical joints of face layer and coreboard staggered not less than 3".

— — 2d —

10. Hollow (stud- less) gypsum wallboard parti- tion

10-1.1

One full-length layer of 5/8" Type X gypsum wallboard e attached to both sides of wood

or metal top and bottom runners laminated to each side of 1"× 6" full-length gypsum coreboard ribs spaced 2" on center with approved laminating compound. Ribs centered at vertical joints of face plies and joints staggered 24" in opposing faces. Ribs may be recessed 6" from the top and bottom.

— — — 21/4 d

10-1.2

1" regular gypsum V-edge full-length backing board attached to both sides of wood or metal top and bottom runners with nails or 15/8" drywall screws at 24" on center. Mini- mum width of runners 15/8". Face layer of

1/2" regular full-length gypsum wallboard laminated to outer faces of backing board with approved laminating compound.

— — 45/8 d —

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 275

TABLE 721.1(2) —continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

11. Noncombusti- ble studs-interior partition with plaster each side

11-1.1 31/4" × 0.044" (No. 18 carbon sheet steel gage) steel studs spaced 24" on center.

5/8" gyp- sum plaster on metal lath each side mixed 1:2 by weight, gypsum to sand aggregate.

— — — 43/4 d

11-1.2 33 /8" × 0.055" (No. 16 carbon sheet steel gage) approved nailable

k studs spaced 24" on center. 5/8" neat gypsum wood-fibered plaster each side over

3/8" rib metal lath nailed to studs with 6d common nails, 8" on center. Nails driven 11/4" and bent over.

— — 55/8 —

11-1.3

4" × 0.044" (No. 18 carbon sheet steel gage) channel-shaped steel studs at 16" on center. On each side approved resilient clips pressed onto stud flange at 16" vertical spacing, 1/4" pencil rods snapped into or wire tied onto outer loop of clips, metal lath wire-tied to pen- cil rods at 6" intervals, 1" perlite gypsum plaster, each side.

— 75/8 d — —

11-1.4

21/2" × 0.044" (No. 18 carbon sheet steel gage) steel studs spaced 16" on center. Wood fibered gypsum plaster mixed 1:1 by weight gypsum to sand aggregate applied on 3/4- pound metal lath wire tied to studs, each side. 3/4" plaster applied over each face, includ- ing finish coat.

— — 41/4 d —

12. Wood studs- interior partition with plaster each side

12-1.1l, m

2" × 4" wood studs 16" on center with 5/8" gypsum plaster on metal lath. Lath attached by 4d common nails bent over or No. 14 gage by 11/4" by

3/4" crown width staples spaced 6" on center. Plaster mixed 1:11/2 for scratch coat and 1:3 for brown coat, by weight, gypsum to sand aggregate.

— — — 51/8

12-1.2l 2" × 4" wood studs 16" on center with metal lath and 7/8" neat wood-fibered gypsum plaster each side. Lath attached by 6d common nails, 7" on center. Nails driven 11/4" and bent over.

— — 51/2 d —

12-1.3l 2" × 4" wood studs 16" on center with 3/8" perforated or plain gypsum lath and

1/2" gyp- sum plaster each side. Lath nailed with 11/8" by No. 13 gage by

19/64" head plasterboard blued nails, 4" on center. Plaster mixed 1:2 by weight, gypsum to sand aggregate.

— — — 51/4

12-1.4l 2" × 4" wood studs 16" on center with 3/8" Type X gypsum lath and

1/2" gypsum plaster each side. Lath nailed with 11/8" by No. 13 gage by

19/64" head plasterboard blued nails, 5" on center. Plaster mixed 1:2 by weight, gypsum to sand aggregate.

— — — 51/4

13. Noncombusti- ble studs-interior partition with gyp- sum wallboard each side

13-1.1

0.018" (No. 25 carbon sheet steel gage) channel-shaped studs 24" on center with one full-length layer of 5/8" Type X gypsum wallboard

e applied vertically attached with 1"- long No. 6 drywall screws to each stud. Screws are 8" on center around the perimeter and 12" on center on the intermediate stud. Where applied horizontally, the Type X gyp- sum wallboard shall be attached to 35/8" studs and the horizontal joints shall be staggered with those on the opposite side. Screws for the horizontal application shall be 8" on cen- ter at vertical edges and 12" on center at intermediate studs.

— — — 27/8 d

13-1.2

0.018" (No. 25 carbon sheet steel gage) channel-shaped studs 25" on center with two full-length layers of 1/2" Type X gypsum wallboard

e applied vertically each side. First layer attached with 1"-long, No. 6 drywall screws, 8" on center around the perimeter and 12" on center on the intermediate stud. Second layer applied with vertical joints offset one stud space from first layer using 15/8" long, No. 6 drywall screws spaced 9" on cen- ter along vertical joints, 12" on center at intermediate studs and 24" on center along top and bottom runners.

— — 35/8 d —

13-1.3

0.055" (No. 16 carbon sheet steel gage) approved nailable metal studse 24" on center with full-length 5/8" Type X gypsum wallboard

e applied vertically and nailed 7" on cen- ter with 6d cement-coated common nails. Approved metal fastener grips used with nails at vertical butt joints along studs.

— — — 47/8

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276 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

14. Wood studs-interior par- tition with gyp- sum wallboard each side

14-1.1h, m

2" × 4" wood studs 16" on center with two layers of 3/8" regular gypsum wallboarde each side, 4d coolern or wallboardn nails at 8" on center first layer, 5d coolern or wallboardn nails at 8" on center second layer with laminating compound between layers, joints staggered. First layer applied full length vertically, second layer applied horizontally or vertically.

— — — 5

14-1.2l, m

2" × 4" wood studs 16" on center with two layers 1/2" regular gypsum wallboard e

applied vertically or horizontally each sidek, joints staggered. Nail base layer with 5d coolern or wallboardn nails at 8" on center face layer with 8d coolern or wallboardn

nails at 8" on center.

— — — 51/2

14-1.3l, m 2" × 4" wood studs 24" on center with 5/8" Type X gypsum wallboard

e applied verti- cally or horizontally nailed with 6d coolern or wallboardn nails at 7" on center with end joints on nailing members. Stagger joints each side.

— — — 43/4

14-1.4l 2" × 4" fire-retardant-treated wood studs spaced 24" on center with one layer of 5/8" Type X gypsum wallboard

e applied with face paper grain (long dimension) paral- lel to studs. Wallboard attached with 6d coolern or wallboardn nails at 7" on center.

— — — 43/4 d

14-1.5l, m

2" × 4" wood studs 16" on center with two layers 5/8" Type X gypsum wallboard e

each side. Base layers applied vertically and nailed with 6d coolern or wallboardn

nails at 9" on center. Face layer applied vertically or horizontally and nailed with 8d coolern or wallboardn nails at 7" on center. For nail-adhesive application, base layers are nailed 6" on center. Face layers applied with coating of approved wallboard adhesive and nailed 12" on center.

— — 6 —

14-1.6l

2" × 3" fire-retardant-treated wood studs spaced 24" on center with one layer of 5/8" Type X gypsum wallboard

e applied with face paper grain (long dimension) at right angles to studs. Wallboard attached with 6d cement-coated box nails spaced 7" on center.

— — — 35/8 d

15. Exterior or interior walls (continued)

15-1.1l, m

Exterior surface with 3/4" drop siding over 1/2" gypsum sheathing on 2" × 4" wood

studs at 16" on center, interior surface treatment as required for 1-hour-rated exterior or interior 2" × 4" wood stud partitions. Gypsum sheathing nailed with 13/4" by No. 11 gage by 7/16" head galvanized nails at 8" on center. Siding nailed with 7d galva- nized smooth box nails.

— — — Var- ies

15-1.2l, m

2" × 4" wood studs 16" on center with metal lath and 3/4" cement plaster on each side. Lath attached with 6d common nails 7" on center driven to 1" minimum pene- tration and bent over. Plaster mix 1:4 for scratch coat and 1:5 for brown coat, by vol- ume, cement to sand.

— — — 53/8

15-1.3l, m

2" × 4" wood studs 16" on center with 7/8" cement plaster (measured from the face of studs) on the exterior surface with interior surface treatment as required for interior wood stud partitions in this table. Plaster mix 1:4 for scratch coat and 1:5 for brown coat, by volume, cement to sand.

— — — Var- ies

15-1.4

35/8" No. 16 gage noncombustible studs 16" on center with 7/8" cement plaster (mea-

sured from the face of the studs) on the exterior surface with interior surface treat- ment as required for interior, nonbearing, noncombustible stud partitions in this table. Plaster mix 1:4 for scratch coat and 1:5 for brown coat, by volume, cement to sand.

— — — Var- iesd

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TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

15. Exterior or interior walls (continued)

15-1.5m

21/4" × 3 3/4" clay face brick with cored holes over

1/2" gypsum sheathing on exterior sur- face of 2" × 4" wood studs at 16" on center and two layers 5/8" Type X gypsum wallboard

on interior surface. Sheathing placed horizontally or vertically with vertical joints over studs nailed 6" on center with 13/4" × No. 11 gage by

7/16" head galvanized nails. Inner layer of wallboard placed horizontally or vertically and nailed 8" on center with 6d cool- ern or wallboardn nails. Outer layer of wallboard placed horizontally or vertically and nailed 8" on center with 8d coolern or wallboardn nails. Joints staggered with vertical joints over studs. Outer layer joints taped and finished with compound. Nail heads cov- ered with joint compound. 0.035 inch (No. 20 galvanized sheet gage) corrugated galva- nized steel wall ties 3/4" by 6

5/8" attached to each stud with two 8d cooler n or wallboardn

nails every sixth course of bricks.

— — 10 —

15-1.6l, m

2" × 6" fire-retardant-treated wood studs 16" on center. Interior face has two layers of 5/8" Type X gypsum with the base layer placed vertically and attached with 6d box nails 12" on center. The face layer is placed horizontally and attached with 8d box nails 8" on cen- ter at joints and 12" on center elsewhere. The exterior face has a base layer of 5/8" Type X gypsum sheathing placed vertically with 6d box nails 8" on center at joints and 12" on center elsewhere. An approved building paper is next applied, followed by self-furred exterior lath attached with 21/2", No. 12 gage galvanized roofing nails with a

3/8" diameter head and spaced 6" on center along each stud. Cement plaster consisting of a 1/2" brown coat is then applied. The scratch coat is mixed in the proportion of 1:3 by weight, cement to sand with 10 pounds of hydrated lime and 3 pounds of approved additives or admix- tures per sack of cement. The brown coat is mixed in the proportion of 1:4 by weight, cement to sand with the same amounts of hydrated lime and approved additives or admix- tures used in the scratch coat.

— — 81/4 —

15-1.7l, m

2" × 6" wood studs 16" on center. The exterior face has a layer of 5/8" Type X gypsum sheathing placed vertically with 6d box nails 8" on center at joints and 12" on center else- where. An approved building paper is next applied, followed by 1" by No. 18 gage self- furred exterior lath attached with 8d by 21/2" long galvanized roofing nails spaced 6" on center along each stud. Cement plaster consisting of a 1/2" scratch coat, a bonding agent and a 1/2" brown coat and a finish coat is then applied. The scratch coat is mixed in the proportion of 1:3 by weight, cement to sand with 10 pounds of hydrated lime and 3 pounds of approved additives or admixtures per sack of cement. The brown coat is mixed in the proportion of 1:4 by weight, cement to sand with the same amounts of hydrated lime and approved additives or admixtures used in the scratch coat. The interior is cov- ered with 3/8" gypsum lath with 1" hexagonal mesh of 0.035 inch (No. 20 B.W. gage) woven wire lath furred out 5/16" and 1" perlite or vermiculite gypsum plaster. Lath nailed with 11/8" by No. 13 gage by

19/64" head plasterboard glued nails spaced 5" on center. Mesh attached by 13/4" by No. 12 gage by

3/8" head nails with 3/8" furrings, spaced 8" on

center. The plaster mix shall not exceed 100 pounds of gypsum to 21/2 cubic feet of aggre- gate.

— — 83/8 —

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278 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

15. Exterior or interior walls (continued)

15-1.8l, m

2" × 6" wood studs 16" on center. The exterior face has a layer of 5/8" Type X gypsum sheathing placed vertically with 6d box nails 8" on center at joints and 12" on center elsewhere. An approved building paper is next applied, followed by 11/2" by No. 17 gage self-furred exterior lath attached with 8d by 21/2" long galvanized roofing nails spaced 6" on center along each stud. Cement plaster consisting of a 1/2" scratch coat, and a

1/2" brown coat is then applied. The plaster may be placed by machine. The scratch coat is mixed in the proportion of 1:4 by weight, plastic cement to sand. The brown coat is mixed in the proportion of 1:5 by weight, plastic cement to sand. The interior is covered with 3/8" gypsum lath with 1" hexagonal mesh of No. 20 gage woven wire lath furred out 5/16" and 1" perlite or vermiculite gypsum plaster. Lath nailed with 1

1/8" by No. 13 gage by 19/64" head plasterboard glued nails spaced 5" on center. Mesh attached by 1

3/4" by No. 12 gage by 3/8" head nails with

3/8" furrings, spaced 8" on center. The plaster mix shall not exceed 100 pounds of gypsum to 21/2 cubic feet of aggregate.

— — 83/8 —

15-1.9

4" No. 18 gage, nonload-bearing metal studs, 16" on center, with 1" Portland cement lime plaster (measured from the back side of the 3/4-pound expanded metal lath) on the exterior surface. Interior surface to be covered with 1" of gypsum plaster on 3/4-pound expanded metal lath proportioned by weight-1:2 for scratch coat, 1:3 for brown, gypsum to sand. Lath on one side of the partition fastened to 1/4" diameter pencil rods supported by No. 20 gage metal clips, located 16" on center vertically, on each stud. 3" thick min- eral fiber insulating batts friction fitted between the studs.

— — 61/2 d —

15-1.10

Steel studs 0.060" thick, 4" deep or 6" at 16" or 24" centers, with 1/2" Glass Fiber Rein- forced Concrete (GFRC) on the exterior surface. GFRC is attached with flex anchors at 24" on center, with 5" leg welded to studs with two 1/2"-long flare-bevel welds, and 4" foot attached to the GFRC skin with 5/8" thick GFRC bonding pads that extend 2

1/2" beyond the flex anchor foot on both sides. Interior surface to have two layers of 1/2" Type X gypsum wallboard.e The first layer of wallboard to be attached with 1"-long Type S buglehead screws spaced 24" on center and the second layer is attached with 15/8"-long Type S screws spaced at 12" on center. Cavity is to be filled with 5" of 4 pcf (nominal) mineral fiber batts. GFRC has 11/2" returns packed with mineral fiber and caulked on the exterior.

— — 61/2 —

15-1.11

Steel studs 0.060" thick, 4" deep or 6" at 16" or 24" centers, respectively, with 1/2" Glass Fiber Reinforced Concrete (GFRC) on the exterior surface. GFRC is attached with flex anchors at 24" on center, with 5" leg welded to studs with two 1/2"-long flare-bevel welds, and 4" foot attached to the GFRC skin with 5/8" -thick GFRC bonding pads that extend 21/2" beyond the flex anchor foot on both sides. Interior surface to have one layer of 5/8" Type X gypsum wallboard

e, attached with 11/4"-long Type S buglehead screws spaced 12" on center. Cavity is to be filled with 5" of 4 pcf (nominal) mineral fiber batts. GFRC has 11/2" returns packed with mineral fiber and caulked on the exterior.

— — — 61/8

15-1.12q

2" × 6" wood studs at 16" with double top plates, single bottom plate; interior and exte- rior sides covered with 5/8" Type X gypsum wallboard, 4′ wide, applied horizontally or vertically with vertical joints over studs, and fastened with 21/4" Type S drywall screws, spaced 12" on center. Cavity to be filled with 51/2" mineral wool insulation.

— — — 63/4

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 279

TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

15. Exterior or interior walls (continued)

15-1.13q

2" × 6" wood studs at 16" with double top plates, single bottom plate; interior and exterior sides covered with 5/8" Type X gypsum wallboard, 4′ wide, applied vertically with all joints over framing or blocking and fastened with 21/4" Type S drywall screws, spaced 12" on center. R-19 mineral fiber insulation installed in stud cavity.

— — — 63/4

15-1.14q

2" × 6" wood studs at 16" with double top plates, single bottom plate; interior and exterior sides covered with 5/8" Type X gypsum wallboard, 4′ wide, applied horizontally or verti- cally with vertical joints over studs, and fastened with 21/4" Type S drywall screws, spaced 7" on center.

— — — 63/4

15-1.15q

2" × 4" wood studs at 16" with double top plates, single bottom plate; interior and exterior sides covered with 5/8" Type X gypsum wallboard and sheathing, respectively, 4′ wide, applied horizontally or vertically with vertical joints over studs, and fastened with 21/4" Type S drywall screws, spaced 12" on center. Cavity to be filled with 31/2" mineral wool insulation.

— — — 43/4

15-1.16q

2" x 6" wood studs at 24" centers with double top plates, single bottom plate; interior and exterior side covered with two layers of 5/8" Type X gypsum wallboard, 4' wide, applied horizontally with vertical joints over studs. Base layer fastened with 21/4" Type S drywall screws, spaced 24" on center and face layer fastened with Type S drywall screws, spaced 8" on center, wallboard joints covered with paper tape and joint compound, fastener heads covered with joint compound. Cavity to be filled with 51/2" mineral wool insulation.

— — 8 —

15-2.1d

35/8" No. 16 gage steel studs at 24" on center or 2" × 4" wood studs at 24" on center. Metal lath attached to the exterior side of studs with minimum 1" long No. 6 drywall screws at 6" on center and covered with minimum 3/4" thick Portland cement plaster. Thin veneer brick units of clay or shale complying with ASTM C1088, Grade TBS or better, installed in run- ning bond in accordance with Section 1405.10. Combined total thickness of the Portland cement plaster, mortar and thin veneer brick units shall be not less than 13/4". Interior side covered with one layer of 5/8" thick Type X gypsum wallboard attached to studs with 1" long No. 6 drywall screws at 12" on center.

— — — 6

15-2.2 d

35/8" No. 16 gage steel studs at 24" on center or 2" × 4" wood studs at 24" on center. Metal lath attached to the exterior side of studs with minimum 1" long No. 6 drywall screws at 6" on center and covered with minimum 3/4" thick Portland cement plaster. Thin veneer brick units of clay or shale complying with ASTM C1088, Grade TBS or better, installed in run- ning bond in accordance with Section 1405.10. Combined total thickness of the Portland cement plaster, mortar and thin veneer brick units shall be not less than 2". Interior side covered with two layers of 5/8" thick Type X gypsum wallboard. Bottom layer attached to studs with 1" long No. 6 drywall screws at 24" on center. Top layer attached to studs with 15/8" long No. 6 drywall screws at 12" on center.

— — 67/8 —

15-2.3 d

35/8" No. 16 gage steel studs at 16" on center or 2"× 4" wood studs at 16" on center. Where metal lath is used, attach to the exterior side of studs with minimum 1" long No. 6 drywall screws at 6" on center. Brick units of clay or shale not less than 25/8" thick complying with ASTM C216 installed in accordance with Section 1405.6 with a minimum 1" airspace. Interior side covered with one layer of 5/8" thick Type X gypsum wallboard attached to studs with 1" long No. 6 drywall screws at 12" on center.

— — — 77/8

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TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o, p

For SI: 1 inch = 25.4 mm, 1 square inch = 645.2 mm2, 1 cubic foot = 0.0283 m3. a. Staples with equivalent holding power and penetration shall be permitted to be used as alternate fasteners to nails for attachment to wood framing. b. Thickness shown for brick and clay tile is nominal thicknesses unless plastered, in which case thicknesses are net. Thickness shown for concrete masonry and

clay masonry is equivalent thickness defined in Section 722.3.1 for concrete masonry and Section 722.4.1.1 for clay masonry. Where all cells are solid grouted or filled with silicone-treated perlite loose-fill insulation; vermiculite loose-fill insulation; or expanded clay, shale or slate lightweight aggregate, the equivalent thickness shall be the thickness of the block or brick using specified dimensions as defined in Chapter 21. Equivalent thickness shall include the thickness of applied plaster and lath or gypsum wallboard, where specified.

c. For units in which the net cross-sectional area of cored brick in any plane parallel to the surface containing the cores is not less than 75 percent of the gross cross-sectional area measured in the same plane.

d. Shall be used for nonbearing purposes only. e. For all of the construction with gypsum wallboard described in this table, gypsum base for veneer plaster of the same size, thickness and core type shall be

permitted to be substituted for gypsum wallboard, provided attachment is identical to that specified for the wallboard, and the joints on the face layer are reinforced and the entire surface is covered with not less than 1/16-inch gypsum veneer plaster.

f. The fire-resistance time period for concrete masonry units meeting the equivalent thicknesses required for a 2-hour fire-resistance rating in Item 3, and having a thickness of not less than 75/8 inches is 4 hours where cores that are not grouted are filled with silicone-treated perlite loose-fill insulation; vermiculite loose-fill insulation; or expanded clay, shale or slate lightweight aggregate, sand or slag having a maximum particle size of 3/8 inch.

g. The fire-resistance rating of concrete masonry units composed of a combination of aggregate types or where plaster is applied directly to the concrete masonry shall be determined in accordance with ACI 216.1/TMS 0216. Lightweight aggregates shall have a maximum combined density of 65 pounds per cubic foot.

(continued)

MATERIAL ITEM

NUMBER CONSTRUCTION

MINIMUM FINISHED THICKNESS FACE-TO-

FACEb (inches)

4 hours

3 hours

2 hours

1 hour

15. Exterior or interior walls

15-2.4d

35/8" No. 16 gage steel studs at 16" on center or 2" × 4" wood studs at 16" on center. Where metal lath is used, attach to the exterior side of studs with minimum 1" long No. 6 drywall screws at 6" on center. Brick units of clay or shale not less than 25/8" thick com- plying with ASTM C216 installed in accordance with Section 1405.6 with a minimum 1" airspace. Interior side covered with two layers of 5/8" thick Type X gypsum wallboard. Bottom layer attached to studs with 1" long No. 6 drywall screws at 24" on center. Top layer attached to studs with 15/8" long No. 6 drywall screws at 12" on center.

— — 81/2 —

16. Exterior walls rated for fire resistance from the inside only in accordance with Section 705.5.

16-1.1q

2" × 4" wood studs at 16" centers with double top plates, single bottom plate; interior side covered with 5/8" Type X gypsum wallboard, 4" wide, applied horizontally unblocked, and fastened with 21/4" Type S drywall screws, spaced 12" on center, wall- board joints covered with paper tape and joint compound, fastener heads covered with joint compound. Exterior covered with 3/8" wood structural panels, applied vertically, horizontal joints blocked and fastened with 6d common nails (bright) — 12" on center in the field, and 6" on center panel edges. Cavity to be filled with 31/2" mineral wool insula- tion. Rating established for exposure from interior side only.

— — — 41/2

16-1.2q

2" × 6" wood studs at 16" centers with double top plates, single bottom plate; interior side covered with 5/8" Type X gypsum wallboard, 4" wide, applied horizontally or verti- cally with vertical joints over studs and fastened with 21/4" Type S drywall screws, spaced 12" on center, wallboard joints covered with paper tape and joint compound, fas- tener heads covered with joint compound, exterior side covered with 7/16" wood struc- tural panels fastened with 6d common nails (bright) spaced 12" on center in the field and 6" on center along the panel edges. Cavity to be filled with 51/2" mineral wool insulation. Rating established from the gypsum-covered side only.

— — — 69/16

16-1.3q

2" × 6" wood studs at 16" centers with double top plates, single bottom plates; interior side covered with 5/8" Type X gypsum wallboard, 4" wide, applied vertically with all joints over framing or blocking and fastened with 21/4" Type S drywall screws spaced 7" on center. Joints to be covered with tape and joint compound. Exterior covered with 3/8" wood structural panels, applied vertically with edges over framing or blocking and fas- tened with 6d common nails (bright) at 12" on center in the field and 6" on center on panel edges. R-19 mineral fiber insulation installed in stud cavity. Rating established from the gypsum-covered side only.

— — — 61/2

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TABLE 721.1(2)—continued RATED FIRE-RESISTANCE PERIODS FOR VARIOUS WALLS AND PARTITIONS a, o,

h. See Note b. The equivalent thickness shall be permitted to include the thickness of cement plaster or 1.5 times the thickness of gypsum plaster applied in accordance with the requirements of Chapter 25.

i. Concrete walls shall be reinforced with horizontal and vertical temperature reinforcement as required by Chapter 19. j. Studs are welded truss wire studs with 0.18 inch (No. 7 B.W. gage) flange wire and 0.18 inch (No. 7 B.W. gage) truss wires. k. Nailable metal studs consist of two channel studs spot welded back to back with a crimped web forming a nailing groove. l. Wood structural panels shall be permitted to be installed between the fire protection and the wood studs on either the interior or exterior side of the wood

frame assemblies in this table, provided the length of the fasteners used to attach the fire protection is increased by an amount not less than the thickness of the wood structural panel.

m. For studs with a slenderness ratio, le/d, greater than 33, the design stress shall be reduced to 78 percent of allowable F′c. For studs with a slenderness ratio, le/d, not exceeding 33, the design stress shall be reduced to 78 percent of the adjusted stress F′c calculated for studs having a slenderness ratio le/d of 33.

n. For properties of cooler or wallboard nails, see ASTM C514, ASTM C547 or ASTM F1667. o. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in the GA 600 shall be accepted as if herein listed. p. NCMA TEK 5-8A shall be permitted for the design of fire walls. q. The design stress of studs shall be equal to a maximum of 100 percent of the allowable F'c calculated in accordance with Section 2306.

TABLE 721.1(3) MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

1. Siliceous aggre- gate concrete

1-1.1

Slab (no ceiling required). Minimum cover over nonpre- stressed reinforcement shall be not less than 3/4"

7.0 6.2 5.0 3.5 — — — —

2. Carbonate aggregate concrete

2-1.1 6.6 5.7 4.6 3.2 — — — —

3. Sand-light- weight concrete

3-1.1 5.4 4.6 3.8 2.7 — — — —

4. Lightweight concrete

4-1.1 5.1 4.4 3.6 2.5 — — — —

5. Reinforced concrete

5-1.1 Slab with suspended ceiling of vermiculite gypsum plaster over metal lath attached to 3/4" cold-rolled channels spaced 12" on center. Ceiling located 6" minimum below joists.

3 2 — — 1 3/4 — —

5-2.1

3/8" Type X gypsum wallboard c attached to 0.018 inch (No.

25 carbon sheet steel gage) by 7/8" deep by 2 5/8" hat-shaped

galvanized steel channels with 1"-long No. 6 screws. The channels are spaced 24" on center, span 35" and are sup- ported along their length at 35" intervals by 0.033" (No. 21 galvanized sheet gage) galvanized steel flat strap hangers having formed edges that engage the lips of the channel. The strap hangers are attached to the side of the concrete joists with 5/32" by 1

1/4" long power-driven fasteners. The wallboard is installed with the long dimension perpendicu- lar to the channels. End joints occur on channels and sup- plementary channels are installed parallel to the main channels, 12" each side, at end joint occurrences. The fin- ished ceiling is located approximately 12" below the soffit of the floor slab.

— — 21/2 — — — 5/8 —

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

6. Steel joists con- structed with a poured reinforced concrete slab on metal lath forms or steel form unitsd, e

6-1.1

Gypsum plaster on metal lath attached to the bottom cord with single No. 16 gage or doubled No. 18 gage wire ties spaced 6" on center. Plaster mixed 1:2 for scratch coat, 1:3 for brown coat, by weight, gypsum-to-sand aggregate for 2- hour system. For 3-hour system plaster is neat.

— — 21/2 2 1/4 — —

3/4 5/8

6-2.1 Vermiculite gypsum plaster on metal lath attached to the bottom chord with single No.16 gage or doubled 0.049- inch (No. 18 B.W. gage) wire ties 6" on center.

— 2 — — — 5/8 — —

6-3.1

Cement plaster over metal lath attached to the bottom chord of joists with single No. 16 gage or doubled 0.049" (No. 18 B.W. gage) wire ties spaced 6" on center. Plaster mixed 1:2 for scratch coat, 1:3 for brown coat for 1-hour system and 1:1 for scratch coat, 1:1 1/2 for brown coat for 2-hour sys- tem, by weight, cement to sand.

— — — 2 — — — 5/8 f

6-4.1

Ceiling of 5/8" Type X wallboard c attached to 7/8" deep by

25/8" by 0.021 inch (No. 25 carbon sheet steel gage) hat- shaped furring channels 12" on center with 1" long No. 6 wallboard screws at 8" on center. Channels wire tied to bot- tom chord of joists with doubled 0.049 inch (No. 18 B.W. gage) wire or suspended below joists on wire hangers.g

— — 21/2 — — — 5/8 —

6-5.1

Wood-fibered gypsum plaster mixed 1:1 by weight gypsum to sand aggregate applied over metal lath. Lath tied 6" on center to 3/4" channels spaced 13

1/2" on center. Channels secured to joists at each intersection with two strands of 0.049 inch (No. 18 B.W. gage) galvanized wire.

— — 21/2 — — — 3/4 —

7. Reinforced con- crete slabs and joists with hollow clay tile fillers laid end to end in rows 21/2" or more apart; rein- forcement placed between rows and concrete cast around and over tile.

7-1.1 5/8" gypsum plaster on bottom of floor or roof construction. — — 8 h — — — 5/8 —

7-1.2 None — — — 51/2 i — — — —

8. Steel joists con- structed with a rein- forced concrete slab on top poured on a 1/2" deep steel deck.

8-1.1 Vermiculite gypsum plaster on metal lath attached to 3/4" cold-rolled channels with 0.049" (No. 18 B.W. gage) wire ties spaced 6" on center.

21/2 j — — — 3/4 — — —

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

9. 3" deep cellular steel deck with concrete slab on top. Slab thickness measured to top.

9-1.1

Suspended ceiling of vermiculite gypsum plaster base coat and vermiculite acoustical plaster on metal lath attached at 6" intervals to 3/4" cold-rolled channels spaced 12" on cen- ter and secured to 11/2" cold-rolled channels spaced 36" on center with 0.065" (No. 16 B.W. gage) wire. 11/2" channels supported by No. 8 gage wire hangers at 36" on center. Beams within envelope and with a 21/2" airspace between beam soffit and lath have a 4-hour rating.

21/2 — — — 1 1/8

k — — —

10. 11/2"-deep steel roof deck on steel framing. Insula- tion board, 30 pcf density, composed of wood fibers with cement binders of thickness shown bonded to deck with unified asphalt adhesive. Covered with a Class A or B roof covering.

10-1.1

Ceiling of gypsum plaster on metal lath. Lath attached to 3/4" furring channels with 0.049" (No. 18 B.W. gage) wire ties spaced 6" on center. 3/4" channel saddle tied to 2" chan- nels with doubled 0.065" (No. 16 B.W. gage) wire ties. 2" channels spaced 36" on center suspended 2" below steel framing and saddle-tied with 0.165" (No. 8 B.W. gage) wire. Plaster mixed 1:2 by weight, gypsum-to-sand aggre- gate.

— — 17/8 1 — — 3/4

l 3/4 l

11. 11/2"-deep steel roof deck on steel- framing wood fiber insulation board, 17.5 pcf density on top applied over a 15-lb asphalt-satu- rated felt. Class A or B roof covering.

11-1.1

Ceiling of gypsum plaster on metal lath. Lath attached to 3/4" furring channels with 0.049" (No. 18 B.W. gage) wire ties spaced 6" on center. 3/4" channels saddle tied to 2" channels with doubled 0.065" (No. 16 B.W. gage) wire ties. 2" channels spaced 36" on center suspended 2" below steel framing and saddle tied with 0.165" (No. 8 B.W. gage) wire. Plaster mixed 1:2 for scratch coat and 1:3 for brown coat, by weight, gypsum-to-sand aggregate for 1-hour sys- tem. For 2-hour system, plaster mix is 1:2 by weight, gyp- sum-to-sand aggregate.

— — 11/2 1 — — 7/8

g 3/4 l

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TABLE 721.1(3) —continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

12. 11/2" deep steel roof deck on steel- framing insulation of rigid board con- sisting of expanded perlite and fibers impregnated with integral asphalt waterproofing; den- sity 9 to 12 pcf secured to metal roof deck by 1/2" wide ribbons of waterproof, cold- process liquid adhe- sive spaced 6" apart. Steel joist or light steel construc- tion with metal roof deck, insulation, and Class A or B built-up roof cover- ing.e

12-1.1

Gypsum-vermiculite plaster on metal lath wire tied at 6" intervals to 3/4" furring channels spaced 12" on center and wire tied to 2" runner channels spaced 32" on center. Runners wire tied to bottom chord of steel joists.

— — 1 — — — 7/8 —

13. Double wood floor over wood joists spaced 16" on center.m,n

13-1.1

Gypsum plaster over 3/8" Type X gypsum lath. Lath ini- tially applied with not less than four 11/8" by No. 13 gage by 19/64" head plasterboard blued nails per bearing. Continu- ous stripping over lath along all joist lines. Stripping con- sists of 3" wide strips of metal lath attached by 11/2" by No. 11 gage by 1/2" head roofing nails spaced 6" on center. Alternate stripping consists of 3" wide 0.049" diameter wire stripping weighing 1 pound per square yard and attached by No.16 gage by 11/2" by

3/4" crown width sta- ples, spaced 4" on center. Where alternate stripping is used, the lath nailing shall consist of two nails at each end and one nail at each intermediate bearing. Plaster mixed 1:2 by weight, gypsum-to-sand aggregate.

— — — — — — — 7/8

13-1.2

Cement or gypsum plaster on metal lath. Lath fastened with 11/2" by No. 11 gage by

7/16" head barbed shank roofing nails spaced 5" on center. Plaster mixed 1:2 for scratch coat and 1:3 for brown coat, by weight, cement to sand aggre- gate.

— — — — — — — 5/8

13-1.3 Perlite or vermiculite gypsum plaster on metal lath secured to joists with 11/2" by No. 11 gage by

7/16" head barbed shank roofing nails spaced 5" on center.

— — — — — — — 5/8

13-1.4

1/2" Type X gypsum wallboard c nailed to joists with 5d

coolero or wallboardo nails at 6" on center. End joints of wallboard centered on joists.

— — — — — — — 1/2

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TABLE 721.1(3) —continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

14. Plywood stressed skin panels consisting of 5/8" - thick interior C-D (exterior glue) top stressed skin on 2" × 6" nominal (mini- mum) stringers. Adjacent panel edges joined with 8d common wire nails spaced 6" on center. Stringers spaced 12" maximum on center.

14-1.1

1/2" -thick wood fiberboard weighing 15 to 18 pounds per cubic foot installed with long dimension parallel to string- ers or 3/8" C-D (exterior glue) plywood glued and/or nailed to stringers. Nailing to be with 5d coolero or wallboardo

nails at 12" on center. Second layer of 1/2" Type X gypsum wallboardc applied with long dimension perpendicular to joists and attached with 8d coolero or wallboardo nails at 6" on center at end joints and 8" on center elsewhere. Wall- board joints staggered with respect to fiberboard joints.

— — — — — — — 1

15. Vermiculite con- crete slab propor- tioned 1:4 (Portland cement to vermicu- lite aggregate) on a 11/2" -deep steel deck supported on individually pro- tected steel framing. Maximum span of deck 6′-10" where deck is less than 0.019 inch (No. 26 carbon steel sheet gage) or greater. Slab reinforced with 4" × 8" 0.109/0.083" (No. 12/14 B.W. gage) welded wire mesh.

15-1.1 None — — — 3j — — — —

16. Perlite concrete slab proportioned 1:6 (Portland cement to perlite aggregate) on a 11/4" -deep steel deck supported on individually pro- tected steel framing. Slab reinforced with 4" × 8" 0.109/0.083" (No. 12/14 B.W. gage) welded wire mesh.

16-1.1 None — — — 31/2 j — — — —

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

17. Perlite concrete slab proportioned 1:6 (Portland cement to perlite aggregate) on a 9/16"- deep steel deck sup- ported by steel joists 4′ on center. Class A or B roof covering on top.

17-1.1 Perlite gypsum plaster on metal lath wire tied to 3/4" furring channels attached with 0.065" (No. 16 B.W. gage) wire ties to lower chord of joists.

— 2p 2p — — 7/8 3/4 —

18. Perlite concrete slab proportioned 1:6 (Portland cement to perlite aggregate) on 11/4" -deep steel deck supported on indi- vidually protected steel framing. Maxi- mum span of deck 6′-10" where deck is less than 0.019" (No. 26 carbon sheet steel gage) and 8′-0" where deck is 0.019" (No. 26 carbon sheet steel gage) or greater. Slab rein- forced with 0.042" (No. 19 B.W. gage) hexagonal wire mesh. Class A or B roof covering on top.

18-1.1 None — 21/4 p 21/4

p — — — — —

19. Floor and beam construction consist- ing of 3" -deep cellu- lar steel floor unit mounted on steel members with 1:4 (proportion of Port- land cement to per- lite aggregate) perlite-concrete floor slab on top.

19-1.1

Suspended envelope ceiling of perlite gypsum plaster on metal lath attached to 3/4" cold-rolled channels, secured to 11/2" cold-rolled channels spaced 42" on center supported by 0.203 inch (No. 6 B.W. gage) wire 36" on center. Beams in envelope with 3" minimum airspace between beam soffit and lath have a 4-hour rating.

2p — — — 1l — — —

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING

(inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

20. Perlite concrete proportioned 1:6 (Portland cement to perlite aggre- gate) poured to 1/8" thickness above top of corrugations of 15/16" -deep gal- vanized steel deck maximum span 8′- 0" for 0.024" (No. 24 galvanized sheet gage) or 6′ 0" for 0.019" (No. 26 galvanized sheet gage) with deck sup- ported by individually protected steel framing. Approved polystyrene foam plastic insulation board having a flame spread not exceeding 75 (1" to 4" thickness) with vent holes that approximate 3 percent of the board surface area placed on top of perlite slurry. A 2′ by 4′ insulation board contains six 23/4" diameter holes. Board covered with 21/4" minimum perlite concrete slab. Slab reinforced with mesh consisting of 0.042" (No. 19 B.W. gage) galvanized steel wire twisted together to form 2" hexagons with straight 0.065" (No. 16 B.W. gage) galvanized steel wire woven into mesh and spaced 3". Alternate slab reinforcement shall be permitted to consist of 4" × 8", 0.109/0.238" (No. 12/4 B.W. gage), or 2" × 2", 0.083/0.083" (No. 14/14 B.W. gage) welded wire fabric. Class A or B roof covering on top.

20-1.1 None — — Varies — — — — —

21. Wood joists, wood I-joists, floor trusses and flat or pitched roof trusses spaced a maximum 24" o.c. with 1/2" wood structural panels with exterior glue applied at right angles to top of joist or top chord of trusses with 8d nails. The wood structural panel thickness shall be not less than nomi- nal 1/2" nor less than required by Chapter 23.

21-1.1

Base layer 5/8" Type X gypsum wall- board applied at right angles to joist or truss 24" o.c. with 11/4" Type S or Type W drywall screws 24" o.c. Face layer 5/

8" Type X gypsum wallboard or veneer base applied at right angles to joist or truss through base layer with 17/8" Type S or Type W drywall screws 12" o.c. at joints and intermediate joist or truss. Face layer Type G drywall screws placed 2" back on either side of face layer end joints, 12" o.c.

— — — Varies — — — 11/4

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

22. Steel joists, floor trusses and flat or pitched roof trusses spaced a maximum 24" o.c. with 1/2" wood structural panels with exterior glue applied at right angles to top of joist or top chord of trusses with No. 8 screws. The wood structural panel thickness shall be not less than nom- inal 1/2" nor less than required by Chapter 23.

22-1.1

Base layer 5/8" Type X gypsum board applied at right angles to steel framing 24" on center with 1" Type S drywall screws spaced 24" on center. Face layer 5/8" Type X gypsum board applied at right angles to steel framing attached through base layer with 15/8" Type S drywall screws 12" on center at end joints and intermediate joints and 11/2" Type G drywall screws 12 inches on center placed 2" back on either side of face layer end joints. Joints of the face layer are offset 24" from the joints of the base layer.

— — — Varies — — — 11/4

23. Wood I-joist (minimum joist depth 91/4" with a minimum flange depth of 15/16" and a minimum flange cross-sectional area of 2.25 square inches) at 24" o.c. spacing with a minimum 1 × 4 (3/4" × 3.5" actual) ledger strip applied parallel to and covering the bottom of the bottom flange of each member, tacked in place. 2" mineral wool insulation, 3.5 pcf (nominal) installed adjacent to the bottom flange of the I-joist and supported by the 1 × 4 ledger strip.

23-1.1

1/2" deep single leg resilient channel 16" on center (channels doubled at wallboard end joints), placed perpendicular to the furring strip and joist and attached to each joist by 17/8" Type S drywall screws.

5/8" Type C gypsum wallboard applied perpendicular to the channel with end joints staggered not less than 4′ and fastened with 11/8" Type S drywall screws spaced 7" on cen- ter. Wallboard joints to be taped and cov- ered with joint compound.

— — — Varies — — — 5/8

24. Wood I-joist (minimum I-joist depth 91/4" with a minimum flange depth of 11/2" and a minimum flange cross-sectional area of 5.25 square inches; minimum web thickness of 3/8") @ 24" o.c., 1

1/2" mineral wool insulation (2.5 pcf-nominal) resting on hat-shaped furring channels.

24-1.1

Minimum 0.026" thick hat-shaped channel 16" o.c. (channels doubled at wallboard end joints), placed perpendicular to the joist and attached to each joist by 11/4" Type S drywall screws. 5/8" Type C gyp- sum wallboard applied perpendicular to the channel with end joints staggered and fastened with 11/8" Type S drywall screws spaced 12" o.c. in the field and 8" o.c. at the wallboard ends. Wallboard joints to be taped and covered with joint compound.

— — — Varies — — — 5/8

25. Wood I-joist (minimum I-joist depth 91/4" with a minimum flange depth of 11/2" and a minimum flange cross-sectional area of 5.25 square inches; minimum web thickness of 7/16") @ 24" o.c., 1

1/2" mineral wool insulation (2.5 pcf-nominal) resting on resilient channels.

25-1.1

Minimum 0.019" thick resilient channel 16" o.c. (channels doubled at wallboard end joints), placed perpendicular to the joist and attached to each joist by 15/8" Type S drywall screws. 5/8" Type C gyp- sum wallboard applied perpendicular to the channel with end joints staggered and fastened with 1" Type S drywall screws spaced 12" o.c. in the field and 8" o.c. at the wallboard ends. Wallboard joints to be taped and covered with joint compound.

— — — Varies — — — 5/8

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB

(inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

26. Wood I-joist (minimum I-joist depth 91/4" with a minimum flange thickness of 11/2" and a minimum flange cross-sectional area of 2.25 square inches; minimum web thick- ness of 3/8") @ 24" o.c.

26-1.1

Two layers of 1/2" Type X gypsum wall- board applied with the long dimension perpendicular to the I-joists with end joints staggered. The base layer is fas- tened with 15/8" Type S drywall screws spaced 12" o.c. and the face layer is fas- tened with 2" Type S drywall screws spaced 12" o.c. in the field and 8" o.c. on the edges. Face layer end joints shall not occur on the same I-joist as base layer end joints and edge joints shall be offset 24" from base layer joints. Face layer to also be attached to base layer with 11/2" Type G drywall screws spaced 8" o.c. placed 6" from face layer end joints. Face layer wallboard joints to be taped and covered with joint compound.

— — — Varies — — — 1

27. Wood I-joist (minimum I-joist depth 91/2" with a minimum flange depth of 15/16" and a minimum flange cross-sectional area of 1.95 square inches; minimum web thick- ness of 3/8") @ 24" o.c.

27-1.1

Minimum 0.019" thick resilient channel 16" o.c. (channels doubled at wallboard end joints), placed perpendicular to the joist and attached to each joist by 11/4" Type S drywall screws. Two layers of 1/2" Type X gypsum wallboard applied with the long dimension perpendicular to the I- joists with end joints staggered. The base layer is fastened with 11/4" Type S drywall screws spaced 12" o.c. and the face layer is fastened with 15/8" Type S drywall screws spaced 12" o.c. Face layer end joints shall not occur on the same I-joist as base layer end joints and edge joints shall be offset 24" from base layer joints. Face layer to also be attached to base layer with 11/2" Type G drywall screws spaced 8" o.c. placed 6" from face layer end joints. Face layer wallboard joints to be taped and covered with joint com- pound.

— — — Varies — — — 1

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

(continued)

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB (inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

28. Wood I-joist (minimum I-joist depth 91/4" with a minimum flange depth of 11/2" and a minimum flange cross-sectional area of 2.25 square inches; minimum web thickness of 3/8") @ 24" o.c. Unfaced fiberglass insulation or mineral wool insulation is installed between the I-joists sup- ported on the upper surface of the flange by stay wires spaced 12" o.c.

28-1.1

Base layer of 5/8" Type C gypsum wall- board attached directly to I-joists with 15/8" Type S drywall screws spaced 12" o.c. with ends staggered. Minimum 0.0179" thick hat-shaped 7/8-inch fur- ring channel 16" o.c. (channels doubled at wallboard end joints), placed perpen- dicular to the joist and attached to each joist by 15/8" Type S drywall screws after the base layer of gypsum wall- board has been applied. The middle and face layers of 5/8" Type C gypsum wall- board applied perpendicular to the channel with end joints staggered. The middle layer is fastened with 1" Type S drywall screws spaced 12" o.c. The face layer is applied parallel to the middle layer but with the edge joints offset 24" from those of the middle layer and fas- tened with 15/8" Type S drywall screws 8" o.c. The joints shall be taped and covered with joint compound.

— — — Varies — — 23/4 —

29. Channel-shaped 18 gage steel joists (minimum depth 8") spaced a maximum 24" o.c. supporting tongue-and-groove wood structural panels (nominal minimum 3/4" thick) applied perpendicular to framing members. Structural panels attached with 15/8" Type S-12 screws spaced 12" o.c.

29-1.1

Base layer 5/8" Type X gypsum board applied perpendicular to bottom of framing members with 11/8" Type S-12 screws spaced 12" o.c. Second layer 5/8" Type X gypsum board attached perpen- dicular to framing members with 15/8" Type S-12 screws spaced 12" o.c. Sec- ond layer joints offset 24" from base layer. Third layer 5/8" Type X gypsum board attached perpendicular to framing members with 23/8" Type S-12 screws spaced 12" o.c. Third layer joints offset 12" from second layer joints. Hat- shaped 7/8-inch rigid furring channels applied at right angles to framing mem- bers over third layer with two 23/8" Type S-12 screws at each framing member. Face layer 5/8" Type X gypsum board applied at right angles to furring channels with 11/8" Type S screws spaced 12" o.c.

— — Varies — — — 33/8 —

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TABLE 721.1(3)—continued MINIMUM PROTECTION FOR FLOOR AND ROOF SYSTEMSa, q

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 0.454 kg, 1 cubic foot = 0.0283 m3, 1 pound per square inch = 6.895 kPa, 1 pound per linear foot = 1.4882 kg/m. a. Staples with equivalent holding power and penetration shall be permitted to be used as alternate fasteners to nails for attachment to wood framing. b. Where the slab is in an unrestrained condition, minimum reinforcement cover shall be not less than 15/8 inches for 4 hours (siliceous aggregate only); 1

1/4 inches for 4 and 3 hours; 1 inch for 2 hours (siliceous aggregate only); and 3/4 inch for all other restrained and unrestrained conditions.

c. For all of the construction with gypsum wallboard described in this table, gypsum base for veneer plaster of the same size, thickness and core type shall be permitted to be substituted for gypsum wallboard, provided attachment is identical to that specified for the wallboard, and the joints on the face layer are reinforced and the entire surface is covered with not less than 1/16-inch gypsum veneer plaster.

d. Slab thickness over steel joists measured at the joists for metal lath form and at the top of the form for steel form units. e. (a) The maximum allowable stress level for H-Series joists shall not exceed 22,000 psi.

(b) The allowable stress for K-Series joists shall not exceed 26,000 psi, the nominal depth of such joist shall be not less than 10 inches and the nominal joist weight shall be not less than 5 pounds per linear foot.

f. Cement plaster with 15 pounds of hydrated lime and 3 pounds of approved additives or admixtures per bag of cement. g. Gypsum wallboard ceilings attached to steel framing shall be permitted to be suspended with 11/2-inch cold-formed carrying channels spaced 48 inches on

center, that are suspended with No. 8 SWG galvanized wire hangers spaced 48 inches on center. Cross-furring channels are tied to the carrying channels with No. 18 SWG galvanized wire hangers spaced 48 inches on center. Cross-furring channels are tied to the carrying channels with No. 18 SWG galvanized wire (double strand) and spaced as required for direct attachment to the framing. This alternative is applicable to those steel framing assemblies recognized under Note q.

h. Six-inch hollow clay tile with 2-inch concrete slab above. i. Four-inch hollow clay tile with 11/2-inch concrete slab above. j. Thickness measured to bottom of steel form units. k. Five-eighths inch of vermiculite gypsum plaster plus 1/2 inch of approved vermiculite acoustical plastic. l. Furring channels spaced 12 inches on center. m. Double wood floor shall be permitted to be either of the following:

(a) Subfloor of 1-inch nominal boarding, a layer of asbestos paper weighing not less than 14 pounds per 100 square feet and a layer of 1-inch nominal tongue-and-groove finished flooring; or

(b) Subfloor of 1-inch nominal tongue-and-groove boarding or 15/32-inch wood structural panels with exterior glue and a layer of 1-inch nominal tongue-and- groove finished flooring or 19/32-inch wood structural panel finish flooring or a layer of Type I Grade M-1 particleboard not less than

5/8-inch thick. n. The ceiling shall be permitted to be omitted over unusable space, and flooring shall be permitted to be omitted where unusable space occurs above. o. For properties of cooler or wallboard nails, see ASTM C514, ASTM C547 or ASTM F1667. p. Thickness measured on top of steel deck unit. q. Generic fire-resistance ratings (those not designated as PROPRIETARY* in the listing) in the GA 600 shall be accepted as if herein listed.

FLOOR OR ROOF CONSTRUCTION

ITEM NUMBER

CEILING CONSTRUCTION

THICKNESS OF FLOOR OR ROOF SLAB (inches)

MINIMUM THICKNESS OF CEILING (inches)

4 hours

3 hours

2 hours

1 hour

4 hours

3 hours

2 hours

1 hour

30. Wood I-joist (minimum I-joist depth 91/2" with a minimum flange depth of 11/2" and a minimum flange cross-sectional area of 2.25 square inches; minimum web thickness of 3/

8") @ 24" o.c. Fiberglass insulation placed between I-joists supported by the resilient channels.

30-1.1

Minimum 0.019" thick resilient channel 16" o.c. (channels doubled at wallboard end joints), placed perpendicular to the joists and attached to each joist by 11/4" Type S drywall screws. Two layers of 1/2" Type X gypsum wallboard applied with the long dimension perpendicular to the I-joists with end joints staggered. The base layer is fastened with 11/4" Type S drywall screws spaced 12" o.c. and the face layer is fastened with 15/8" Type S drywall screws spaced 12" o.c. Face layer end joints shall not occur on the same I-joist as base layer end joints and edge joints shall be offset 24" from base layer joints. Face layer to be attached to base layer with 11/2" Type G drywall screws spaced 8" o.c. placed 6" from face layer end joints. Face layer wallboard joints to be taped and cov- ered with joint compound.

— — — Varies — — — 1

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722.2.1.1.3 Tapered cross sections. The thickness of panels with tapered cross sections shall be that determined at a distance 2t or 6 inches (152 mm), whichever is less, from the point of minimum thick- ness, where t is the minimum thickness.

722.2.1.1.4 Ribbed or undulating surfaces. The equivalent thickness of panels with ribbed or undu- lating surfaces shall be determined by one of the fol- lowing expressions:

For s ≥ 4t, the thickness to be used shall be t For s ≤ 2t, the thickness to be used shall be te For 4t > s > 2t, the thickness to be used shall be

(Equation 7-3)

where:

s = Spacing of ribs or undulations.

t = Minimum thickness.

te = Equivalent thickness of the panel calculated as the net cross-sectional area of the panel divided by the width, in which the maximum thickness used in the calculation shall not exceed 2t.

722.2.1.2 Multiwythe walls. For walls that consist of two wythes of different types of concrete, the fire-resis- tance ratings shall be permitted to be determined from Figure 722.2.1.2.

722.2.1.2.1 Two or more wythes. The fire-resis- tance rating for wall panels consisting of two or more wythes shall be permitted to be determined by the formula:

R = (R1 0.59 + R2

0.59 +...+ Rn 0.59)1.7 (Equation 7-4)

where:

R = The fire endurance of the assembly, minutes.

R1, R2, and Rn = The fire endurances of the individual wythes, minutes. Values of Rn

0.59 for use in Equation 7-4 are given in Table 722.2.1.2(1). Calculated fire- resistance ratings are shown in Table 722.2.1.2(2).

722.2.1.2.2 Foam plastic insulation. The fire-resis- tance ratings of precast concrete wall panels con- sisting of a layer of foam plastic insulation sandwiched between two wythes of concrete shall be permitted to be determined by use of Equation 7- 4. Foam plastic insulation with a total thickness of less than 1 inch (25 mm) shall be disregarded. The Rn value for thickness of foam plastic insulation of 1 inch (25 mm) or greater, for use in the calculation, is 5 minutes; therefore Rn

0.59 = 2.5.

722.2.1.3 Joints between precast wall panels. Joints between precast concrete wall panels that are not insu- lated as required by this section shall be considered as openings in walls. Uninsulated joints shall be included in determining the percentage of openings permitted by Table 705.8. Where openings are not permitted or are required by this code to be protected, the provisions of this section shall be used to determine the amount of joint insulation required. Insulated joints shall not be considered openings for purposes of determining com- pliance with the allowable percentage of openings in Table 705.8.

722.2.1.3.1 Ceramic fiber joint protection. Figure 722.2.1.3.1 shows thicknesses of ceramic fiber blan- kets to be used to insulate joints between precast concrete wall panels for various panel thicknesses

t 4t s ----- 1–⎝ ⎠ ⎛ ⎞ te t–( )+

1 2 3 4 5

4hr. 3hr.

2hr. 1hr.

1 2 3 4 5

4hr. 3hr.

2hr. 1hr.

1 2 3 4 5

4hr. 3hr.

2hr. 1hr.

1 2 3 4 5

4hr. 3hr.

2hr. 1hr.

THICKNESS OF INSIDE WYTHE, INCHES

OUTSIDE WYTHE CARBONATE

INSIDE WYTHE CARBONATE

T H

IC K

N E

S S

O F

O U

T S

ID E

W Y

T H

E O

F C

A R

B O

N AT

E O

R S

IL IC

E O

U S

A G

G R

E G

AT E

C O

N C

R E

T E

, I N

C H

E S

T H

IC K

N E

S S

O F

O U

T S

ID E

W Y

T H

E O

F S

A N

D -L

IG H

T W

E IG

H T

C O

N C

R E

T E

, I N

C H

E S

THICKNESS OF INSIDE WYTHE OF SAND-LIGHTWEIGHT CONCRETE, INCHES

OUTSIDE WYTHE SILICEOUS

INSIDE WYTHE SILICEOUS

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.1.2 FIRE-RESISTANCE RATINGS OF TWO-WYTHE CONCRETE WALLS

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TABLE 722.2.1.2(2) FIRE-RESISTANCE RATINGS BASED ON R0.59

a. Based on Equation 7-4.

Ra, MINUTES R0.59

60 11.20

120 16.85

180 21.41

240 25.37

and for joint widths of 3/8 inch (9.5 mm) and 1 inch (25 mm) for fire-resistance ratings of 1 hour to 4 hours. For joint widths between 3/8 inch (9.5 mm) and 1 inch (25 mm), the thickness of ceramic fiber blanket is allowed to be determined by direct inter- polation. Other tested and labeled materials are acceptable in place of ceramic fiber blankets.

722.2.1.4 Walls with gypsum wallboard or plaster finishes. The fire-resistance rating of cast-in-place or precast concrete walls with finishes of gypsum wall- board or plaster applied to one or both sides shall be

permitted to be calculated in accordance with the provi- sions of this section.

722.2.1.4.1 Nonfire-exposed side. Where the finish of gypsum wallboard or plaster is applied to the side of the wall not exposed to fire, the contribution of the finish to the total fire-resistance rating shall be determined as follows: The thickness of the finish shall first be corrected by multiplying the actual thickness of the finish by the applicable factor deter- mined from Table 722.2.1.4(1) based on the type of aggregate in the concrete. The corrected thickness of finish shall then be added to the actual or equivalent thickness of concrete and fire-resistance rating of the concrete and finish determined from Tables 722.2.1.1 and 722.2.1.2(1) and Figure 722.2.1.2.

722.2.1.4.2 Fire-exposed side. Where gypsum wall- board or plaster is applied to the fire-exposed side of the wall, the contribution of the finish to the total fire-resistance rating shall be determined as fol- lows: The time assigned to the finish as established by Table 722.2.1.4(2) shall be added to the fire- resistance rating determined from Tables 722.2.1.1 and 722.2.1.2(1) and Figure 722.2.1.2 for the con- crete alone, or to the rating determined in Section 722.2.1.4.1 for the concrete and finish on the non- fire-exposed side.

722.2.1.4.3 Nonsymmetrical assemblies. For a wall having no finish on one side or different types or thicknesses of finish on each side, the calculation procedures of Sections 722.2.1.4.1 and 722.2.1.4.2 shall be performed twice, assuming either side of the wall to be the fire-exposed side. The fire-resistance

TABLE 722.2.1.2(1) VALUES OF Rn

0.59 FOR USE IN EQUATION 7-4

For SI: 1 inch = 25.4 mm, 1 pound per cubic foot = 16.02 kg/m3. a. Dry unit weight of 35 pcf or less and consisting of cellular, perlite or vermiculite concrete. b. The Rn

0.59 value for one 1/2" to 3 1/2" airspace is 3.3. The Rn

0.59 value for two 1/2" to 3 1/2" airspaces is 6.7.

c. The fire-resistance rating for this thickness exceeds 4 hours.

TYPE OF MATERIAL THICKNESS OF MATERIAL (inches)

11/2 2 2 1/2 3 3

1/2 4 4 1/2 5 5

1/2 6 6 1/2 7

Siliceous aggregate concrete 5.3 6.5 8.1 9.5 11.3 13.0 14.9 16.9 18.8 20.7 22.8 25.1

Carbonate aggregate concrete 5.5 7.1 8.9 10.4 12.0 14.0 16.2 18.1 20.3 21.9 24.7 27.2c

Sand-lightweight concrete 6.5 8.2 10.5 12.8 15.5 18.1 20.7 23.3 26.0c Note c Note c Note c

Lightweight concrete 6.6 8.8 11.2 13.7 16.5 19.1 21.9 24.7 27.8c Note c Note c Note c

Insulating concretea 9.3 13.3 16.6 18.3 23.1 26.5c Note c Note c Note c Note c Note c Note c

Airspaceb — — — — — — — — — — — —

4 hr.

3 hr.4 hr.

3 hr.

2 hr.2 hr.

1 hr.1 hr.

1-INCH JOINT WIDTH

PANEL THICKNESS, INCHES

SAND-LIGHTWEIGHT OR LIGHTWEIGHT

CONCRETE

CARBONATE OR SILICEOUS AGGREGATE

CONCRETE

JOINT WIDTH

CERAMIC FIBER BLANKET

1 INCH MAXIMUM REGARDLESS OF OPENING RATING

PA N

E L

T H

IC K

N E

S S

“C ” T

H IC

K N

E S

S O

F C

E R

A M

IC B

LA N

K E

T, IN

C H

E S

3/8 INCH WIDTH

0 3

0 3 4 5 6 7 8

3 hr.

4 hr.

2 hr.

1 hr.1 hr.

2 hr.

4 5 6 7 8

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.1.3.1 CERAMIC FIBER JOINT PROTECTION

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rating of the wall shall not exceed the lower of the two values.

Exception: For an exterior wall with a fire sepa- ration distance greater than 5 feet (1524 mm) the fire shall be assumed to occur on the interior side only.

722.2.1.4.4 Minimum concrete fire-resistance rat- ing. Where finishes applied to one or both sides of a concrete wall contribute to the fire-resistance rating, the concrete alone shall provide not less than one-

half of the total required fire-resistance rating. Additionally, the contribution to the fire resistance of the finish on the nonfire-exposed side of a load- bearing wall shall not exceed one-half the contribu- tion of the concrete alone.

722.2.1.4.5 Concrete finishes. Finishes on concrete walls that are assumed to contribute to the total fire- resistance rating of the wall shall comply with the installation requirements of Section 722.3.2.5.

TABLE 722.2.1.4(1) MULTIPLYING FACTOR FOR FINISHES ON NONFIRE-EXPOSED SIDE OF WALL

For SI: 1 inch = 25.4 mm. a. For Portland cement-sand plaster 5/8 inch or less in thickness and applied directly to the concrete or concrete masonry on the nonfire-exposed side of the wall,

the multiplying factor shall be 1.00.

TYPE OF FINISH APPLIED TO CONCRETE OR CONCRETE MASONRY WALL

TYPE OF AGGREGATE USED IN CONCRETE OR CONCRETE MASONRY

Concrete: siliceous or carbonate

Concrete Masonry: siliceous or carbonate;

solid clay brick

Concrete: sand-lightweight Concrete Masonry: clay tile; hollow clay brick;

concrete masonry units of expanded shale and < 20%

sand

Concrete: lightweight Concrete Masonry:

concrete masonry units of expanded shale, expanded

clay, expanded slag, or pumice < 20% sand

Concrete Masonry: concrete masonry units

of expanded slag, expanded clay, or pumice

Portland cement-sand plaster 1.00 0.75a 0.75a 0.50a

Gypsum-sand plaster 1.25 1.00 1.00 1.00

Gypsum-vermiculite or perlite plaster 1.75 1.50 1.25 1.25

Gypsum wallboard 3.00 2.25 2.25 2.25

TABLE 722.2.1.4(2) TIME ASSIGNED TO FINISH MATERIALS ON FIRE-EXPOSED SIDE OF WALL

For SI: 1 inch = 25.4 mm. a. The actual thickness of Portland cement-sand plaster, provided it is 5/8 inch or less in thickness, shall be permitted to be included in determining the equivalent

thickness of the masonry for use in Table 722.3.2.

FINISH DESCRIPTION TIME (minutes)

Gypsum wallboard 3/8 inch

1/2 inch 5/8 inch 2 layers of 3/8 inch 1 layer of 3/8 inch, 1 layer of

1/2 inch 2 layers of 1/2 inch

10 15 20 25 35 40

Type X gypsum wallboard 1/2 inch

5/8 inch 25 40

Portland cement-sand plaster applied directly to concrete masonry See Note a

Portland cement-sand plaster on metal lath 3/4 inch 7/8 inch 1 inch

20 25 30

Gypsum sand plaster on 3/8-inch gypsum lath 1/2 inch 5/8 inch 3/4 inch

35 40 50

Gypsum sand plaster on metal lath 3/4 inch 7/8 inch 1 inch

50 60 80

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722.2.2 Concrete floor and roof slabs. Reinforced and prestressed floors and roofs shall comply with Section 722.2.2.1. Multicourse floors and roofs shall comply with Sections 722.2.2.2 and 722.2.2.3, respectively.

722.2.2.1 Reinforced and prestressed floors and roofs. The minimum thicknesses of reinforced and pre- stressed concrete floor or roof slabs for fire-resistance ratings of 1 hour to 4 hours are shown in Table 722.2.2.1.

Exception: Minimum thickness shall not be required for floors and ramps within open and enclosed parking garages constructed in accordance with Sections 406.5 and 406.6, respectively.

TABLE 722.2.2.1 MINIMUM SLAB THICKNESS (inches)

For SI: 1 inch = 25.4 mm.

722.2.2.1.1 Hollow-core prestressed slabs. For hollow-core prestressed concrete slabs in which the cores are of constant cross section throughout the length, the equivalent thickness shall be permitted to be obtained by dividing the net cross-sectional area of the slab including grout in the joints, by its width.

722.2.2.1.2 Slabs with sloping soffits. The thick- ness of slabs with sloping soffits (see Figure 722.2.2.1.2) shall be determined at a distance 2t or 6 inches (152 mm), whichever is less, from the point of minimum thickness, where t is the minimum thickness.

722.2.2.1.3 Slabs with ribbed soffits. The thickness of slabs with ribbed or undulating soffits (see Figure

722.2.2.1.3) shall be determined by one of the fol- lowing expressions, whichever is applicable:

For s > 4t, the thickness to be used shall be t

For s ≤ 2t, the thickness to be used shall be te

For 4t > s > 2t, the thickness to be used shall be

(Equation 7-5)

where:

s = Spacing of ribs or undulations.

t = Minimum thickness.

te = Equivalent thickness of the slab calculated as the net area of the slab divided by the width, in which the maximum thickness used in the calculation shall not exceed 2t.

722.2.2.2 Multicourse floors. The fire-resistance rat- ings of floors that consist of a base slab of concrete with a topping (overlay) of a different type of concrete shall comply with Figure 722.2.2.2.

722.2.2.3 Multicourse roofs. The fire-resistance rat- ings of roofs that consist of a base slab of concrete with a topping (overlay) of an insulating concrete or with an insulating board and built-up roofing shall comply with Figures 722.2.2.3(1) and 722.2.2.3(2).

CONCRETE TYPE FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

Siliceous 3.5 4.3 5 6.2 7

Carbonate 3.2 4 4.6 5.7 6.6

Sand-lightweight 2.7 3.3 3.8 4.6 5.4

Lightweight 2.5 3.1 3.6 4.4 5.1

t 4t s ----- 1–    te t–( )+

2t OR 6 INCHES, WHICHEVER IS LESS

DETERMINE THICKNESS HERE

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.2.1.2 DETERMINATION OF SLAB

THICKNESS FOR SLOPING SOFFITS

NEGLECT SHADED AREA IN CALCULATION OF EQUIVALENT THICKNESS

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.2.1.3 SLABS WITH RIBBED OR UNDULATING SOFFITS

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722.2.2.3.1 Heat transfer. For the transfer of heat, three-ply built-up roofing contributes 10 minutes to the fire-resistance rating. The fire-resistance rating for concrete assemblies such as those shown in Fig- ure 722.2.2.3(1) shall be increased by 10 minutes. This increase is not applicable to those shown in Figure 722.2.2.3(2).

722.2.2.4 Joints in precast slabs. Joints between adja- cent precast concrete slabs need not be considered in calculating the slab thickness provided that a concrete topping not less than 1 inch (25 mm) thick is used. Where no concrete topping is used, joints must be

grouted to a depth of not less than one-third the slab thickness at the joint, but not less than 1 inch (25 mm), or the joints must be made fire resistant by other approved methods.

420

CARBONATE BASE

T H

IC K

N E

S S

O F

C E

LL U

LA R

C O

N C

R E

T E

O V

E R

LA Y,

IN C

H E

S T

H IC

K N

E S

S O

F P

E R

LI T

E C

O N

C R

E T

E O

V E

R LA

Y, IN

C H

E S

T H

IC K

N E

S S

O F

V E

R M

IC U

LI T

E C

O N

C R

E T

E O

V E

R LA

Y, IN

C H

E S

(a)

(b)

(c)

SILICEOUS BASE

CELLULAR CONCRETE

CONCRETE

SAND-LIGHTWEIGHT BASE

THICKNESS OF CONCRETE BASE SLAB, INCHES

0 2 4

4hr.

3hr.

2hr.

1hr.

0 2 4

4hr. 3hr.

2hr. 1hr.

0 2 4

4hr. 3hr.

2hr. 1hr.

0 2 4

4hr. 3hr.

2hr. 1hr.

1hr.

0 2 4

4hr. 3hr.

2hr. 1hr.

0 2 4

4hr. 3hr.

2hr. 1hr.

PERLITE CONCRETE

CONCRETE

VERMICULITE CONCRETE

CONCRETE

1hr. 2hr.

3hr. 4hr.

3hr. 2hr.

1hr.

4hr.

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.2.3(1) FIRE-RESISTANCE RATINGS FOR CONCRETE ROOF ASSEMBLIES

1 2 3 4 5

4hr. 3hr.

2hr.

1hr.

1 2 3 4 5

4hr. 3hr.

2hr.

1hr.

1 2 3 4 5

4hr. 3hr.

2hr. 1hr.

1 2 3 4 5

4hr.

2hr.

1hr.

CARBONATE BASE SILICEOUS BASE

CARBONATE BASE

THICKNESS OF NORMAL-WEIGHT CONCRETE BASE SLAB, INCHES

THICKNESS OF SAND-LIGHTWEIGHT CONCRETE BASE SLAB, INCHES

T H

IC K

N E

S S

O F

S A

N D

-L IG

H T

W E

IG H

T C

O N

C R

E T

E O

V E

R LA

Y, IN

C H

E S

O V

E R

LA Y

T H

IC K

N E

S S

, I N

C H

E S SILICEOUS BASE

3hr.

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.2.2 FIRE-RESISTANCE RATINGS FOR

TWO-COURSE CONCRETE FLOORS

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722.2.3 Concrete cover over reinforcement. The mini- mum thickness of concrete cover over reinforcement in concrete slabs, reinforced beams and prestressed beams shall comply with this section.

722.2.3.1 Slab cover. The minimum thickness of con- crete cover to the positive moment reinforcement shall comply with Table 722.2.3(1) for reinforced concrete and Table 722.2.3(2) for prestressed concrete. These tables are applicable for solid or hollow-core one-way or two-way slabs with flat undersurfaces. These tables are applicable to slabs that are either cast in place or precast. For precast prestressed concrete not covered elsewhere, the procedures contained in PCI MNL 124 shall be acceptable.

722.2.3.2 Reinforced beam cover. The minimum thickness of concrete cover to the positive moment reinforcement (bottom steel) for reinforced concrete beams is shown in Table 722.2.3(3) for fire-resistance ratings of 1 hour to 4 hours.

722.2.3.3 Prestressed beam cover. The minimum thickness of concrete cover to the positive moment pre- stressing tendons (bottom steel) for restrained and unre- strained prestressed concrete beams and stemmed units shall comply with the values shown in Tables 722.2.3(4) and 722.2.3(5) for fire-resistance ratings of 1 hour to 4 hours. Values in Table 722.2.3(4) apply to beams 8 inches (203 mm) or greater in width. Values in Table 722.2.3(5) apply to beams or stems of any width, provided the cross-section area is not less than 40 square inches (25 806 mm2). In case of differences between the values determined from Table 722.2.3(4) or 722.2.3(5), it is permitted to use the smaller value. The concrete cover shall be calculated in accordance with Section 722.2.3.3.1. The minimum concrete cover for nonprestressed reinforcement in prestressed con- crete beams shall comply with Section 722.2.3.2.

MINERAL BOARD CONCRETE

STANDARD 3-PLY BUILT-UP ROOFING

CARBONATE BASE

T H

IC K

N E

S S

O F

M IN

E R

A L

B O

A R

D , I

N C

H E

S T

H IC

K N

E S

S O

F G

LA S

S F

IB E

R B

O A

R D

, I N

C H

E S

(d)

(e)

SILICEOUS BASE SAND-LIGHTWEIGHT BASE

GLASS FIBER BOARD

STANDARD 3-PLY BUILD-UP ROOFING

CONCRETE

1hr. 2hr.

3hr. 4hr.

1 3 0

1hr. 1hr. 1hr. 2hr. 2hr. 2hr.

3hr. 3hr. 3hr. 4hr. 4hr. 4hr.

2 3 4

1hr. 2hr.

3hr. 4hr.

1 2 3 4

1hr. 2hr.

3hr. 4hr.

1 2 3 4

1 3 0

5 1 3 0

CARBONATE BASE

THICKNESS OF CONCRETE BASE SLAB, INCHES

SAND-LIGHTWEIGHT BASESILICEOUS BASE

For SI: 1 inch = 25.4 mm.

FIGURE 722.2.2.3(2) FIRE-RESISTANCE RATINGS

FOR CONCRETE ROOF ASSEMBLIES

TABLE 722.2.3(1) COVER THICKNESS FOR REINFORCED CONCRETE FLOOR OR ROOF SLABS (inches)

For SI: 1 inch = 25.4 mm.

CONCRETE AGGREGATE TYPE

FIRE-RESISTANCE RATING (hours)

Restrained Unrestrained

1 11/2 2 3 4 1 1 1/2 2 3 4

Siliceous 3/4 3/4

3/4 3/4

3/4 1 1 1/4 1

5/8

Carbonate 3/4 3/4

3/4 3/4

3/4 3/4 1

1/4 1 1/4

Sand-lightweight or lightweight 3/4 3/4

3/4 3/4

3/4 3/4 1

1/4 1 1/4

TABLE 722.2.3(2) COVER THICKNESS FOR PRESTRESSED CONCRETE FLOOR OR ROOF SLABS (inches)

For SI: 1 inch = 25.4 mm.

CONCRETE AGGREGATE TYPE

FIRE-RESISTANCE RATING (hours)

Restrained Unrestrained

1 11/2 2 3 4 1 1 1/2 2 3 4

Siliceous 3/4 3/4

3/4 3/4

3/4 1 1/8 1

1/2 1 3/4 2

3/8 2 3/4

Carbonate 3/4 3/4

3/4 3/4

3/4 1 1 3/8 1

5/8 2 1/8 2

1/4

Sand-lightweight or lightweight 3/4 3/4

3/4 3/4

3/4 1 1 3/8 1

1/2 2 2 1/4

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TABLE 722.2.3(4) MINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS 8 INCHES OR GREATER IN WIDTHb

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Tabulated values for restrained assemblies apply to beams spaced more than 4 feet on center. For restrained beams spaced 4 feet or less on center, minimum

cover of 3/4 inch is adequate for 4-hour ratings or less. b. For beam widths between 8 inches and 12 inches, minimum cover thickness can be determined by direct interpolation. c. Not practical for 8-inch-wide beam but shown for purposes of interpolation.

RESTRAINED OR UNRESTRAINEDa

CONCRETE AGGREGATE TYPE

BEAM WIDTH (inches)

FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

Restrained

Carbonate or siliceous Carbonate or siliceous

Sand lightweight Sand lightweight

8 ≥ 12

11/2 11/2 11/2 11/2

13/4 a

11/2 11/2 11/2

21/2 a

17/8 a

15/8 a

Unrestrained

Carbonate or siliceous Carbonate or siliceous

Sand lightweight Sand lightweight

8 ≥ 12

11/2 11/2 11/2 11/2

13/4 11/2 11/2 11/2

21/2 17/8

2 15/8

21/2 31/4 2

— 3

— 21/2

TABLE 722.2.3(3) MINIMUM COVER FOR MAIN REINFORCING BARS OF REINFORCED CONCRETE BEAMSc

(APPLICABLE TO ALL TYPES OF STRUCTURAL CONCRETE)

cover of 3/4 inch is adequate for ratings of 4 hours or less. b. For beam widths between the tabulated values, the minimum cover thickness can be determined by direct interpolation. c. The cover for an individual reinforcing bar is the minimum thickness of concrete between the surface of the bar and the fire-exposed surface of the beam. For

beams in which several bars are used, the cover for corner bars used in the calculation shall be reduced to one-half of the actual value. The cover for an individual bar must be not less than one-half of the value given in Table 722.2.3(3) nor less than 3/4 inch.

RESTRAINED OR UNRESTRAINEDa

BEAM WIDTHb(inches)

FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

Restrained 5 7

≥ 10

3/4 3/4 3/4

1a 3/4 3/4

11/4 a

3/4 3/4

Unrestrained 5 7

≥ 10

3/4 3/4 3/4

1 3/4 3/4

11/4 3/4 3/4

— 13/4 1

— 3

13/4

TABLE 722.2.3(5) MINIMUM COVER FOR PRESTRESSED CONCRETE BEAMS OF ALL WIDTHS

cover of 3/4 inch is adequate for 4-hour ratings or less. b. The cross-sectional area of a stem is permitted to include a portion of the area in the flange, provided the width of the flange used in the calculation does not

exceed three times the average width of the stem. c. U-shaped or hooped stirrups spaced not to exceed the depth of the member and having a minimum cover of 1 inch shall be provided.

RESTRAINED OR UNRESTRAINEDa

CONCRETE AGGREGATE TYPE BEAM AREAb

A (square inches) FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

Restrained

All 40 ≤ A ≤ 150 11/2 1 1/2 2 2

1/2 —

Carbonate or

siliceous

150 < A ≤ 300 11/2 1 1/2 1

1/2 1 3/4 2

1/2

300 < A 11/2 1 1/2 1

1/2 1 1/2 2

Sand lightweight 150 < A 11/2 1 1/2 1

1/2 1 1/2 2

Unrestrained

All 40 ≤ A ≤ 150 2 21/2 — — —

Carbonate or

siliceous

150 < A ≤ 300 11/2 1 3/4 2

1/2 — —

300 < A 11/2 1 1/2 2 3

c 4c

Sand lightweight 150 < A 11/2 1 1/2 2 3

c 4c

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722.2.3.3.1 Calculating concrete cover. The con- crete cover for an individual tendon is the minimum thickness of concrete between the surface of the ten- don and the fire-exposed surface of the beam, except that for ungrouted ducts, the assumed cover thick- ness is the minimum thickness of concrete between the surface of the duct and the fire-exposed surface of the beam. For beams in which two or more ten- dons are used, the cover is assumed to be the aver- age of the minimum cover of the individual tendons. For corner tendons (tendons equal distance from the bottom and side), the minimum cover used in the calculation shall be one-half the actual value. For stemmed members with two or more prestressing tendons located along the vertical centerline of the stem, the average cover shall be the distance from the bottom of the member to the centroid of the ten- dons. The actual cover for any individual tendon shall be not less than one-half the smaller value shown in Tables 722.2.3(4) and 722.2.3(5), or 1 inch (25 mm), whichever is greater.

722.2.4 Concrete columns. Concrete columns shall com- ply with this section.

722.2.4.1 Minimum size. The minimum overall dimensions of reinforced concrete columns for fire- resistance ratings of 1 hour to 4 hours for exposure to fire on all sides shall comply with this section.

722.2.4.1.1 Concrete strength less than or equal to 12,000 psi. For columns made with concrete hav- ing a specified compressive strength, f ′c, of less than or equal to 12,000 psi (82.7 MPa), the minimum dimension shall comply with Table 722.2.4.

TABLE 722.2.4 MINIMUM DIMENSION OF CONCRETE COLUMNS (inches)

For SI: 1 inch = 25 mm. a. The minimum dimension is permitted to be reduced to 8 inches for

rectangular columns with two parallel sides not less than 36 inches in length.

b. The minimum dimension is permitted to be reduced to 10 inches for rectangular columns with two parallel sides not less than 36 inches in length.

722.2.4.1.2 Concrete strength greater than 12,000 psi. For columns made with concrete having a speci- fied compressive strength, f ′c, greater than 12,000 psi (82.7 MPa), for fire-resistance ratings of 1 hour to 4 hours the minimum dimension shall be 24 inches (610 mm).

722.2.4.2 Minimum cover for R/C columns. The min- imum thickness of concrete cover to the main longitu- dinal reinforcement in columns, regardless of the type of aggregate used in the concrete and the specified compressive strength of concrete, f ′c, shall be not less

than 1 inch (25 mm) times the number of hours of required fire resistance or 2 inches (51 mm), whichever is less.

722.2.4.3 Tie and spiral reinforcement. For concrete columns made with concrete having a specified com- pressive strength, f ′c, greater than 12,000 psi (82.7 MPa), tie and spiral reinforcement shall comply with the following:

1. The free ends of rectangular ties shall terminate with a 135-degree (2.4 rad) standard tie hook.

2. The free ends of circular ties shall terminate with a 90-degree (1.6 rad) standard tie hook.

3. The free ends of spirals, including at lap splices, shall terminate with a 90-degree (1.6 rad) stan- dard tie hook.

The hook extension at the free end of ties and spirals shall be the larger of six bar diameters and the exten- sion required by Section 7.1.3 of ACI 318. Hooks shall project into the core of the column.

722.2.4.4 Columns built into walls. The minimum dimensions of Table 722.2.4 do not apply to a rein- forced concrete column that is built into a concrete or masonry wall provided all of the following are met:

1. The fire-resistance rating for the wall is equal to or greater than the required rating of the column;

2. The main longitudinal reinforcing in the column has cover not less than that required by Section 722.2.4.2; and

3. Openings in the wall are protected in accordance with Table 716.5.

Where openings in the wall are not protected as required by Section 716.5, the minimum dimension of columns required to have a fire-resistance rating of 3 hours or less shall be 8 inches (203 mm), and 10 inches (254 mm) for columns required to have a fire-resis- tance rating of 4 hours, regardless of the type of aggre- gate used in the concrete.

722.2.4.5 Precast cover units for steel columns. See Section 722.5.1.4.

722.3 Concrete masonry. The provisions of this section con- tain procedures by which the fire-resistance ratings of con- crete masonry are established by calculations.

722.3.1 Equivalent thickness. The equivalent thickness of concrete masonry construction shall be determined in accordance with the provisions of this section.

722.3.1.1 Concrete masonry unit plus finishes. The equivalent thickness of concrete masonry assemblies, Tea, shall be computed as the sum of the equivalent thickness of the concrete masonry unit, Te, as deter- mined by Section 722.3.1.2, 722.3.1.3 or 722.3.1.4, plus the equivalent thickness of finishes, Tef, deter- mined in accordance with Section 722.3.2:

Tea = Te + Tef (Equation 7-6)

TYPES OF CONCRETE FIRE-RESISTANCE RATING (hours)

1 11/2 2 a 3a 4b

Siliceous 8 9 10 12 14

Carbonate 8 9 10 11 12

Sand-lightweight 8 81/2 9 10 1/2 12

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722.3.1.2 Ungrouted or partially grouted construc- tion. Te shall be the value obtained for the concrete masonry unit determined in accordance with ASTM C140.

722.3.1.3 Solid grouted construction. The equivalent thickness, Te, of solid grouted concrete masonry units is the actual thickness of the unit.

722.3.1.4 Airspaces and cells filled with loose-fill material. The equivalent thickness of completely filled hollow concrete masonry is the actual thickness of the unit where loose-fill materials are: sand, pea gravel, crushed stone, or slag that meet ASTM C33 require- ments; pumice, scoria, expanded shale, expanded clay, expanded slate, expanded slag, expanded fly ash, or cinders that comply with ASTM C331; or perlite or vermiculite meeting the requirements of ASTM C549 and ASTM C516, respectively.

722.3.2 Concrete masonry walls. The fire-resistance rat- ing of walls and partitions constructed of concrete masonry units shall be determined from Table 722.3.2. The rating shall be based on the equivalent thickness of the masonry and type of aggregate used.

722.3.2.1 Finish on nonfire-exposed side. Where plas- ter or gypsum wallboard is applied to the side of the wall not exposed to fire, the contribution of the finish to the total fire-resistance rating shall be determined as follows: The thickness of gypsum wallboard or plaster shall be corrected by multiplying the actual thickness of the finish by applicable factor determined from Table 722.2.1.4(1). This corrected thickness of finish shall be added to the equivalent thickness of masonry and the fire-resistance rating of the masonry and finish deter- mined from Table 722.3.2.

722.3.2.2 Finish on fire-exposed side. Where plaster or gypsum wallboard is applied to the fire-exposed side of the wall, the contribution of the finish to the total

fire-resistance rating shall be determined as follows: The time assigned to the finish as established by Table 722.2.1.4(2) shall be added to the fire-resistance rating determined in Section 722.3.2 for the masonry alone, or in Section 722.3.2.1 for the masonry and finish on the nonfire-exposed side.

722.3.2.3 Nonsymmetrical assemblies. For a wall having no finish on one side or having different types or thicknesses of finish on each side, the calculation procedures of this section shall be performed twice, assuming either side of the wall to be the fire-exposed side. The fire-resistance rating of the wall shall not exceed the lower of the two values calculated.

Exception: For exterior walls with a fire separation distance greater than 5 feet (1524 mm), the fire shall be assumed to occur on the interior side only.

722.3.2.4 Minimum concrete masonry fire-resis- tance rating. Where the finish applied to a concrete masonry wall contributes to its fire-resistance rating, the masonry alone shall provide not less than one-half the total required fire-resistance rating.

722.3.2.5 Attachment of finishes. Installation of fin- ishes shall be as follows:

1. Gypsum wallboard and gypsum lath applied to concrete masonry or concrete walls shall be secured to wood or steel furring members spaced not more than 16 inches (406 mm) on center (o.c.).

2. Gypsum wallboard shall be installed with the long dimension parallel to the furring members and shall have all joints finished.

3. Other aspects of the installation of finishes shall comply with the applicable provisions of Chap- ters 7 and 25.

TABLE 722.3.2 MINIMUM EQUIVALENT THICKNESS (inches) OF BEARING OR NONBEARING CONCRETE MASONRY WALLSa,b,c,d

For SI: 1 inch = 25.4 mm. a. Values between those shown in the table can be determined by direct interpolation. b. Where combustible members are framed into the wall, the thickness of solid material between the end of each member and the opposite face of the wall, or

between members set in from opposite sides, shall be not less than 93 percent of the thickness shown in the table. c. Requirements of ASTM C55, ASTM C73, ASTM C90 or ASTM C744 shall apply. d. Minimum required equivalent thickness corresponding to the hourly fire-resistance rating for units with a combination of aggregate shall be determined by

linear interpolation based on the percent by volume of each aggregate used in manufacture.

TYPE OF AGGREGATE FIRE-RESISTANCE RATING (hours)

1/2 3/4 1 1

1/4 1 1/2 1

3/4 2 2 1/4 2

1/2 2 3/4 3 3

1/4 3 1/2 3

3/4 4

Pumice or expanded slag 1.5 1.9 2.1 2.5 2.7 3.0 3.2 3.4 3.6 3.8 4.0 4.2 4.4 4.5 4.7

Expanded shale, clay or slate 1.8 2.2 2.6 2.9 3.3 3.4 3.6 3.8 4.0 4.2 4.4 4.6 4.8 4.9 5.1

Limestone, cinders or unexpanded slag 1.9 2.3 2.7 3.1 3.4 3.7 4.0 4.3 4.5 4.8 5.0 5.2 5.5 5.7 5.9

Calcareous or siliceous gravel 2.0 2.4 2.8 3.2 3.6 3.9 4.2 4.5 4.8 5.0 5.3 5.5 5.8 6.0 6.2

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722.3.3 Multiwythe masonry walls. The fire-resistance rating of wall assemblies constructed of multiple wythes of masonry materials shall be permitted to be based on the fire-resistance rating period of each wythe and the contin- uous airspace between each wythe in accordance with the following formula:

RA = (R1 0.59 + R2

0.59 + ... + Rn 0.59 + A1 + A2 + ... + An)

1.7

(Equation 7-7)

where:

RA = Fire-resistance rating of the assembly (hours).

R1, R2, ..., Rn = Fire-resistance rating of wythes for 1, 2, n (hours), respectively.

A1, A2, ...., An = 0.30, factor for each continuous airspace for 1, 2, ...n, respectively, having a depth of 1/2 inch (12.7 mm) or more between wythes.

722.3.4 Concrete masonry lintels. Fire-resistance rat- ings for concrete masonry lintels shall be determined based upon the nominal thickness of the lintel and the minimum thickness of concrete masonry or concrete, or any combination thereof, covering the main reinforcing bars, as determined in accordance with Table 722.3.4, or by approved alternate methods.

TABLE 722.3.4 MINIMUM COVER OF LONGITUDINAL

REINFORCEMENT IN FIRE-RESISTANCE-RATED REINFORCED CONCRETE MASONRY LINTELS (inches)

For SI: 1 inch = 25.4 mm.

722.3.5 Concrete masonry columns. The fire-resistance rating of concrete masonry columns shall be determined based upon the least plan dimension of the column in accordance with Table 722.3.5 or by approved alternate methods.

TABLE 722.3.5 MINIMUM DIMENSION OF CONCRETE

MASONRY COLUMNS (inches)

For SI: 1 inch = 25.4 mm.

722.4 Clay brick and tile masonry. The provisions of this section contain procedures by which the fire-resistance rat- ings of clay brick and tile masonry are established by calcula- tions.

722.4.1 Masonry walls. The fire-resistance rating of masonry walls shall be based upon the equivalent thick- ness as calculated in accordance with this section. The cal- culation shall take into account finishes applied to the wall and airspaces between wythes in multiwythe construction.

722.4.1.1 Equivalent thickness. The fire-resistance ratings of walls or partitions constructed of solid or hollow clay masonry units shall be determined from Table 722.4.1(1) or 722.4.1(2). The equivalent thick- ness of the clay masonry unit shall be determined by Equation 7-8 where using Table 722.4.1(1). The fire- resistance rating determined from Table 722.4.1(1) shall be permitted to be used in the calculated fire- resistance rating procedure in Section 722.4.2.

Te = Vn/LH (Equation 7-8)

where:

Te = The equivalent thickness of the clay masonry unit (inches).

Vn = The net volume of the clay masonry unit (inch 3).

L = The specified length of the clay masonry unit (inches).

H = The specified height of the clay masonry unit (inches).

722.4.1.1.1 Hollow clay units. The equivalent thickness, Te, shall be the value obtained for hollow clay units as determined in accordance with Equa- tion 7-8. The net volume, Vn, of the units shall be determined using the gross volume and percentage of void area determined in accordance with ASTM C67.

722.4.1.1.2 Solid grouted clay units. The equiva- lent thickness of solid grouted clay masonry units shall be taken as the actual thickness of the units.

722.4.1.1.3 Units with filled cores. The equivalent thickness of the hollow clay masonry units is the actual thickness of the unit where completely filled with loose-fill materials of: sand, pea gravel, crushed stone, or slag that meet ASTM C33 require- ments; pumice, scoria, expanded shale, expanded clay, expanded slate, expanded slag, expanded fly ash, or cinders in compliance with ASTM C331; or perlite or vermiculite meeting the requirements of ASTM C549 and ASTM C516, respectively.

722.4.1.2 Plaster finishes. Where plaster is applied to the wall, the total fire-resistance rating shall be deter- mined by the formula:

R = (Rn 0.59 + pl) 1.7 (Equation 7-9)

where:

R = The fire-resistance rating of the assembly (hours).

Rn = The fire-resistance rating of the individual wall (hours).

pl = Coefficient for thickness of plaster.

Values for Rn 0.59 for use in Equation 7-9 are given in

Table 722.4.1(3). Coefficients for thickness of plaster shall be selected from Table 722.4.1(4) based on the actual thickness of plaster applied to the wall or parti- tion and whether one or two sides of the wall are plas- tered.

NOMINAL WIDTH OF LINTEL (inches)

FIRE-RESISTANCE RATING (hours)

1 2 3 4

6 11/2 2 — —

8 11/2 1 1/2 1

3/4 3

10 or greater 11/2 1 1/2 1

1/2 1 3/4

FIRE-RESISTANCE RATING (hours)

1 2 3 4

8 inches 10 inches 12 inches 14 inches

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TABLE 722.4.1(3) VALUES OF Rn

0.59

TABLE 722.4.1(4) COEFFICIENTS FOR PLASTER, pl a

For SI: 1 inch = 25.4 mm. a. Values listed in the table are for 1:3 sanded gypsum plaster.

TABLE 722.4.1(5) REINFORCED MASONRY LINTELS

For SI: 1 inch = 25.4 mm. NP = Not permitted.

Rn 0.59 R (hours)

1 1.0

2 1.50

3 1.91

4 2.27

THICKNESS OF PLASTER (inch) ONE SIDE TWO SIDES

1/2 0.3 0.6 5/8 0.37 0.75 3/4 0.45 0.90

NOMINAL LINTEL WIDTH (inches)

MINIMUM LONGITUDINAL REINFORCEMENT COVER FOR FIRE RESISTANCE (inches)

1 hour 2 hours 3 hours 4 hours

6 11/2 2 NP NP

8 11/2 1 1/2 1

3/4 3

10 or more 11/2 1 1/2 1

1/2 1 3/4

TABLE 722.4.1(1) FIRE-RESISTANCE PERIODS OF CLAY MASONRY WALLS

For SI: 1 inch = 25.4 mm. a. Equivalent thickness as determined from Section 722.4.1.1. b. Calculated fire resistance between the hourly increments listed shall be determined by linear interpolation. c. Where combustible members are framed in the wall, the thickness of solid material between the end of each member and the opposite face of the wall, or

between members set in from opposite sides, shall be not less than 93 percent of the thickness shown. d. For units in which the net cross-sectional area of cored brick in any plane parallel to the surface containing the cores is not less than 75 percent of the gross

cross-sectional area measured in the same plane.

MATERIAL TYPE MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE RESISTANCEa, b, c

(inches)

1 hour 2 hours 3 hours 4 hours

Solid brick of clay or shaled 2.7 3.8 4.9 6.0

Hollow brick or tile of clay or shale, unfilled 2.3 3.4 4.3 5.0

Hollow brick or tile of clay or shale, grouted or filled with materials specified in Section 722.4.1.1.3

3.0 4.4 5.5 6.6

TABLE 722.4.1(2) FIRE-RESISTANCE RATINGS FOR BEARING STEEL FRAME BRICK VENEER WALLS OR PARTITIONS

For SI: 1 inch = 25.4 mm.

WALL OR PARTITION ASSEMBLY PLASTER SIDE

EXPOSED (hours) BRICK FACED SIDE EXPOSED (hours)

Outside facing of steel studs: 1/2" wood fiberboard sheathing next to studs,

3/4" airspace formed with 3/4" × 1

5/8" wood strips placed over the fiberboard and secured to the studs; metal or wire lath nailed to such strips, 33/4" brick veneer held in place by filling

3/4" airspace between the brick and lath with mortar. Inside facing of studs: 3/4" unsanded gypsum plaster on metal or wire lath attached to

5/16" wood strips secured to edges of the studs.

1.5 4

Outside facing of steel studs: 1" insulation board sheathing attached to studs, 1" airspace, and 33/4" brick veneer attached to steel frame with metal ties every 5th course. Inside facing of studs: 7/8" sanded gypsum plaster (1:2 mix) applied on metal or wire lath attached directly to the studs.

1.5 4

Same as above except use 7/8" vermiculite-gypsum plaster or 1" sanded gypsum plaster (1:2 mix) applied to metal or wire.

2 4

Outside facing of steel studs: 1/2" gypsum sheathing board, attached to studs, and 3

3/4" brick veneer attached to steel frame with metal ties every 5th course. Inside facing of studs: 1/2" sanded gypsum plaster (1:2 mix) applied to

1/2" perforated gypsum lath securely attached to studs and having strips of metal lath 3 inches wide applied to all horizontal joints of gypsum lath.

2 4

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TABLE 722.4.1(6) REINFORCED CLAY MASONRY COLUMNS

For SI: 1 inch = 25.4 mm.

722.4.1.3 Multiwythe walls with airspace. Where a continuous airspace separates multiple wythes of the wall or partition, the total fire-resistance rating shall be determined by the formula:

R = (R1 0.59 + R2

0.59 + ...+Rn 0.59 + as) 1.7 (Equation 7-10)

where:

R = The fire-resistance rating of the assembly (hours).

R1, R2 and Rn = The fire-resistance rating of the individual wythes (hours).

as = Coefficient for continuous airspace.

Values for Rn 0.59 for use in Equation 7-10 are given

in Table 722.4.1(3). The coefficient for each continu- ous airspace of 1/2 inch to 3

1/2 inches (12.7 to 89 mm) separating two individual wythes shall be 0.3.

722.4.1.4 Nonsymmetrical assemblies. For a wall having no finish on one side or having different types or thicknesses of finish on each side, the calculation procedures of this section shall be performed twice, assuming either side to be the fire-exposed side of the wall. The fire resistance of the wall shall not exceed the lower of the two values determined.

Exception: For exterior walls with a fire separation distance greater than 5 feet (1524 mm), the fire shall be assumed to occur on the interior side only.

722.4.2 Multiwythe walls. The fire-resistance rating for walls or partitions consisting of two or more dissimilar wythes shall be permitted to be determined by the for- mula:

R = (R1 0.59 + R2

0.59 + ...+Rn 0.59) 1.7 (Equation 7-11)

where:

R = The fire-resistance rating of the assembly (hours).

R1, R2 and Rn = The fire-resistance rating of the individual wythes (hours).

Values for Rn 0.59 for use in Equation 7-11 are given in

Table 722.4.1(3).

722.4.2.1 Multiwythe walls of different material. For walls that consist of two or more wythes of different materials (concrete or concrete masonry units) in com- bination with clay masonry units, the fire-resistance rating of the different materials shall be permitted to be determined from Table 722.2.1.1 for concrete; Table 722.3.2 for concrete masonry units or Table 722.4.1(1) or 722.4.1(2) for clay and tile masonry units.

722.4.3 Reinforced clay masonry lintels. Fire-resistance ratings for clay masonry lintels shall be determined based on the nominal width of the lintel and the minimum cover- ing for the longitudinal reinforcement in accordance with Table 722.4.1(5).

722.4.4 Reinforced clay masonry columns. The fire- resistance ratings shall be determined based on the last plan dimension of the column in accordance with Table 722.4.1(6). The minimum cover for longitudinal reinforce- ment shall be 2 inches (51 mm).

722.5 Steel assemblies. The provisions of this section con- tain procedures by which the fire-resistance ratings of steel assemblies are established by calculations.

722.5.1 Structural steel columns. The fire-resistance rat- ings of structural steel columns shall be based on the size of the element and the type of protection provided in accordance with this section.

722.5.1.1 General. These procedures establish a basis for determining the fire resistance of column assem- blies as a function of the thickness of fire-resistant material and, the weight, W, and heated perimeter, D, of structural steel columns. As used in these sections, W is the average weight of a structural steel column in pounds per linear foot. The heated perimeter, D, is the inside perimeter of the fire-resistant material in inches as illustrated in Figure 722.5.1(1).

COLUMN SIZE

FIRE-RESISTANCE RATING (hours)

1 2 3 4

Minimum column dimension (inches) 8 10 12 14

bf a

D=4bf + 2d - 2tw D=2(a+d)

d d dtw

FIGURE 722.5.1(1) DETERMINATION OF THE HEATED

PERIMETER OF STRUCTURAL STEEL COLUMNS

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MIN.

SNAP-LOCK PITTSBURGH SEAM LAP

CORNER JOINT DETAILS (A)

No.8x1/2″ SHEET STEEL SCREWS SPACED 12″ o.c.

1 1 2 2

3 3

A A

5/8″

5/16″ 3/4″

3/ 8″

FIGURE 722.5.1(2) GYPSUM-PROTECTED STRUCTURAL

STEEL COLUMNS WITH SHEET STEEL COLUMN COVERS

For SI: 1 inch = 25.4 mm, 1 foot = 305 mm. 1. Structural steel column, either wide flange or tubular shapes. 2. Type X gypsum board or gypsum panel products in accordance with

ASTM C1177, C1178, C1278, C1396 or C1658. The total thickness of gypsum board or gypsum panel products calculated as h in Section 722.5.1.2 shall be applied vertically to an individual column using one of the following methods: 1. As a single layer with no horizontal joints. 2. As multiple layers with no horizontal joints permitted in any layer. 3. As multiple layers with horizontal joints staggered not less than 12

inches vertically between layers and not less than 8 feet vertically in any single layer. The total required thickness of gypsum board or gypsum panel products shall be determined on the basis of the specified fire-resistance rating and the weight-to-heated-perimeter ratio (W/D) of the column. For fire-resistance ratings of 2 hours or less, one of the required layers of gypsum board or gypsum panel product may be applied to the exterior of the sheet steel column covers with 1-inch long Type S screws spaced 1 inch from the wallboard edge and 8 inches on center. For such installations, 0.0149-inch minimum thickness galvanized steel corner beads with 11/2-inch legs shall be attached to the wallboard with Type S screws spaced 12 inches on center.

3. For fire-resistance ratings of 3 hours or less, the column covers shall be fabricated from 0.0239-inch minimum thickness galvanized or stainless steel. For 4-hour fire-resistance ratings, the column covers shall be fabricated from 0.0239-inch minimum thickness stainless steel. The column covers shall be erected with the Snap Lock or Pittsburgh joint details. For fire-resistance ratings of 2 hours or less, column covers fabricated from 0.0269-inch minimum thickness galvanized or stainless steel shall be permitted to be erected with lap joints. The lap joints shall be permitted to be located anywhere around the perimeter of the column cover. The lap joints shall be secured with 1/2-inch-long No. 8 sheet metal screws spaced 12 inches on center. The column covers shall be provided with a minimum expansion clearance of 1/8 inch per linear foot between the ends of the cover and any restraining construction.

FIGURE 722.5.1(3) GYPSUM-PROTECTED STRUCTURAL STEEL COLUMNS

WITH STEEL STUD/SCREW ATTACHMENT SYSTEM

For SI: 1 inch = 25.4 mm, 1 foot = -305 mm. 1. Structural steel column, either wide flange or tubular shapes. 2. 15/8-inch deep studs fabricated from 0.0179-inch minimum thickness

galvanized steel with 15/16 or 1 7/16-inch legs. The length of the steel studs

shall be 1/2 inch less than the height of the assembly. 3. Type X gypsum board or gypsum panel products in accordance with

ASTM C177, C1178, C1278, C1396 or C1658. The total thickness of gypsum board or gypsum panel products calculated as h in Section 722.5.1.2 shall be applied vertically to an individual column using one of the following methods: 1. As a single layer with no horizontal joints. 2. As multiple layers with no horizontal joints permitted in any layer. 3. As multiple layers with horizontal joints staggered not less than 12

4. Galvanized 0.0149-inch minimum thickness steel corner beads with 11/2- inch legs attached to the gypsum board or gypsum panel products with 1- inch-long Type S screws spaced 12 inches on center.

5. No. 18 SWG steel tie wires spaced 24 inches on center. 6. Sheet metal angles with 2-inch legs fabricated from 0.0221-inch

minimum thickness galvanized steel. 7. Type S screws, 1 inch long, shall be used for attaching the first layer of

gypsum board or gypsum panel product to the steel studs and the third layer to the sheet metal angles at 24 inches on center. Type S screws 13/4- inch long shall be used for attaching the second layer of gypsum board or gypsum panel product to the steel studs and the fourth layer to the sheet metal angles at 12 inches on center. Type S screws 21/4 inches long shall be used for attaching the third layer of gypsum board or gypsum panel product to the steel studs at 12 inches on center.

1 1

2 2

3 3

4 5 6

4 4 7 7

2 3

4 7

B 2 LAYERS = 1¼″ OR 1″

D 4 LAYERS = 2½″ OR 2″

A 1 LAYER = 5/8″ OR ½″

C 3 LAYERS = 17/8″ OR 1½″

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722.5.1.1.1 Nonload-bearing protection. The application of these procedures shall be limited to column assemblies in which the fire-resistant mate- rial is not designed to carry any of the load acting on the column.

722.5.1.1.2 Embedments. In the absence of sub- stantiating fire-endurance test results, ducts, conduit, piping, and similar mechanical, electrical, and plumbing installations shall not be embedded in any required fire-resistant materials.

722.5.1.1.3 Weight-to-perimeter ratio. Table 722.5.1(1) contains weight-to-heated-perimeter ratios (W/D) for both contour and box fire-resistant profiles, for the wide flange shapes most often used as columns. For different fire-resistant protection profiles or column cross sections, the weight-to- heated-perimeter ratios (W/D) shall be determined in accordance with the definitions given in this section.

722.5.1.2 Gypsum wallboard protection. The fire resistance of structural steel columns with weight-to- heated-perimeter ratios (W/D) less than or equal to 3.65 and that are protected with Type X gypsum wallboard shall be permitted to be determined from the following expression:

(Equation 7-12)

where:

R = Fire resistance (minutes).

h = Total thickness of gypsum wallboard (inches).

D = Heated perimeter of the structural steel column (inches).

W' = Total weight of the structural steel column and gypsum wallboard protection (pounds per linear foot).

W' = W + 50hD/144.

722.5.1.2.1 Attachment. The gypsum board or gyp- sum panel products shall be supported as illustrated in either Figure 722.5.1(2) for fire-resistance ratings of 4 hours or less, or Figure 722.5.1(3) for fire-resis- tance ratings of 3 hours or less.

722.5.1.2.2 Gypsum wallboard equivalent to con- crete. The determination of the fire resistance of structural steel columns from Figure 722.5.1(4) is permitted for various thicknesses of gypsum wall- board as a function of the weight-to-heated-perime- ter ratio (W/D) of the column. For structural steel columns with weight-to-heated-perimeter ratios (W/D) greater than 3.65, the thickness of gypsum wall- board required for specified fire-resistance ratings shall be the same as the thickness determined for a W14 × 233 wide flange shape.

R 130 h W′/D( ) 2

--------------------- 0.75

2½″ 4

1½

0.5 1.0 1.5 2.0 2.5 3.0 3.5

½″

5/8″

1″

1½″ 1¼″2″ 17/8″

WEIGHT-TO-HEATED-PERIMETER RATIO (W/D)

F IR

E R

E S

IS TA

N C

E (

H O

U R

S )

For SI: 1 inch = 25.4 mm, 1 pound per linear foot/inch = 0.059 kg/m/mm.

FIGURE 722.5.1(4) FIRE RESISTANCE OF STRUCTURAL

STEEL COLUMNS PROTECTED WITH VARIOUS THICKNESSES OF TYPE X GYPSUM WALLBOARD

a. The W/D ratios for typical wide flange columns are listed in Table 722.5.1(1). For other column shapes, the W/D ratios shall be determined in accordance with Section 722.5.1.1.

dtw

FIGURE 722.5.1(5) WIDE FLANGE STRUCTURAL STEEL COLUMNS WITH

SPRAYED FIRE-RESISTANT MATERIALS

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h 2

L L1 bf As

L 2* *

(a) PRECAST

CONCRETE COLUMN COVERS

(b) CONCRETE ENCASED

STRUCTURAL TUBE

WUDE-FLANGE SHAPE

FIGURE 722.5.1(6) CONCRETE PROTECTED STRUCTURAL STEEL COLUMNSa,b

a. When the inside perimeter of the concrete protection is not square, L shall be taken as the average of L1 and L2. When the thickness of concrete cover is not constant, h shall be taken as the average of h1 and h2.

b. Joints shall be protected with a minimum 1 inch thickness of ceramic fiber blanket but in no case less than one-half the thickness of the column cover (see Section 722.2.1.3).

FIGURE 722.5.1(7) CONCRETE OR CLAY MASONRY PROTECTED STRUCTURAL STEEL COLUMNS

For SI: 1 inch = 25.4 mm. d = Depth of a wide flange column, outside diameter of pipe column, or outside dimension of structural tubing column (inches). tweb = Thickness of web of wide flange column (inches). w = Width of flange of wide flange column (inches).

D=2(w+d)+2(w-tweb) D = 2w + 2dD = � d

W SHAPE COLUMN STEEL PIPE COLUMN STRUCTURAL TUBE COLUMN

w d w d

0. 25

0.25p

d tweb

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722.5.1.3 Sprayed fire-resistant materials. The fire resistance of wide-flange structural steel columns pro- tected with sprayed fire-resistant materials, as illus- trated in Figure 722.5.1(5), shall be permitted to be determined from the following expression:

R = [C1(W/D) + C2]h (Equation 7-13)

where:

R = Fire resistance (minutes).

h = Thickness of sprayed fire-resistant material (inches).

D = Heated perimeter of the structural steel column (inches).

C1 and C2 = Material-dependent constants.

W = Weight of structural steel columns (pounds per linear foot).

The fire resistance of structural steel columns pro- tected with intumescent or mastic fire-resistant coatings shall be determined on the basis of fire-resistance tests in accordance with Section 703.2.

722.5.1.3.1 Material-dependent constants. The material-dependent constants, C1 and C2, shall be determined for specific fire-resistant materials on the basis of standard fire endurance tests in accor- dance with Section 703.2. Unless evidence is sub- mitted to the building official substantiating a broader application, this expression shall be limited to determining the fire resistance of structural steel columns with weight-to-heated-perimeter ratios (W/ D) between the largest and smallest columns for which standard fire-resistance test results are avail- able.

722.5.1.3.2 Identification. Sprayed fire-resistant materials shall be identified by density and thickness required for a given fire-resistance rating.

722.5.1.4 Concrete-protected columns. The fire resis- tance of structural steel columns protected with con- crete, as illustrated in Figure 722.5.1(6)(a) and (b), shall be permitted to be determined from the following expression:

R = Ro(1 + 0.03m) (Equation 7-14)

where:

Ro = 10 (W/D) 0.7 + 17 (h1.6/kc

0.2) × [1 + 26 {H/pccch (L + h)}

0.8]

As used in these expressions:

R = Fire endurance at equilibrium moisture conditions (minutes).

Ro = Fire endurance at zero moisture content (minutes).

m = Equilibrium moisture content of the concrete by volume (percent).

W = Average weight of the structural steel column (pounds per linear foot).

D = Heated perimeter of the structural steel column (inches).

h = Thickness of the concrete cover (inches).

kc = Ambient temperature thermal conductivity of the concrete (Btu/hr ft °F).

H = Ambient temperature thermal capacity of the steel column = 0.11W (Btu/ ft °F).

pc = Concrete density (pounds per cubic foot).

cc = Ambient temperature specific heat of concrete (Btu/lb °F).

L = Interior dimension of one side of a square concrete box protection (inches).

722.5.1.4.1 Reentrant space filled. For wide-flange structural steel columns completely encased in con- crete with all reentrant spaces filled [Figure 722.5.1(6)(c)], the thermal capacity of the concrete within the reentrant spaces shall be permitted to be added to the thermal capacity of the steel column, as follows:

H = 0.11 W + (pccc/144) (bfd - As) (Equation 7-15)

where:

bf = Flange width of the structural steel column (inches).

d = Depth of the structural steel column (inches).

As = Cross-sectional area of the steel column (square inches).

722.5.1.4.2 Concrete properties unknown. If spe- cific data on the properties of concrete are not avail- able, the values given in Table 722.5.1(2) are permitted.

722.5.1.4.3 Minimum concrete cover. For struc- tural steel column encased in concrete with all reen- trant spaces filled, Figure 722.5.1(6)(c) and Tables 722.5.1(7) and 722.5.1(8) indicate the thickness of concrete cover required for various fire-resistance ratings for typical wide-flange sections. The thick- nesses of concrete indicated in these tables apply to structural steel columns larger than those listed.

722.5.1.4.4 Minimum precast concrete cover. For structural steel columns protected with precast con- crete column covers as shown in Figure 722.5.1(6)(a), Tables 722.5.1(9) and 722.5.1(10) indicate the thickness of the column covers required for various fire-resistance ratings for typical wide- flange shapes. The thicknesses of concrete given in these tables apply to structural steel columns larger than those listed.

722.5.1.4.5 Masonry protection. The fire resis- tance of structural steel columns protected with con- crete masonry units or clay masonry units as illustrated in Figure 722.5.1(7) shall be permitted to be determined from the following expression:

R = 0.17 (W/D)0.7 + [0.285 (Te 1.6/K0.2)]

[1.0 + 42.7 {(As/dm Te)/(0.25p + Te)} 0.8]

(Equation 7-16)

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TABLE 722.5.1(1) W/D RATIOS FOR STEEL COLUMNS

For SI: 1 pound per linear foot per inch = 0.059 kg/m/mm.

STRUCTURAL SHAPE CONTOUR PROFILE BOX

PROFILE STRUCTURAL SHAPE CONTOUR PROFILE

BOX PROFILE

W14 × 233 2.55 3.65 W10 × 112 1.81 2.57

× 211 2.32 3.35 × 100 1.64 2.33

× 193 2.14 3.09 × 88 1.45 2.08

× 176 1.96 2.85 × 77 1.28 1.85

× 159 1.78 2.60 × 68 1.15 1.66

× 145 1.64 2.39 × 60 1.01 1.48

× 132 1.56 2.25 × 54 0.922 1.34

× 120 1.42 2.06 × 49 0.84 1.23

× 109 1.29 1.88 × 45 0.888 1.24

× 99 1.18 1.72 × 39 0.78 1.09

× 90 1.08 1.58 × 33 0.661 0.93

× 82 1.23 1.68

× 74 1.12 1.53 W8 × 67 1.37 1.94

× 68 1.04 1.41 × 58 1.20 1.71

× 61 0.928 1.28 × 48 1.00 1.44

× 53 0.915 1.21 × 40 0.849 1.23

× 48 0.835 1.10 × 35 0.749 1.08

× 43 0.752 0.99 × 31 0.665 0.97

× 28 0.688 0.96

W12 × 190 2.50 3.51 × 24 0.591 0.83

× 170 2.26 3.20 × 21 0.577 0.77

× 152 2.04 2.90 × 18 0.499 0.67

× 136 1.86 2.63

× 120 1.65 2.36 W6 ×25 0.696 1.00

× 106 1.47 2.11 × 20 0.563 0.82

× 96 1.34 1.93 × 16 0.584 0.78

× 87 1.22 1.76 × 15 0.431 0.63

× 79 1.11 1.61 × 12 0.448 0.60

× 72 1.02 1.48 × 9 0.338 0.46

× 65 0.925 1.35

× 58 0.925 1.31 W5 ×19 0.644 0.93

× 53 0.855 1.20 × 16 0.55 0.80

× 50 0.909 1.23

× 45 0.829 1.12 W4 ×13 0.556 0.79

× 40 0.734 1.00

TABLE 722.5.1(2) PROPERTIES OF CONCRETE

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lb/ft3 = 16.0185 kg/m3, Btu/hr • ft • °F = 1.731 W/(m • K).

PROPERTY NORMAL-WEIGHT CONCRETE STRUCTURAL LIGHTWEIGHT CONCRETE

Thermal conductivity (kc) 0.95 Btu/hr · ft · °F 0.35 Btu/hr · ft · °F

Specific heat (cc) 0.20 Btu/lb °F 0.20 Btu/lb °F

Density (Pc) 145 lb/ft 3 110 lb/ft3

Equilibrium (free) moisture content (m) by volume 4% 5%

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TABLE 722.5.1(3) THERMAL CONDUCTIVITY OF CONCRETE OR CLAY MASONRY UNITS

For SI: 1 pound per cubic foot = 16.0185 kg/m3, Btu/hr · ft · °F = 1.731 W/(m · K).

DENSITY (dm) OF UNITS (lb/ft 3) THERMAL CONDUCTIVITY (K) OF UNITS (Btu/hr · ft · °F)

Concrete Masonry Units

80 0.207

85 0.228

90 0.252

95 0.278

100 0.308

105 0.340

110 0.376

115 0.416

120 0.459

125 0.508

130 0.561

135 0.620

140 0.685

145 0.758

150 0.837

Clay Masonry Units

120 1.25

130 2.25

TABLE 722.5.1(4) WEIGHT-TO-HEATED-PERIMETER RATIOS (W/D) FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES

(continued)

STRUCTURAL SHAPE CONTOUR PROFILE BOX PROFILE STRUCTURAL SHAPE CONTOUR PROFILE BOX PROFILE

W36 x 300 2.50 3.33 W24 x 68 0.942 1.21

x 280 2.35 3.12 x 62 0.934 1.14

x 260 2.18 2.92 x 55 0.828 1.02

x 245 2.08 2.76

x 230 1.95 2.61 W21 x 147 1.87 2.60

x 210 1.96 2.45 x 132 1.68 2.35

x 194 1.81 2.28 x 122 1.57 2.19

x 182 1.72 2.15 x 111 1.43 2.01

x 170 1.60 2.01 x 101 1.30 1.84

x 160 1.51 1.90 x 93 1.40 1.80

x 150 1.43 1.79 x 83 1.26 1.62

x 135 1.29 1.63 x 73 1.11 1.44

x 68 1.04 1.35

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TABLE 722.5.1(4)—continued WEIGHT-TO-HEATED-PERIMETER RATIOS (W/D) FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES

(continued)

STRUCTURAL SHAPE CONTOUR PROFILE BOX PROFILE STRUCTURAL SHAPE CONTOUR PROFILE BOX PROFILE

W33 x 241 2.13 2.86 W21 x 62 0.952 1.23

x 221 1.97 2.64 x 57 0.952 1.17

x 201 1.79 2.42 x 50 0.838 1.04

x 152 1.53 1.94 x 44 0.746 0.92

x 141 1.43 1.80

x 130 1.32 1.67 W18 x 119 1.72 2.42

x 118 1.21 1.53 x 106 1.55 2.18

x 97 1.42 2.01

W30 x 211 2.01 2.74 x 86 1.27 1.80

x 191 1.85 2.50 x 76 1.13 1.60

x 173 1.66 2.28 x 71 1.22 1.59

x 132 1.47 1.85 x 65 1.13 1.47

x 124 1.39 1.75 x 60 1.04 1.36

x 116 1.30 1.65 x 55 0.963 1.26

x 108 1.21 1.54 x 50 0.88 1.15

x 99 1.12 1.42 x 46 0.878 1.09

x 40 0.768 0.96

W27 x 178 1.87 2.55 x 35 0.672 0.85

x 161 1.70 2.33

x 146 1.55 2.12 W16 x 100 1.59 2.25

x 114 1.39 1.76 x 89 1.43 2.03

x 102 1.24 1.59 x 77 1.25 1.78

x 94 1.15 1.47 x 67 1.09 1.56

x 84 1.03 1.33 x 57 1.09 1.43

x 50 0.962 1.26

x 45 0.870 1.15

W24 x 162 1.88 2.57 x 40 0.780 1.03

x 146 1.70 2.34 x 36 0.702 0.93

x 131 1.54 2.12 x 31 0.661 0.83

x 117 1.38 1.91 x 26 0.558 0.70

x 104 1.24 1.71

x 94 1.28 1.63 W14 x 132 1.89 3.00

x 84 1.15 1.47 x 120 1.71 2.75

x 76 1.05 1.34 x 109 1.57 2.52

W14 x 99 1.43 2.31 W10 x 30 0.806 1.12

x 90 1.31 2.11 x 26 0.708 0.98

x 82 1.45 2.12 x 22 0.606 0.84

x 74 1.32 1.93 x 19 0.607 0.78

x 68 1.22 1.78 x 17 0.543 0.70

x 61 1.10 1.61 x 15 0.484 0.63

x 53 1.06 1.48 x 12 0.392 0.51

x 48 0.970 1.35

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TABLE 722.5.1(4)—continued WEIGHT-TO-HEATED-PERIMETER RATIOS (W/D) FOR TYPICAL WIDE FLANGE BEAM AND GIRDER SHAPES

For SI: 1 pound per linear foot per inch = 0.059 kg/m/mm.

STRUCTURAL SHAPE CONTOUR PROFILE BOX PROFILE STRUCTURAL SHAPE CONTOUR PROFILE BOX PROFILE

W14 x 43 0.874 1.22 W8 x 67 1.65 2.55

x 38 0.809 1.09 x 58 1.44 2.26

x 34 0.725 0.98 x 48 1.21 1.91

x 30 0.644 0.87 x 40 1.03 1.63

x 26 0.628 0.79 x 35 0.907 1.44

x 22 0.534 0.68 x 31 0.803 1.29

x 28 0.819 1.24

W12 x 87 1.47 2.34 x 24 0.704 1.07

x 79 1.34 2.14 x 21 0.675 0.96

x 72 1.23 1.97 x 18 0.583 0.84

x 65 1.11 1.79 x 15 0.551 0.74

x 58 1.10 1.69 x 13 0.483 0.65

x 53 1.02 1.55 x 10 0.375 0.51

x 50 1.06 1.54

x 45 0.974 1.40 W6 x 25 0.839 1.33

x 40 0.860 1.25 x 20 0.678 1.09

x 35 0.810 1.11 x 16 0.684 0.96

x 30 0.699 0.96 x 15 0.521 0.83

x 26 0.612 0.84 x 12 0.526 0.75

x 22 0.623 0.77 x 9 0.398 0.57

x 19 0.540 0.67

x 16 0.457 0.57 W5 x 19 0.776 1.24

x 14 0.405 0.50 x 16 0.664 1.07

W10 x 112 2.17 3.38 W4 x 13 0.670 1.05

x 100 1.97 3.07

x 88 1.74 2.75

x 77 1.54 2.45

x 68 1.38 2.20

x 60 1.22 1.97

x 54 1.11 1.79

x 49 1.01 1.64

x 45 1.06 1.59

x 39 0.94 1.40

x 33 0.77 1.20

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312 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 722.5.1(5) FIRE RESISTANCE OF CONCRETE MASONRY PROTECTED STEEL COLUMNS

(continued)

COLUMN SIZE

CONCRETE MASONRY DENSITY

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE RATING OF CONCRETE MASONRY

PROTECTION ASSEMBLY, Te (inches) COLUMN SIZE

CONCRETE MASONRY DENSITY

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE RATING OF CONCRETE MASONRY

PROTECTION ASSEMBLY, Te (inches)

1 hour 2 hours 3 hours 4 hours 1 hour 2 hours 3 hours 4 hours

W14 × 82

80 0.74 1.61 2.36 3.04

W10 × 68

80 0.72 1.58 2.33 3.01

100 0.89 1.85 2.67 3.40 100 0.87 1.83 2.65 3.38

110 0.96 1.97 2.81 3.57 110 0.94 1.95 2.79 3.55

120 1.03 2.08 2.95 3.73 120 1.01 2.06 2.94 3.72

W14 × 68

80 0.83 1.70 2.45 3.13

W10 × 54

80 0.88 1.76 2.53 3.21

100 0.99 1.95 2.76 3.49 100 1.04 2.01 2.83 3.57

110 1.06 2.06 2.91 3.66 110 1.11 2.12 2.98 3.73

120 1.14 2.18 3.05 3.82 120 1.19 2.24 3.12 3.90

W14 × 53

80 0.91 1.81 2.58 3.27

W10 × 45

80 0.92 1.83 2.60 3.30

100 1.07 2.05 2.88 3.62 100 1.08 2.07 2.90 3.64

110 1.15 2.17 3.02 3.78 110 1.16 2.18 3.04 3.80

120 1.22 2.28 3.16 3.94 120 1.23 2.29 3.18 3.96

W14 × 43

80 1.01 1.93 2.71 3.41

W10 × 33

80 1.06 2.00 2.79 3.49

100 1.17 2.17 3.00 3.74 100 1.22 2.23 3.07 3.81

110 1.25 2.28 3.14 3.90 110 1.30 2.34 3.20 3.96

120 1.32 2.38 3.27 4.05 120 1.37 2.44 3.33 4.12

W12 × 72

80 0.81 1.66 2.41 3.09

W8 × 40

80 0.94 1.85 2.63 3.33

100 0.91 1.88 2.70 3.43 100 1.10 2.10 2.93 3.67

110 0.99 1.99 2.84 3.60 110 1.18 2.21 3.07 3.83

120 1.06 2.10 2.98 3.76 120 1.25 2.32 3.20 3.99

W12 × 58

80 0.88 1.76 2.52 3.21

W8 × 31

80 1.06 2.00 2.78 3.49

100 1.04 2.01 2.83 3.56 100 1.22 2.23 3.07 3.81

110 1.11 2.12 2.97 3.73 110 1.29 2.33 3.20 3.97

120 1.19 2.23 3.11 3.89 120 1.36 2.44 3.33 4.12

W12 × 50

80 0.91 1.81 2.58 3.27

W8 × 24

80 1.14 2.09 2.89 3.59

100 1.07 2.05 2.88 3.62 100 1.29 2.31 3.16 3.90

110 1.15 2.17 3.02 3.78 110 1.36 2.42 3.28 4.05

120 1.22 2.28 3.16 3.94 120 1.43 2.52 3.41 4.20

W12 × 40

80 1.01 1.94 2.72 3.41

W8 × 18

80 1.22 2.20 3.01 3.72

100 1.17 2.17 3.01 3.75 100 1.36 2.40 3.25 4.01

110 1.25 2.28 3.14 3.90 110 1.42 2.50 3.37 4.14

120 1.32 2.39 3.27 4.06 120 1.48 2.59 3.49 4.28

4 × 4 × 1/2 wall thickness

80 0.93 1.90 2.71 3.43 4 double extra strong 0.674

wall thickness

80 0.80 1.75 2.56 3.28

100 1.08 2.13 2.99 3.76 100 0.95 1.99 2.85 3.62

110 1.16 2.24 3.13 3.91 110 1.02 2.10 2.99 3.78

120 1.22 2.34 3.26 4.06 120 1.09 2.20 3.12 3.93

4 × 4 × 3/8 wall thickness

80 1.05 2.03 2.84 3.57 4 extra strong

0.337 wall thickness

80 1.12 2.11 2.93 3.65

100 1.20 2.25 3.11 3.88 100 1.26 2.32 3.19 3.95

110 1.27 2.35 3.24 4.02 110 1.33 2.42 3.31 4.09

120 1.34 2.45 3.37 4.17 120 1.40 2.52 3.43 4.23

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TABLE 722.5.1(5)—continued FIRE RESISTANCE OF CONCRETE MASONRY PROTECTED STEEL COLUMNS

For SI: 1 inch = 25.4 mm, 1 pound per cubic feet = 16.02 kg/m3. Note: Tabulated values assume 1-inch air gap between masonry and steel section.

COLUMN SIZE

CONCRETE MASONRY DENSITY

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE RATING OF CONCRETE MASONRY

PROTECTION ASSEMBLY, Te (inches) COLUMN SIZE

CONCRETE MASONRY DENSITY

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE RATING OF CONCRETE MASONRY

PROTECTION ASSEMBLY, Te (inches)

1 hour 2 hours 3 hours 4 hours 1 hour 2 hours 3 hours 4 hours

4 × 4 × 1/4 wall thickness

80 1.21 2.20 3.01 3.73 4 standard 0.237 wall thickness

80 1.26 2.25 3.07 3.79

100 1.35 2.40 3.26 4.02 100 1.40 2.45 3.31 4.07

110 1.41 2.50 3.38 4.16 110 1.46 2.55 3.43 4.21

120 1.48 2.59 3.50 4.30 120 1.53 2.64 3.54 4.34

6 × 6 × 1/2 wall thickness

80 0.82 1.75 2.54 3.25 5 double extra strong 0.750

wall thickness

80 0.70 1.61 2.40 3.12

100 0.98 1.99 2.84 3.59 100 0.85 1.86 2.71 3.47

110 1.05 2.10 2.98 3.75 110 0.91 1.97 2.85 3.63

120 1.12 2.21 3.11 3.91 120 0.98 2.02 2.99 3.79

6 × 6 × 3/8 wall thickness

80 0.96 1.91 2.71 3.42 5 extra strong

0.375 wall thickness

80 1.04 2.01 2.83 3.54

100 1.12 2.14 3.00 3.75 100 1.19 2.23 3.09 3.85

110 1.19 2.25 3.13 3.90 110 1.26 2.34 3.22 4.00

120 1.26 2.35 3.26 4.05 120 1.32 2.44 3.34 4.14

6 × 6 × 1/4 wall thickness

80 1.14 2.11 2.92 3.63 5 standard 0.258 wall thickness

80 1.20 2.19 3.00 3.72

100 1.29 2.32 3.18 3.93 100 1.34 2.39 3.25 4.00

110 1.36 2.43 3.30 4.08 110 1.41 2.49 3.37 4.14

120 1.42 2.52 3.43 4.22 120 1.47 2.58 3.49 4.28

8 × 8 × 1/2 wall thickness

80 0.77 1.66 2.44 3.13 6 double extra strong 0.864

wall thickness

80 0.59 1.46 2.23 2.92

100 0.92 1.91 2.75 3.49 100 0.73 1.71 2.54 3.29

110 1.00 2.02 2.89 3.66 110 0.80 1.82 2.69 3.47

120 1.07 2.14 3.03 3.82 120 0.86 1.93 2.83 3.63

8 × 8 × 3/8 wall thickness

80 0.91 1.84 2.63 3.33 6 extra strong

0.432 wall thickness

80 0.94 1.90 2.70 3.42

100 1.07 2.08 2.92 3.67 100 1.10 2.13 2.98 3.74

110 1.14 2.19 3.06 3.83 110 1.17 2.23 3.11 3.89

120 1.21 2.29 3.19 3.98 120 1.24 2.34 3.24 4.04

8 × 8 × 1/4 wall thickness

80 1.10 2.06 2.86 3.57 6 standard 0.280 wall thickness

80 1.14 2.12 2.93 3.64

100 1.25 2.28 3.13 3.87 100 1.29 2.33 3.19 3.94

110 1.32 2.38 3.25 4.02 110 1.36 2.43 3.31 4.08

120 1.39 2.48 3.38 4.17 120 1.42 2.53 3.43 4.22

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314 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 722.5.1(6) FIRE RESISTANCE OF CLAY MASONRY PROTECTED STEEL COLUMNS

For SI: 1 inch = 25.4 mm, 1 pound per cubic foot = 16.02 kg/m3.

COLUMN SIZE

CLAY MASONRY DENSITY,

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE

RATING OF CLAY MASONRY PROTECTION ASSEMBLY, Te (inches)

COLUMN SIZE

CLAY MASONRY DENSITY,

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE

RATING OF CLAY MASONRY PROTECTION ASSEMBLY, Te (inches)

1 hour 2 hours 3 hours 4 hours 1 hour 2 hours 3 hours 4 hours

W14 × 82 120 1.23 2.42 3.41 4.29

W10 × 68 120 1.27 2.46 3.26 4.35

130 1.40 2.70 3.78 4.74 130 1.44 2.75 3.83 4.80

W14 × 68 120 1.34 2.54 3.54 4.43

W10 × 54 120 1.40 2.61 3.62 4.51

130 1.51 2.82 3.91 4.87 130 1.58 2.89 3.98 4.95

W14 × 53 120 1.43 2.65 3.65 4.54

W10 × 45 120 1.44 2.66 3.67 4.57

130 1.61 2.93 4.02 4.98 130 1.62 2.95 4.04 5.01

W14 × 43 120 1.54 2.76 3.77 4.66

W10 × 33 120 1.59 2.82 3.84 4.73

130 1.72 3.04 4.13 5.09 130 1.77 3.10 4.20 5.13

W12 × 72 120 1.32 2.52 3.51 4.40

W8 × 40 120 1.47 2.70 3.71 4.61

130 1.50 2.80 3.88 4.84 130 1.65 2.98 4.08 5.04

W12 × 58 120 1.40 2.61 3.61 4.50

W8 × 31 120 1.59 2.82 3.84 4.73

130 1.57 2.89 3.98 4.94 130 1.77 3.10 4.20 5.17

W12 × 50 120 1.43 2.65 3.66 4.55

W8 × 24 120 1.66 2.90 3.92 4.82

130 1.61 2.93 4.02 4.99 130 1.84 3.18 4.28 5.25

W12 × 40 120 1.54 2.77 3.78 4.67

W8 × 18 120 1.75 3.00 4.01 4.91

130 1.72 3.05 4.14 5.10 130 1.93 3.27 4.37 5.34 STEEL TUBING STEEL PIPE

NOMINAL TUBE SIZE (inches)

CLAY MASONRY DENSITY,

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE

RATING OF CLAY MASONRY PROTECTION ASSEMBLY, Te (inches)

NOMINAL PIPE SIZE (inches)

CLAY MASONRY DENSITY,

POUNDS PER CUBIC FOOT

MINIMUM REQUIRED EQUIVALENT THICKNESS FOR FIRE-RESISTANCE

RATING OF CLAY MASONRY PROTECTION ASSEMBLY, Te (inches)

1 hour 2 hours 3 hours 4 hours 1 hour 2 hours 3 hours 4 hours

4 × 4 × 1/2 wall thickness

120 1.44 2.72 3.76 4.68 4 double extra strong 0.674

wall thickness

120 1.26 2.55 3.60 4.52

130 1.62 3.00 4.12 5.11 130 1.42 2.82 3.96 4.95

4 × 4 × 3/8 wall thickness

120 1.56 2.84 3.88 4.78 4 extra strong 0.337 wall thickness

120 1.60 2.89 3.92 4.83

130 1.74 3.12 4.23 5.21 130 1.77 3.16 4.28 5.25

4 × 4 × 1/4 wall thickness

120 1.72 2.99 4.02 4.92 4 standard 0.237 wall thickness

120 1.74 3.02 4.05 4.95

130 1.89 3.26 4.37 5.34 130 1.92 3.29 4.40 5.37

6 × 6 × 1/2 wall thickness

120 1.33 2.58 3.62 4.52 5 double extra strong 0.750

wall thickness

120 1.17 2.44 3.48 4.40

130 1.50 2.86 3.98 4.96 130 1.33 2.72 3.84 4.83

6 × 6 × 3/8 wall thickness

120 1.48 2.74 3.76 4.67 5 extra strong 0.375

wall thickness

120 1.55 2.82 3.85 4.76

130 1.65 3.01 4.13 5.10 130 1.72 3.09 4.21 5.18

6 × 6 × 1/4 wall thickness

120 1.66 2.91 3.94 4.84 5 standard 0.258 wall thickness

120 1.71 2.97 4.00 4.90

130 1.83 3.19 4.30 5.27 130 1.88 3.24 4.35 5.32

8 × 8 × 1/2 wall thickness

120 1.27 2.50 3.52 4.42 6 double extra strong 0.864

wall thickness

120 1.04 2.28 3.32 4.23

130 1.44 2.78 3.89 4.86 130 1.19 2.60 3.68 4.67

8 × 8 × 3/8 wall thickness

120 1.43 2.67 3.69 4.59 6 extra strong 0.432 wall thickness

120 1.45 2.71 3.75 4.65

130 1.60 2.95 4.05 5.02 130 1.62 2.99 4.10 5.08

8 × 8 × 1/4 wall thickness

120 1.62 2.87 3.89 4.78 6 standard 0.280 wall thickness

120 1.65 2.91 3.94 4.84

130 1.79 3.14 4.24 5.21 130 1.82 3.19 4.30 5.27

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TABLE 722.5.1(7) MINIMUM COVER (inch) FOR STEEL COLUMNS ENCASED IN

NORMAL-WEIGHT CONCRETEa [FIGURE 722.5.1(6)(c)]

For SI: 1 inch = 25.4 mm. a. The tabulated thicknesses are based upon the assumed properties of

normal-weight concrete given in Table 722.5.1(2).

STRUCTURAL SHAPE FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

W14 × 233

1 11/2

× 176

21/2 × 132

2 × 90

11/2 × 61

3 × 48 11/2 2

1/2 × 43

W12 × 152

1 1 2

21/2 × 96

× 65

11/2 1 1/2 3 × 50

21/2 × 40

W10 × 88 1

11/2 11/2

3 × 49

1 21/2 × 45

× 39 31/2

× 33 2

W8 × 67

1 11/2 2

1/2 3

× 58

× 48

11/2 31/2 × 31

2 3 × 21

× 18 4

W6 × 25

11/2 2 3

31/2

× 20

2 21/2 4 × 16

31/2 × 15 11/2

× 9

TABLE 722.5.1(8) MINIMUM COVER (inch) FOR STEEL COLUMNS

ENCASED IN STRUCTURAL LIGHTWEIGHT CONCRETEa [FIGURE 722.5.1(6)(c)]

For SI: 1 inch = 25.4 mm. a. The tabulated thicknesses are based upon the assumed properties of

structural lightweight concrete given in Table 722.5.1(2).

STRUCTURAL SHAPE FIRE-RESISTANCE RATING (HOURS)

1 11/2 2 3 4

W14 × 233

1 1 1

1 11/2

× 193

11/2 × 74 2

× 61 21/2

× 43 11/2 2

W12 × 65

1 1 1

11/2 2

× 53 2 21/2

× 40 11/2

W10 × 112

1 1 1

11/2 2 × 88

× 60 2 21/2

× 33 11/2

W8 × 35

1 1

11/2

2 21/2

× 28

3 × 24 21/2

× 18 11/2

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316 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 722.5.1(9) MINIMUM COVER (inch) FOR STEEL COLUMNS IN NORMAL-

WEIGHT PRECAST COVERSa [FIGURE 722.5.1(6)(a)]

For SI: 1 inch = 25.4 mm. a. The tabulated thicknesses are based upon the assumed properties of

normal-weight concrete given in Table 722.5.1(2).

STRUCTURAL SHAPE FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

W14 × 233

11/2

11/2 21/2

× 211

31/2 × 176

2 × 145

3 × 109

2 21/2 × 99

4 × 61

31/2 × 43 41/2

W12 × 190

11/2

11/2 21/2 3

1/2 × 152

2 × 120 3

4 × 96

× 87

2 21/2 3 1/2 × 58

41/2 × 40

W10 × 112

11/2

11/2 2 3

31/2

× 88

4 × 77

2 21/2 × 54 31/2

× 33 41/2

W8 × 67

11/2

11/2 2 3

4 × 58

2 21/2 31/2

× 48

× 28

41/2 × 21 21/2 3

× 18 4

W6 × 25

11/2

2 21/2 31/2

41/2 × 20

21/2 3 × 16

4 × 12 2

× 9 5

TABLE 722.5.1(10) MINIMUM COVER (inch) FOR STEEL COLUMNS IN STRUCTURAL

LIGHTWEIGHT PRECAST COVERSa [FIGURE 722.5.1(6)(a)]

For SI: 1 inch = 25.4 mm. a. The tabulated thicknesses are based upon the assumed properties of

structural lightweight concrete given in Table 722.5.1(2).

STRUCTURAL SHAPE FIRE-RESISTANCE RATING (hours)

1 11/2 2 3 4

W14 × 233

11/2 1 1/2

11/2

2 21/2

× 176

× 145

21/2

× 132

× 109

× 99

2 × 68 31/2

× 43 3

W12 × 190

11/2 1 1/2

11/2

2 21/2

× 152

× 136 3

× 106

21/2 × 96

31/2 × 87

× 65 2

× 40 3

W10 × 112

11/2 11/2

11/2

3 × 100

21/2 × 88

× 77

2 31/2 × 60

× 39 3

× 33 2

W8 × 67

11/2

11/2 2 1/2 3

× 48

2 3

31/2 × 35

× 28 2

× 18 21/2 4

W6 × 25

11/2 2

2 3

31/2

× 15 21/2 4

× 9 31/2

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 317

where:

R = Fire-resistance rating of column assembly (hours).

W = Average weight of structural steel column (pounds per foot).

D = Heated perimeter of structural steel column (inches) [see Figure 722.5.1(7)].

Te = Equivalent thickness of concrete or clay masonry unit (inches) (see Table 722.3.2 Note a or Section 722.4.1).

K = Thermal conductivity of concrete or clay masonry unit (Btu/hr · ft · °F) [see Table 722.5.1(3)].

As = Cross-sectional area of structural steel column (square inches).

dm = Density of the concrete or clay masonry unit (pounds per cubic foot).

p = Inner perimeter of concrete or clay masonry protection (inches) [see Figure 722.5.1(7)].

722.5.1.4.6 Equivalent concrete masonry thick- ness. For structural steel columns protected with concrete masonry, Table 722.5.1(5) gives the equiv- alent thickness of concrete masonry required for various fire-resistance ratings for typical column shapes. For structural steel columns protected with clay masonry, Table 722.5.1(6) gives the equivalent thickness of concrete masonry required for various fire-resistance ratings for typical column shapes.

722.5.2 Structural steel beams and girders. The fire- resistance ratings of structural steel beams and girders shall be based upon the size of the element and the type of protection provided in accordance with this section.

722.5.2.1 Determination of fire resistance. These pro- cedures establish a basis for determining resistance of structural steel beams and girders that differ in size from that specified in approved fire-resistance-rated assemblies as a function of the thickness of fire-resis- tant material and the weight (W) and heated perimeter (D) of the beam or girder. As used in these sections, W is the average weight of a structural steel element in pounds per linear foot (plf). The heated perimeter, D, is

the inside perimeter of the fire-resistant material in inches as illustrated in Figure 722.5.2.

722.5.2.1.1 Weight-to-heated perimeter. The weight-to-heated-perimeter ratios (W/D), for both contour and box fire-resistant protection profiles, for the wide flange shapes most often used as beams or girders are given in Table 722.5.1(4). For different shapes, the weight-to-heated-perimeter ratios (W/D) shall be determined in accordance with the defini- tions given in this section.

722.5.2.1.2 Beam and girder substitutions. Except as provided for in Section 722.5.2.2, structural steel beams in approved fire-resistance-rated assemblies shall be considered the minimum permissible size. Other beam or girder shapes shall be permitted to be substituted provided that the weight-to-heated- perimeter ratio (W/D) of the substitute beam is equal to or greater than that of the beam specified in the approved assembly.

722.5.2.2 Sprayed fire-resistant materials. The provi- sions in this section apply to structural steel beams and girders protected with sprayed fire-resistant materials. Larger or smaller beam and girder shapes shall be per- mitted to be substituted for beams specified in approved unrestrained or restrained fire-resistance- rated assemblies, provided that the thickness of the fire- resistant material is adjusted in accordance with the fol- lowing expression:

h2 = h1 [(W1 / D1) + 0.60] / [(W2 / D2) + 0.60] (Equation 7-17)

where:

h = Thickness of sprayed fire-resistant material in inches.

W = Weight of the structural steel beam or girder in pounds per linear foot.

D = Heated perimeter of the structural steel beam in inches.

Subscript 1 refers to the beam and fire-resistant material thickness in the approved assembly.

Subscript 2 refers to the substitute beam or girder and the required thickness of fire-resistant material.

The fire resistance of structural steel beams and girders protected with intumescent or mastic fire-resis- tant coatings shall be determined on the basis of fire- resistance tests in accordance with Section 703.2.

722.5.2.2.1 Minimum thickness. The use of Equa- tion 7-17 is subject to the following conditions:

1. The weight-to-heated-perimeter ratio for the substitute beam or girder (W2/D2) shall be not less than 0.37.

2. The thickness of fire protection materials cal- culated for the substitute beam or girder (T1) shall be not less than 3/8 inch (9.5 mm).

3. The unrestrained or restrained beam rating shall be not less than 1 hour.

bf bf

D = 3bf + 2d - 2tw D = 2d + bf

d tw

FIGURE 722.5.2 DETERMINATION OF THE HEATED PERIMETER OF

STRUCTURAL STEEL BEAMS AND GIRDERS

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4. Where used to adjust the material thickness for a restrained beam, the use of this procedure is limited to structural steel sections classified as compact in accordance with AISC 360.

722.5.2.3 Structural steel trusses. The fire resistance of structural steel trusses protected with fire-resistant materials sprayed to each of the individual truss ele- ments shall be permitted to be determined in accor- dance with this section. The thickness of the fire- resistant material shall be determined in accordance with Section 722.5.1.3. The weight-to-heated-perimeter ratio (W/D) of truss elements that can be simultane- ously exposed to fire on all sides shall be determined on the same basis as columns, as specified in Section 722.5.1.1. The weight-to-heated-perimeter ratio (W/D) of truss elements that directly support floor or roof assembly shall be determined on the same basis as beams and girders, as specified in Section 722.5.2.1.

The fire resistance of structural steel trusses pro- tected with intumescent or mastic fire-resistant coatings shall be determined on the basis of fire-resistance tests in accordance with Section 703.2.

722.6 Wood assemblies. The provisions of this section con- tain procedures by which the fire-resistance ratings of wood assemblies are established by calculations.

722.6.1 General. This section contains procedures for cal- culating the fire-resistance ratings of walls, floor/ceiling and roof/ceiling assemblies based in part on the standard method of testing referenced in Section 703.2.

722.6.1.1 Maximum fire-resistance rating. Fire- resistance ratings calculated for assemblies using the methods in Section 722.6 shall be limited to a maxi- mum of 1 hour.

722.6.1.2 Dissimilar membranes. Where dissimilar membranes are used on a wall assembly that requires consideration of fire exposure from both sides, the cal- culation shall be made from the least fire-resistant (weaker) side.

722.6.2 Walls, floors and roofs. These procedures apply to both load-bearing and nonload-bearing assemblies.

722.6.2.1 Fire-resistance rating of wood frame assemblies. The fire-resistance rating of a wood frame assembly is equal to the sum of the time assigned to the membrane on the fire-exposed side, the time assigned to the framing members and the time assigned for addi- tional contribution by other protective measures such as insulation. The membrane on the unexposed side shall not be included in determining the fire resistance of the assembly.

722.6.2.2 Time assigned to membranes. Table 722.6.2(1) indicates the time assigned to membranes on the fire-exposed side.

722.6.2.3 Exterior walls. For an exterior wall with a fire separation distance greater than 10 feet (3048 mm), the wall is assigned a rating dependent on the interior membrane and the framing as described in Tables 722.6.2(1) and 722.6.2(2). The membrane on the outside of the nonfire-exposed side of exterior walls with a fire separation distance greater than 10 feet (3048 mm) shall consist of sheathing, sheathing paper and siding as described in Table 722.6.2(3).

TABLE 722.6.2(1) TIME ASSIGNED TO WALLBOARD MEMBRANESa, b, c, d

For SI: 1 inch = 25.4 mm. a. These values apply only where membranes are installed on framing

members that are spaced 16 inches o.c. or less. b. Gypsum wallboard installed over framing or furring shall be installed so

that all edges are supported, except 5/8-inch Type X gypsum wallboard shall be permitted to be installed horizontally with the horizontal joints staggered 24 inches each side and unsupported but finished.

c. On wood frame floor/ceiling or roof/ceiling assemblies, gypsum board shall be installed with the long dimension perpendicular to framing members and shall have all joints finished.

d. The membrane on the unexposed side shall not be included in determining the fire resistance of the assembly. Where dissimilar membranes are used on a wall assembly, the calculation shall be made from the least fire- resistant (weaker) side.

e. The time assigned is not a finished rating.

DESCRIPTION OF FINISH TIMEe(minutes)

3/8-inch wood structural panel bonded with exterior glue

15/32-inch wood structural panel bonded with exterior glue

19/32-inch wood structural panel bonded with exterior glue

3/8-inch gypsum wallboard 10

1/2-inch gypsum wallboard 15

5/8-inch gypsum wallboard 30

1/2-inch Type X gypsum wallboard 25

5/8-inch Type X gypsum wallboard 40

Double 3/8-inch gypsum wallboard 25

1/2-inch + 3/8-inch gypsum wallboard 35

Double 1/2-inch gypsum wallboard 40

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TABLE 722.6.2(2) TIME ASSIGNED FOR CONTRIBUTION OF WOOD FRAME a, b, c

For SI: 1 inch = 25.4 mm. a. This table does not apply to studs or joists spaced more than 16 inches o.c. b. All studs shall be nominal 2 × 4 and all joists shall have a nominal thickness of not less than 2 inches. c. Allowable spans for joists shall be determined in accordance with Sections 2308.4.2.1, 2308.7.1 and 2308.7.2.

DESCRIPTION TIME ASSIGNED TO FRAME (minutes)

Wood studs 16 inches o.c. 20

Wood floor and roof joists 16 inches o.c. 10

TABLE 722.6.2(3) MEMBRANEa ON EXTERIOR FACE OF WOOD STUD WALLS

For SI: 1 inch = 25.4 mm. a. Any combination of sheathing, paper and exterior finish is permitted.

SHEATHING PAPER EXTERIOR FINISH

5/8-inch T & G lumber 5/16-inch exterior glue wood structural panel

1/2-inch gypsum wallboard 5/8-inch gypsum wallboard

1/2-inch fiberboard

Sheathing paper

Lumber siding

Wood shingles and shakes 1/4-inch fiber-cement lap, panel or shingle siding

1/4-inch wood structural panels-exterior type 1/4-inch hardboard

Metal siding

Stucco on metal lath

Masonry veneer

Vinyl siding

None — 3/8-inch exterior-grade wood structural panels

TABLE 722.6.2(4) FLOORING OR ROOFING OVER WOOD FRAMINGa

For SI: 1 inch = 25.4 mm. a. This table applies only to wood joist construction. It is not applicable to wood truss construction.

ASSEMBLY STRUCTURAL

MEMBERS SUBFLOOR OR ROOF DECK FINISHED FLOORING OR ROOFING

Floor Wood 15/32-inch wood structural panels or

11/16-inch T & G softwood

Hardwood or softwood flooring on building paper resilient flooring, parquet floor felted-synthetic fiber floor coverings, carpeting, or ceramic tile on 1/4-inch-thick fiber-cement underlayment or

3/8-inch-thick panel- type underlay Ceramic tile on 11/4-inch mortar bed

Roof Wood 15/32-inch wood structural panels or

11/16-inch T & G softwood Finished roofing material with or without insulation

TABLE 722.6.2(5) TIME ASSIGNED FOR ADDITIONAL PROTECTION

For SI: 1 pound/cubic foot = 16.0185 kg/m3.

DESCRIPTION OF ADDITIONAL PROTECTION FIRE RESISTANCE (minutes)

Add to the fire-resistance rating of wood stud walls if the spaces between the studs are completely filled with glass fiber mineral wool batts weighing not less than 2 pounds per cubic foot (0.6 pound per square foot of wall surface) or rockwool or slag material wool batts weighing not less than 3.3 pounds per cubic foot (1 pound per square foot of wall surface), or cellulose insulation having a nominal density not less than 2.6 pounds per cubic foot.

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722.6.2.4 Floors and roofs. In the case of a floor or roof, the standard test provides only for testing for fire exposure from below. Except as noted in Section 703.3, Item 5, floor or roof assemblies of wood framing shall have an upper membrane consisting of a subfloor and finished floor conforming to Table 722.6.2(4) or any other membrane that has a contribution to fire resis- tance of not less than 15 minutes in Table 722.6.2(1).

722.6.2.5 Additional protection. Table 722.6.2(5) indicates the time increments to be added to the fire resistance where glass fiber, rockwool, slag mineral wool or cellulose insulation is incorporated in the assembly.

722.6.2.6 Fastening. Fastening of wood frame assem- blies and the fastening of membranes to the wood fram- ing members shall be done in accordance with Chapter 23. �

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CHAPTER 8

INTERIOR FINISHES

SECTION 801 GENERAL

801.1 Scope. The provisions of this chapter shall govern the use of materials used as interior finishes, trim and decorative materials.

801.2 Interior wall and ceiling finish. The provisions of Section 803 shall limit the allowable fire performance and smoke development of interior wall and ceiling finish materi- als based on occupancy classification.

801.3 Interior floor finish. The provisions of Section 804 shall limit the allowable fire performance of interior floor fin- ish materials based on occupancy classification.

[F] 801.4 Decorative materials and trim. Decorative mate- rials and trim shall be restricted by combustibility, fire per- formance or flame propagation performance criteria in accordance with Section 806.

801.5 Applicability. For buildings in flood hazard areas as established in Section 1612.3, interior finishes, trim and dec- orative materials below the elevation required by Section 1612 shall be flood-damage-resistant materials.

801.6 Application. Combustible materials shall be permitted to be used as finish for walls, ceilings, floors and other inte- rior surfaces of buildings.

801.7 Windows. Show windows in the exterior walls of the first story above grade plane shall be permitted to be of wood or of unprotected metal framing.

801.8 Foam plastics. Foam plastics shall not be used as inte- rior finish except as provided in Section 803.4. Foam plastics shall not be used as interior trim except as provided in Sec- tion 806.5 or 2604.2. This section shall apply both to exposed foam plastics and to foam plastics used in conjunction with a textile or vinyl facing or cover.

SECTION 802 DEFINITIONS

802.1 Definitions. The following terms are defined in Chap- ter 2:

EXPANDED VINYL WALL COVERING.

FLAME SPREAD.

FLAME SPREAD INDEX.

INTERIOR FINISH.

INTERIOR FLOOR FINISH.

INTERIOR FLOOR-WALL BASE.

INTERIOR WALL AND CEILING FINISH.

SITE-FABRICATED STRETCH SYSTEM.

SMOKE-DEVELOPED INDEX.

TRIM.

SECTION 803 WALL AND CEILING FINISHES

803.1 General. Interior wall and ceiling finish materials shall be classified for fire performance and smoke development in accordance with Section 803.1.1 or 803.1.2, except as shown in Sections 803.2 through 803.13. Materials tested in accor- dance with Section 803.1.2 shall not be required to be tested in accordance with Section 803.1.1.

803.1.1 Interior wall and ceiling finish materials. Inte- rior wall and ceiling finish materials shall be classified in accordance with ASTM E84 or UL 723. Such interior fin- ish materials shall be grouped in the following classes in accordance with their flame spread and smoke-developed indexes.

Class A: = Flame spread index 0-25; smoke- developed index 0-450.

Class B: = Flame spread index 26-75; smoke- developed index 0-450.

Class C: = Flame spread index 76-200; smoke- developed index 0-450.

Exception: Materials tested in accordance with Section 803.1.2.

803.1.2 Room corner test for interior wall or ceiling finish materials. Interior wall or ceiling finish materials shall be permitted to be tested in accordance with NFPA 286. Interior wall or ceiling finish materials tested in accordance with NFPA 286 shall comply with Section 803.1.2.1.

803.1.2.1 Acceptance criteria for NFPA 286. The interior finish shall comply with the following:

1. During the 40 kW exposure, flames shall not spread to the ceiling.

2. The flame shall not spread to the outer extremity of the sample on any wall or ceiling.

3. Flashover, as defined in NFPA 286, shall not occur.

4. The peak heat release rate throughout the test shall not exceed 800 kW.

5. The total smoke released throughout the test shall not exceed 1,000 m2.

803.1.3 Room corner test for textile wall coverings and expanded vinyl wall coverings. Textile wall coverings and expanded vinyl wall coverings shall meet the criteria of Section 803.1.3.1 when tested in the manner intended for use in accordance with the Method B protocol of NFPA 265 using the product-mounting system, including adhesive.

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803.1.3.1 Acceptance criteria for NFPA 265. The interior finish shall comply with the following:

1. During the 40 kW exposure, flames shall not spread to the ceiling.

2. The flame shall not spread to the outer extremi- ties of the samples on the 8-foot by 12-foot (203 by 305 mm) walls.

3. Flashover, as defined in NFPA 265, shall not occur.

4. The total smoke released throughout the test shall not exceed 1,000 m2.

803.1.4 Acceptance criteria for textile and expanded vinyl wall or ceiling coverings tested to ASTM E84 or UL 723. Textile wall and ceiling coverings and expanded vinyl wall and ceiling coverings shall have a Class A flame spread index in accordance with ASTM E84 or UL 723 and be protected by an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2. Test specimen preparation and mounting shall be in accordance with ASTM E2404.

803.2 Thickness exemption. Materials having a thickness less than 0.036 inch (0.9 mm) applied directly to the surface of walls or ceilings shall not be required to be tested.

803.3 Heavy timber exemption. Exposed portions of build- ing elements complying with the requirements for buildings of Type IV construction in Section 602.4 shall not be subject to interior finish requirements.

803.4 Foam plastics. Foam plastics shall not be used as inte- rior finish except as provided in Section 2603.9. This section shall apply both to exposed foam plastics and to foam plastics used in conjunction with a textile or vinyl facing or cover.

803.5 Textile wall coverings. Where used as interior wall finish materials, textile wall coverings, including materials having woven or nonwoven, napped, tufted, looped or similar surface and carpet and similar textile materials, shall be tested in the manner intended for use, using the product mounting system, including adhesive, and shall comply with the requirements of Section 803.1.2, 803.1.3 or 803.1.4.

803.6 Textile ceiling coverings. Where used as interior ceil- ing finish materials, textile ceiling coverings, including mate- rials having woven or nonwoven, napped, tufted, looped or similar surface and carpet and similar textile materials, shall be tested in the manner intended for use, using the product mounting system, including adhesive, and shall comply with the requirements of Section 803.1.2 or 803.1.4.

803.7 Expanded vinyl wall coverings. Where used as inte- rior wall finish materials, expanded vinyl wall coverings shall be tested in the manner intended for use, using the product mounting system, including adhesive, and shall comply with the requirements of Section 803.1.2, 803.1.3 or 803.1.4.

803.8 Expanded vinyl ceiling coverings. Where used as interior ceiling finish materials, expanded vinyl ceiling cover- ings shall be tested in the manner intended for use, using the

product mounting system, including adhesive, and shall com- ply with the requirements of Section 803.1.2 or 803.1.4.

803.9 High-density polyethylene (HDPE) and polypropyl- ene (PP). Where high-density polyethylene or polypropylene is used as an interior finish it shall comply with Section 803.1.2.

803.10 Site-fabricated stretch systems. Where used as inte- rior wall or interior ceiling finish materials, site-fabricated stretch systems containing all three components described in the definition in Chapter 2 shall be tested in the manner intended for use, and shall comply with the requirements of Section 803.1.1 or 803.1.2. If the materials are tested in accordance with ASTM E84 or UL 723, specimen prepara- tion and mounting shall be in accordance with ASTM E2573.

803.11 Interior finish requirements based on group. Inte- rior wall and ceiling finish shall have a flame spread index not greater than that specified in Table 803.11 for the group and location designated. Interior wall and ceiling finish mate- rials tested in accordance with NFPA 286 and meeting the acceptance criteria of Section 803.1.2.1, shall be permitted to be used where a Class A classification in accordance with ASTM E84 or UL 723 is required.

803.12 Stability. Interior finish materials regulated by this chapter shall be applied or otherwise fastened in such a man- ner that such materials will not readily become detached where subjected to room temperatures of 200°F (93°C) for not less than 30 minutes.

803.13 Application of interior finish materials to fire- resistance-rated or noncombustible building elements. Where interior finish materials are applied on walls, ceilings or structural elements required to have a fire-resistance rat- ing or to be of noncombustible construction, these finish materials shall comply with the provisions of this section.

803.13.1 Direct attachment and furred construction. Where walls and ceilings are required by any provision in this code to be of fire-resistance-rated or noncombustible construction, the interior finish material shall be applied directly against such construction or to furring strips not exceeding 13/4 inches (44 mm), applied directly against such surfaces.

803.13.1.1 Furred construction. If the interior finish material is applied to furring strips, the intervening spaces between such furring strips shall comply with one of the following:

1. Be filled with material that is inorganic or non- combustible;

2. Be filled with material that meets the require- ments of a Class A material in accordance with Section 803.1.1 or 803.1.2; or

3. Be fireblocked at a maximum of 8 feet (2438 mm) in every direction in accordance with Sec- tion 718.

803.13.2 Set-out construction. Where walls and ceilings are required to be of fire-resistance-rated or noncombusti-

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ble construction and walls are set out or ceilings are dropped distances greater than specified in Section 803.13.1, Class A finish materials, in accordance with Section 803.1.1 or 803.1.2, shall be used.

Exceptions:

1. Where interior finish materials are protected on both sides by an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2.

2. Where interior finish materials are attached to noncombustible backing or furring strips installed as specified in Section 803.13.1.1.

803.13.2.1 Hangers and assembly members. The hangers and assembly members of such dropped ceil- ings that are below the horizontal fire-resistance-rated floor or roof assemblies shall be of noncombustible materials. The construction of each set-out wall and

horizontal fire-resistance-rated floor or roof assembly shall be of fire-resistance-rated construction as required elsewhere in this code.

Exception: In Type III and V construction, fire- retardant-treated wood shall be permitted for use as hangers and assembly members of dropped ceilings.

803.13.3 Heavy timber construction. Wall and ceiling finishes of all classes as permitted in this chapter that are installed directly against the wood decking or planking of Type IV construction or to wood furring strips applied directly to the wood decking or planking shall be fire- blocked as specified in Section 803.13.1.1.

803.13.4 Materials. An interior wall or ceiling finish material that is not more than 1/4 inch (6.4 mm) thick shall be applied directly onto the wall, ceiling or structural ele- ment without the use of furring strips and shall not be sus-

TABLE 803.11 INTERIOR WALL AND CEILING FINISH REQUIREMENTS BY OCCUPANCYk

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929m2. a. Class C interior finish materials shall be permitted for wainscotting or paneling of not more than 1,000 square feet of applied surface area in the grade lobby

where applied directly to a noncombustible base or over furring strips applied to a noncombustible base and fireblocked as required by Section 803.13.1. b. In other than Group I-3 occupancies in buildings less than three stories above grade plane, Class B interior finish for nonsprinklered buildings and Class C

interior finish for sprinklered buildings shall be permitted in interior exit stairways and ramps. c. Requirements for rooms and enclosed spaces shall be based upon spaces enclosed by partitions. Where a fire-resistance rating is required for structural

elements, the enclosing partitions shall extend from the floor to the ceiling. Partitions that do not comply with this shall be considered enclosing spaces and the rooms or spaces on both sides shall be considered one. In determining the applicable requirements for rooms and enclosed spaces, the specific occupancy thereof shall be the governing factor regardless of the group classification of the building or structure.

d. Lobby areas in Group A-1, A-2 and A-3 occupancies shall not be less than Class B materials. e. Class C interior finish materials shall be permitted in places of assembly with an occupant load of 300 persons or less. f. For places of religious worship, wood used for ornamental purposes, trusses, paneling or chancel furnishing shall be permitted. g. Class B material is required where the building exceeds two stories. h. Class C interior finish materials shall be permitted in administrative spaces. i. Class C interior finish materials shall be permitted in rooms with a capacity of four persons or less. j. Class B materials shall be permitted as wainscotting extending not more than 48 inches above the finished floor in corridors and exit access stairways and

ramps. k. Finish materials as provided for in other sections of this code. l. Applies when protected by an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2.

GROUP

SPRINKLEREDl NONSPRINKLERED

Interior exit stairways and ramps and exit passagewaysa, b

Corridors and enclosure for exit access stairways

and ramps

Rooms and enclosed spacesc

Interior exit stairways and ramps and exit passagewaysa, b

Corridors and enclosure for exit access stairways

and ramps

Rooms and enclosed spacesc

A-1 & A-2 B B C A Ad Be

A-3f, A-4, A-5 B B C A Ad C

B, E, M, R-1 B C C A B C

R-4 B C C A B B

F C C C B C C

H B B Cg A A B

I-1 B C C A B B

I-2 B B Bh, i A A B

I-3 A Aj C A A B

I-4 B B Bh, i A A B

R-2 C C C B B C

R-3 C C C C C C

S C C C B B C

U No restrictions No restrictions

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pended away from the building element to which that finish material it is applied.

Exceptions:

1. Noncombustible interior finish materials.

2. Materials that meet the requirements of Class A materials in accordance with Section 803.1.1 or 803.1.2 where the qualifying tests were made with the material furred out from the noncombus- tible backing shall be permitted to be used with furring strips.

3. Materials that meet the requirements of Class A materials in accordance with Section 803.1.1 or 803.1.2 where the qualifying tests were made with the material suspended away from the non- combustible backing shall be permitted to be used suspended away from the building element.

SECTION 804 INTERIOR FLOOR FINISH

804.1 General. Interior floor finish and floor covering mate- rials shall comply with Sections 804.2 through 804.4.2.

Exception: Floor finishes and coverings of a traditional type, such as wood, vinyl, linoleum or terrazzo, and resil- ient floor covering materials that are not comprised of fibers.

804.2 Classification. Interior floor finish and floor covering materials required by Section 804.4.2 to be of Class I or II materials shall be classified in accordance with NFPA 253. The classification referred to herein corresponds to the classi- fications determined by NFPA 253 as follows: Class I, 0.45 watts/cm2 or greater; Class II, 0.22 watts/cm2 or greater.

804.3 Testing and identification. Interior floor finish and floor covering materials shall be tested by an agency in accor- dance with NFPA 253 and identified by a hang tag or other suitable method so as to identify the manufacturer or supplier and style, and shall indicate the interior floor finish or floor covering classification in accordance with Section 804.2. Carpet-type floor coverings shall be tested as proposed for use, including underlayment. Test reports confirming the information provided in the manufacturer’s product identifi- cation shall be furnished to the building official upon request.

804.4 Interior floor finish requirements. Interior floor cov- ering materials shall comply with Sections 804.4.1 and 804.4.2 and interior floor finish materials shall comply with Section 804.4.2.

804.4.1 Test requirement. In all occupancies, interior floor covering materials shall comply with the require- ments of the DOC FF-1 “pill test” (CPSC 16 CFR Part 1630) or with ASTM D2859.

804.4.2 Minimum critical radiant flux. In all occupan- cies, interior floor finish and floor covering materials in enclosures for stairways and ramps, exit passageways, cor- ridors and rooms or spaces not separated from corridors by partitions extending from the floor to the underside of the ceiling shall withstand a minimum critical radiant flux.

The minimum critical radiant flux shall be not less than Class I in Groups I-1, I-2 and I-3 and not less than Class II in Groups A, B, E, H, I-4, M, R-1, R-2 and S.

Exception: Where a building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2, Class II materials are permitted in any area where Class I materials are required, and materials complying with DOC FF-1 “pill test” (CPSC 16 CFR Part 1630) or with ASTM D2859 are permitted in any area where Class II materials are required.

SECTION 805 COMBUSTIBLE MATERIALS IN TYPES I AND II

CONSTRUCTION 805.1 Application. Combustible materials installed on or embedded in floors of buildings of Type I or II construction shall comply with Sections 805.1.1 through 805.1.3.

Exception: Stages and platforms constructed in accor- dance with Sections 410.3 and 410.4, respectively.

805.1.1 Subfloor construction. Floor sleepers, bucks and nailing blocks shall not be constructed of combustible materials, unless the space between the fire-resistance- rated floor assembly and the flooring is either solidly filled with noncombustible materials or fireblocked in accor- dance with Section 718, and provided that such open spaces shall not extend under or through permanent parti- tions or walls.

805.1.2 Wood finish flooring. Wood finish flooring is permitted to be attached directly to the embedded or fire- blocked wood sleepers and shall be permitted where cemented directly to the top surface of fire-resistance- rated floor assemblies or directly to a wood subfloor attached to sleepers as provided for in Section 805.1.1.

805.1.3 Insulating boards. Combustible insulating boards not more than 1/2 inch (12.7 mm) thick and covered with finish flooring are permitted where attached directly to a noncombustible floor assembly or to wood subflooring attached to sleepers as provided for in Section 805.1.1.

SECTION 806 DECORATIVE MATERIALS AND TRIM

[F] 806.1 General. Combustible decorative materials, other than decorative vegetation, shall comply with Sections 806.2 through 806.8.

[F] 806.2 Noncombustible materials. The permissible amount of noncombustible materials shall not be limited.

[F] 806.3 Combustible decorative materials. In other than Group I-3, curtains, draperies, fabric hangings and similar combustible decorative materials suspended from walls or ceilings shall comply with Section 806.4 and shall not exceed 10 percent of the specific wall or ceiling area to which such materials are attached.

Fixed or movable walls and partitions, paneling, wall pads and crash pads applied structurally or for decoration, acousti-

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cal correction, surface insulation or other purposes shall be considered interior finish shall comply with Section 803 and shall not be considered decorative materials or furnishings.

Exceptions:

1. In auditoriums in Group A, the permissible amount of curtains, draperies, fabric hangings and similar combustible decorative materials suspended from walls or ceilings shall not exceed 75 percent of the aggregate wall area where the building is equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1, and where the material is installed in accordance with Section 803.13 of this code.

2. In Group R-2 dormitories, within sleeping units and dwelling units, the permissible amount of curtains, draperies, fabric hangings and similar decorative materials suspended from walls or ceiling shall not exceed 50 percent of the aggregate wall areas where the building is equipped throughout with an approved automatic sprinkler system installed in accordance with Section 903.3.1.

3. In Group B and M occupancies, the amount of com- bustible fabric partitions suspended from the ceiling and not supported by the floor shall comply with Section 806.4 and shall not be limited.

[F] 806.4 Acceptance criteria and reports. Where required to exhibit improved fire performance, curtains, draperies, fab- ric hangings and similar combustible decorative materials suspended from walls or ceilings shall be tested by an approved agency and meet the flame propagation perfor- mance criteria of Test 1 or 2, as appropriate, of NFPA 701, or exhibit a maximum heat release rate of 100 kW when tested in accordance with NFPA 289, using the 20 kW ignition source. Reports of test results shall be prepared in accordance with the test method used and furnished to the building offi- cial upon request.

[F] 806.5 Foam plastic. Foam plastic used as trim in any occupancy shall comply with Section 2604.2.

[F] 806.6 Pyroxylin plastic. Imitation leather or other mate- rial consisting of or coated with a pyroxylin or similarly haz- ardous base shall not be used in Group A occupancies.

[F] 806.7 Interior trim. Material, other than foam plastic used as interior trim, shall have a minimum Class C flame spread and smoke-developed index when tested in accor- dance with ASTM E84 or UL 723, as described in Section 803.1.1. Combustible trim, excluding handrails and guard- rails, shall not exceed 10 percent of the specific wall or ceil- ing area to which it is attached.

[F] 806.8 Interior floor-wall base. Interior floor-wall base that is 6 inches (152 mm) or less in height shall be tested in accordance with Section 804.2 and shall be not less than Class II. Where a Class I floor finish is required, the floor- wall base shall be Class I.

Exception: Interior trim materials that comply with Sec- tion 806.7.

SECTION 807 INSULATION

807.1 Insulation. Thermal and acoustical insulation shall comply with Section 720.

SECTION 808 ACOUSTICAL CEILING SYSTEMS

808.1 Acoustical ceiling systems. The quality, design, fabri- cation and erection of metal suspension systems for acousti- cal tile and lay-in panel ceilings in buildings or structures shall conform to generally accepted engineering practice, the provisions of this chapter and other applicable requirements of this code.

808.1.1 Materials and installation. Acoustical materials complying with the interior finish requirements of Section 803 shall be installed in accordance with the manufac- turer’s recommendations and applicable provisions for applying interior finish.

808.1.1.1 Suspended acoustical ceilings. Suspended acoustical ceiling systems shall be installed in accor- dance with the provisions of ASTM C635 and ASTM C636.

808.1.1.2 Fire-resistance-rated construction. Acous- tical ceiling systems that are part of fire-resistance- rated construction shall be installed in the same manner used in the assembly tested and shall comply with the provisions of Chapter 7.

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326 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 9

FIRE PROTECTION SYSTEMS

SECTION 901 GENERAL

901.1 Scope. The provisions of this chapter shall specify where fire protection systems are required and shall apply to the design, installation and operation of fire protection sys- tems and carbon monoxide detection alarms.

901.2 Fire protection systems. Fire protection systems shall be installed, repaired, operated and maintained in accordance with this code and the Florida Fire Prevention Code.

Any fire protection system for which an exception or reduction to the provisions of this code has been granted shall be considered to be a required system.

Exception: Any fire protection system or portion thereof not required by this code shall be permitted to be installed for partial or complete protection provided that such sys- tem meets the requirements of this code.

901.3 Modifications. Persons shall not remove or modify any fire protection system installed or maintained under the provisions of this code or the Florida Fire Prevention Code without approval by the building official.

901.4 Threads. Threads provided for fire department con- nections to sprinkler systems, standpipes, yard hydrants or any other fire hose connection shall be compatible with the connections used by the local fire department.

901.5 Acceptance tests. Fire protection systems shall be tested in accordance with the requirements of this code and the Florida Fire Prevention Code. When required, the tests shall be conducted in the presence of the building official. Tests required by this code, the Florida Fire Prevention Code and the standards listed in this code shall be conducted at the expense of the owner or the owner's authorized agent. It shall be unlawful to occupy portions of a structure until the required fire protection systems within that portion of the structure have been tested and approved.

901.6 Supervisory service. Where required, fire protection systems shall be monitored by an approved supervising sta- tion in accordance with NFPA 72.

901.6.1 Automatic sprinkler systems. Automatic sprin- kler systems shall be monitored by an approved supervis- ing station.

Exceptions:

1. A supervising station is not required for auto- matic sprinkler systems protecting one- and two- family dwellings.

2. Limited area systems serving fewer than 20 sprinklers.

901.6.2 Fire alarm systems. Fire alarm systems required by the provisions of Section 907.2 of this code and the Florida Fire Prevention Code shall be monitored by an

approved supervising station in accordance with Section 907.6.6.

Exceptions:

1. Single- and multiple-station smoke alarms required by Section 907.2.11.

2. Smoke detectors in Group I-3 occupancies.

3. Supervisory service is not required for automatic sprinkler systems in one- and two-family dwell- ings.

901.6.3 Group H. Supervision and monitoring of emer- gency alarm, detection and automatic fire-extinguishing systems in Group H occupancies shall be in accordance with the Florida Fire Prevention Code.

901.7 Fire areas. Where buildings, or portions thereof, are divided into fire areas so as not to exceed the limits estab- lished for requiring a fire protection system in accordance with this chapter, such fire areas shall be separated by fire barriers constructed in accordance with Section 707 or hori- zontal assemblies constructed in accordance with Section 711, or both, having a fire-resistance rating of not less than that determined in accordance with Section 707.3.10.

[F] 901.8 Pump and riser room size. Where provided, fire pump rooms and automatic sprinkler system riser rooms shall be designed with adequate space for all equipment necessary for the installation, as defined by the manufacturer, with suf- ficient working room around the stationary equipment. Clear- ances around equipment to elements of permanent construction, including other installed equipment and appli- ances, shall be sufficient to allow inspection, service, repair or replacement without removing such elements of perma- nent construction or disabling the function of a required fire- resistance-rated assembly. Fire pump and automatic sprinkler system riser rooms shall be provided with a door(s) and unob- structed passageway large enough to allow removal of the largest piece of equipment.

SECTION 902 DEFINITIONS

902.1 Definitions. The following terms are defined in Chap- ter 2:

[F] ALARM NOTIFICATION APPLIANCE.

[F] ALARM SIGNAL.

[F] ALARM VERIFICATION FEATURE.

[F] ANNUNCIATOR.

[F] AUDIBLE ALARM NOTIFICATION APPLIANCE.

[F] AUTOMATIC.

[F] AUTOMATIC FIRE-EXTINGUISHING SYSTEM.

[F] AUTOMATIC SMOKE DETECTION SYSTEM.

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[F] AUTOMATIC SPRINKLER SYSTEM.

[F] AUTOMATIC WATER MIST SYSTEM.

[F] AVERAGE AMBIENT SOUND LEVEL.

[F] CARBON DIOXIDE EXTINGUISHING SYSTEMS.

[F] CEILING LIMIT.

[F] CLEAN AGENT.

[F] COMMERCIAL MOTOR VEHICLE.

[F] CONSTANTLY ATTENDED LOCATION.

[F] DELUGE SYSTEM.

[F] DETECTOR, HEAT.

[F] DRY-CHEMICAL EXTINGUISHING AGENT.

[F] ELECTRICAL CIRCUIT PROTECTIVE SYSTEM.

[F] ELEVATOR GROUP.

[F] EMERGENCY ALARM SYSTEM.

[F] EMERGENCY VOICE/ALARM COMMUNICA- TIONS.

[F] FIRE ALARM BOX, MANUAL.

[F] FIRE ALARM CONTROL UNIT.

[F] FIRE ALARM SIGNAL.

[F] FIRE ALARM SYSTEM.

FIRE AREA.

[F] FIRE COMMAND CENTER.

[F] FIRE DETECTOR, AUTOMATIC.

[F] FIRE PROTECTION SYSTEM.

[F] FIRE SAFETY FUNCTIONS.

[F] FOAM-EXTINGUISHING SYSTEM.

[F] HALOGENATED EXTINGUISHING SYSTEM.

[F] INITIATING DEVICE.

[F] MANUAL FIRE ALARM BOX.

[F] MULTIPLE-STATION ALARM DEVICE.

[F] MULTIPLE-STATION SMOKE ALARM.

[F] NOTIFICATION ZONE.

[F] NUISANCE ALARM.

PRIVATE GARAGE.

[F] RECORD DRAWINGS.

[F] SINGLE-STATION SMOKE ALARM.

[F] SMOKE ALARM.

[F] SMOKE DETECTOR.

[F] SMOKEPROOF ENCLOSURE.

[F] STANDPIPE SYSTEM, CLASSES OF.

Class I system.

Class II system.

Class III system.

[F] STANDPIPE, TYPES OF.

Automatic dry.

Automatic wet.

Manual dry.

Manual wet.

Semiautomatic dry.

[F] SUPERVISING STATION.

[F] SUPERVISORY SERVICE.

[F] SUPERVISORY SIGNAL.

[F] SUPERVISORY SIGNAL-INITIATING DEVICE.

[F] TIRES, BULK STORAGE OF.

[F] TROUBLE SIGNAL.

[F] VISIBLE ALARM NOTIFICATION APPLIANCE.

[F] WET CHEMICAL EXTINGUISHING SYSTEM.

[F] WIRELESS PROTECTION SYSTEM.

[F] ZONE.

[F] ZONE, NOTIFICATION.

SECTION 903 AUTOMATIC SPRINKLER SYSTEMS

[F] 903.1 General. Automatic sprinkler systems shall comply with this section.

[F] 903.1.1 Alternative protection. Alternative automatic fire-extinguishing systems complying with Section 904 shall be permitted instead of automatic sprinkler protec- tion where recognized by the applicable standard and approved by the fire code official.

[F] 903.2 Where required. Approved automatic sprinkler systems in new buildings and structures shall be provided in the locations described in Sections 903.2.1 through 903.2.12.

Exception: Spaces or areas in telecommunications build- ings used exclusively for telecommunications equipment, associated electrical power distribution equipment, batter- ies and standby engines, provided those spaces or areas are equipped throughout with an automatic smoke detection system in accordance with Section 907.2 and are separated from the remainder of the building by not less than 1-hour fire barriers constructed in accordance with Section 707 or not less than 2-hour horizontal assemblies constructed in accordance with Section 711, or both.

[F] 903.2.1 Group A. An automatic sprinkler system shall be provided throughout buildings and portions thereof used as Group A occupancies as provided in this section. For Group A-1, A-2, A-3 and A-4 occupancies, the auto- matic sprinkler system shall be provided throughout the story where the fire area containing the Group A-1, A-2, A-3 or A-4 occupancy is located, and throughout all sto- ries from the Group A occupancy to, and including, the levels of exit discharge serving the Group A occupancy. For Group A-5 occupancies, the automatic sprinkler sys- tem shall be provided in the spaces indicated in Section 903.2.1.5.

[F] 903.2.1.1 Group A-1. An automatic sprinkler sys- tem shall be provided for fire areas containing Group

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A-1 occupancies and intervening floors of the building where one of the following conditions exists:

1. The fire area exceeds 12,000 square feet (1115 m2).

2. The fire area has an occupant load of 300 or more.

3. The fire area is located on a floor other than a level of exit discharge serving such occupancies.

4. The fire area contains a multitheater complex.

[F] 903.2.1.2 Group A-2. An automatic sprinkler sys- tem shall be provided for fire areas containing Group A-2 occupancies and intervening floors of the building where one of the following conditions exists:

1. The fire area exceeds 5,000 square feet (464.5 m2).

2. The fire area has an occupant load of 100 or more.

Exception: A restaurant, cafeteria, or similar din- ing facility, including an associated commercial kitchen, is required to have sprinklers only if it has a fire area occupancy load of 200 patrons or more.

3. The fire area is located on a floor other than a level of exit discharge serving such occupancies.

[F] 903.2.1.3 Group A-3. An automatic sprinkler sys- tem shall be provided for fire areas containing Group A-3 occupancies and intervening floors of the building where one of the following conditions exists:

1. The fire area exceeds 12,000 square feet (1115 m2).

2. The fire area has an occupant load of 300 or more.

3. The fire area is located on a floor other than a level of exit discharge serving such occupancies.

[F] 903.2.1.4 Group A-4. An automatic sprinkler sys- tem shall be provided for fire areas containing Group A-4 occupancies and intervening floors of the building where one of the following conditions exists:

1. The fire area exceeds 12,000 square feet (1115 m2).

2. The fire area has an occupant load of 300 or more.

3. The fire area is located on a floor other than a level of exit discharge serving such occupancies.

[F] 903.2.1.5 Group A-5. An automatic sprinkler sys- tem shall be provided for Group A-5 occupancies in the following areas: concession stands, retail areas, press boxes and other accessory use areas in excess of 1,000 square feet (93 m2).

[F] 903.2.1.6 Assembly occupancies on roofs. Where an occupied roof has an assembly occupancy with an occupant load exceeding 100 for Group A-2 and 300 for other Group A occupancies, all floors between the

occupied roof and the level of exit discharge shall be equipped with an automatic sprinkler system in accor- dance with Section 903.3.1.1 or 903.3.1.2.

Exception: Open parking garages of Type I or Type II construction.

903.2.1.7 Multiple fire areas. An automatic sprinkler system shall be provided where multiple fire areas of Group A-1, A-2, A-3 or A-4 occupancies share exit or exit access components and the combined occupant load of theses fire areas is 300 or more.

[F] 903.2.2 Ambulatory care facilities. An automatic sprinkler system shall be installed throughout the entire floor containing an ambulatory care facility where either of the following conditions exist at any time:

1. Four or more care recipients are incapable of self- preservation, whether rendered incapable by staff or staff has accepted responsibility for care recipients already incapable.

2. One or more care recipients that are incapable of self-preservation are located at other than the level of exit discharge serving such a facility.

In buildings where ambulatory care is provided on lev- els other than the level of exit discharge, an automatic sprinkler system shall be installed throughout the entire floor where such care is provided as well as all floors below, and all floors between the level of ambulatory care and the nearest level of exit discharge, including the level of exit discharge.

[F] 903.2.3 Group E. An automatic sprinkler system shall be provided for Group E occupancies as follows:

1. Throughout all Group E fire areas greater than 12,000 square feet (1115 m2) in area.

2. Throughout every portion of educational buildings below the lowest level of exit discharge serving that portion of the building.

Exception: An automatic sprinkler system is not required in existing educational buildings unless 50 percent of the aggregate area of the building is being remodeled.

[F] 903.2.4 Group F-1. An automatic sprinkler system shall be provided throughout all buildings containing a Group F-1 occupancy where one of the following condi- tions exists:

1. A Group F-1 fire area exceeds 12,000 square feet (1115 m2).

2. A Group F-1 fire area is located more than three sto- ries above grade plane.

3. The combined area of all Group F-1 fire areas on all floors, including any mezzanines, exceeds 24,000 square feet (2230 m2).

4. A Group F-1 occupancy used for the manufacture of upholstered furniture or mattresses exceeds 2,500 square feet (232 m2).

[F] 903.2.4.1 Woodworking operations. An auto- matic sprinkler system shall be provided throughout all

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Group F-1 occupancy fire areas that contain wood- working operations in excess of 2,500 square feet (232 m2) in area that generate finely divided combustible waste or use finely divided combustible materials.

[F] 903.2.5 Group H. Automatic sprinkler systems shall be provided in high-hazard occupancies as required in Sections 903.2.5.1 through 903.2.5.3.

[F] 903.2.5.1 General. An automatic sprinkler system shall be installed in Group H occupancies.

[F] 903.2.5.2 Group H-5 occupancies. An automatic sprinkler system shall be installed throughout buildings containing Group H-5 occupancies. The design of the sprinkler system shall be not less than that required by this code for the occupancy hazard classifications in accordance with Table 903.2.5.2.

Where the design area of the sprinkler system con- sists of a corridor protected by one row of sprinklers, the maximum number of sprinklers required to be cal- culated is 13.

[F] 903.2.5.3 Pyroxylin plastics. An automatic sprin- kler system shall be provided in buildings, or portions thereof, where cellulose nitrate film or pyroxylin plas- tics are manufactured, stored or handled in quantities exceeding 100 pounds (45 kg).

[F] TABLE 903.2.5.2 GROUP H-5 SPRINKLER DESIGN CRITERIA

[F] 903.2.6 Group I. An automatic sprinkler system shall be provided throughout buildings with a Group I fire area.

Exceptions:

1. An automatic sprinkler system installed in accor- dance with Section 903.3.1.2 shall be permitted in Group I-1 Condition 1 facilities.

2. An automatic sprinkler system is not required where Group I-4 day care facilities are at the level of exit discharge and where every room where care is provided has not fewer than one exterior exit door.

3. In buildings where Group I-4 day care is pro- vided on levels other than the level of exit dis- charge, an automatic sprinkler system in accordance with Section 903.3.1.1 shall be installed on the entire floor where care is pro- vided, all floors between the level of care and the level of exit discharge, and all floors below the level of exit discharge other than areas classified as an open parking garage.

[F] 903.2.7 Group M. An automatic sprinkler system shall be provided throughout buildings containing a Group

M occupancy where one of the following conditions exists:

1. A Group M fire area exceeds 12,000 square feet (1115 m2).

2. A Group M fire area is located more than three sto- ries above grade plane.

3. The combined area of all Group M fire areas on all floors, including any mezzanines, exceeds 24,000 square feet (2230 m2).

4. A Group M occupancy used for the display and sale of upholstered furniture or mattresses exceeds 5,000 square feet (464 m2).

[F] 903.2.7.1 High-piled storage. An automatic sprin- kler system shall be provided in accordance with the Florida Fire Prevention Code in all buildings of Group M where storage of merchandise is in high-piled or rack storage arrays.

[F] 903.2.8 Group R. An automatic sprinkler system installed in accordance with Section 903.3 shall be pro- vided throughout all buildings with a Group R fire area.

[F] 903.2.8.1 Group R-3. An automatic sprinkler sys- tem installed in accordance with Section 903.3.1.3 shall be permitted in Group R-3 occupancies.

[F] 903.2.8.2 Group R-4 Condition 1. An automatic sprinkler system installed in accordance with Section 903.3.1.3 shall be permitted in Group R-4 Condition 1 occupancies.

[F] 903.2.8.3 Group R-4 Condition 2. An automatic sprinkler system installed in accordance with Section 903.3.1.2 shall be permitted in Group R-4 Condition 2 occupancies. Attics shall be protected in accordance with Section 903.2.8.3.1 or 903.2.8.3.2.

[F] 903.2.8.3.1 Attics used for living purposes, storage or fuel-fired equipment. Attics used for living purposes, storage or fuel-fired equipment shall be protected throughout with an automatic sprinkler system installed in accordance with Sec- tion 903.3.1.2.

[F] 903.2.8.3.2 Attics not used for living purposes, storage or fuel-fired equipment. Attics not used for living purposes, storage or fuel-fired equipment shall be protected in accordance with one of the fol- lowing:

1. Attics protected throughout by a heat detector system arranged to activate the building fire alarm system in accordance with Section 907.2.10.

2. Attics constructed of noncombustible materials.

3. Attics constructed of fire-retardant-treated wood framing complying with Section 2303.2.

4. The automatic sprinkler system shall be extended to provide protection throughout the attic space.

LOCATION OCCUPANCY HAZARD

CLASSIFICATION

Fabrication areas Ordinary Hazard Group 2

Service corridors Ordinary Hazard Group 2

Storage rooms without dispensing Ordinary Hazard Group 2

Storage rooms with dispensing Extra Hazard Group 2

Corridors Ordinary Hazard Group 2

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[F] 903.2.8.4 Care facilities. An automatic sprinkler system installed in accordance with Section 903.3.1.3 shall be permitted in care facilities with five or fewer individuals in a single-family dwelling.

[F] 903.2.9 Group S-1. An automatic sprinkler system shall be provided throughout all buildings containing a Group S-1 occupancy where one of the following condi- tions exists:

1. A Group S-1 fire area exceeds 12,000 square feet (1115 m2).

2. A Group S-1 fire area is located more than three sto- ries above grade plane.

3. The combined area of all Group S-1 fire areas on all floors, including any mezzanines, exceeds 24,000 square feet (2230 m2).

4. A Group S-1 fire area used for the storage of com- mercial motor vehicles where the fire area exceeds 5,000 square feet (464 m2).

5. A Group S-1 occupancy used for the storage of upholstered furniture or mattresses exceeds 2,500 square feet (232 m2).

[F] 903.2.9.1 Repair garages. An automatic sprinkler system shall be provided throughout all buildings used as repair garages in accordance with Section 406, as shown:

1. Buildings having two or more stories above grade plane, including basements, with a fire area containing a repair garage exceeding 10,000 square feet (929 m2).

2. Buildings not more than one story above grade plane, with a fire area containing a repair garage exceeding 12,000 square feet (1115 m2).

3. Buildings with repair garages servicing vehicles parked in basements.

4. A Group S-1 fire area used for the repair of com- mercial motor vehicles where the fire area exceeds 5,000 square feet (464 m2).

[F] 903.2.9.2 Bulk storage of tires. Buildings and structures where the area for the storage of tires exceeds 20,000 cubic feet (566 m3) shall be equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

[F] 903.2.10 Group S-2 enclosed parking garages. An automatic sprinkler system shall be provided throughout buildings classified as enclosed parking garages in accor- dance with Section 406.6 where either of the following conditions exists:

1. Where the fire area of the enclosed parking garage exceeds 12,000 square feet (1115 m2).

2. Where the enclosed parking garage is located beneath other groups.

Exception: Enclosed parking garages located beneath Group R-3 occupancies.

[F] 903.2.10.1 Commercial parking garages. An automatic sprinkler system shall be provided through- out buildings used for storage of commercial motor vehicles where the fire area exceeds 5,000 square feet (464 m2).

[F] 903.2.11 Specific building areas and hazards. In all occupancies other than Group U, an automatic sprinkler system shall be installed for building design or hazards in the locations set forth in Sections 903.2.11.1 through 903.2.11.6.

[F] 903.2.11.1 Stories without openings. An auto- matic sprinkler system shall be installed throughout all stories, including basements, of all buildings where the floor area exceeds 1,500 square feet (139.4 m2) and where there is not provided not fewer than one of the following types of exterior wall openings:

1. Openings below grade that lead directly to ground level by an exterior stairway complying with Section 1011 or an outside ramp complying with Section 1012. Openings shall be located in each 50 linear feet (15 240 mm), or fraction thereof, of exterior wall in the story on at least one side. The required openings shall be distrib- uted such that the lineal distance between adja- cent openings does not exceed 50 feet (15 240 mm).

2. Openings entirely above the adjoining ground level totaling not less than 20 square feet (1.86 m2) in each 50 linear feet (15 240 mm), or frac- tion thereof, of exterior wall in the story on at least one side. The required openings shall be dis- tributed such that the lineal distance between adjacent openings does not exceed 50 feet (15 240 mm). The height of the bottom of the clear opening shall not exceed 44 inches (1118 mm) measured from the floor.

[F] 903.2.11.1.1 Opening dimensions and access. Openings shall have a minimum dimension of not less than 30 inches (762 mm). Such openings shall be accessible to the fire department from the exterior and shall not be obstructed in a manner such that fire fighting or rescue cannot be accomplished from the exterior.

[F] 903.2.11.1.2 Openings on one side only. Where openings in a story are provided on only one side and the opposite wall of such story is more than 75 feet (22 860 mm) from such openings, the story shall be equipped throughout with an approved automatic sprinkler system, or openings as specified above shall be provided on not fewer than two sides of the story.

[F] 903.2.11.1.3 Basements. Where any portion of a basement is located more than 75 feet (22 860 mm) from openings required by Section 903.2.11.1, or where walls, partitions or other obstructions are installed that restrict the application of water from

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hose streams, the basement shall be equipped throughout with an approved automatic sprinkler system.

[F] 903.2.11.2 Rubbish and linen chutes. An auto- matic sprinkler system shall be installed at the top of rubbish and linen chutes and in their terminal rooms. Chutes shall have additional sprinkler heads installed at alternate floors and at the lowest intake. Where a rub- bish chute extends through a building more than one floor below the lowest intake, the extension shall have sprinklers installed that are recessed from the drop area of the chute and protected from freezing in accordance with Section 903.3.1.1. Such sprinklers shall be installed at alternate floors, beginning with the second level below the last intake and ending with the floor above the discharge. Chute sprinklers shall be accessi- ble for servicing.

[F] 903.2.11.3 Buildings three stories or more in height. Any building which is of three stories or more in height shall be equipped with an approved automatic sprinkler system installed in accordance with Section 903.1.

Exceptions:

1. Single- and two-family dwellings.

2. A stand-alone parking garage constructed with noncombustible materials, the design of which is such that all levels of the garage are uni- formly open to the atmosphere on all sides with the percentages of openings equal to or greater than those specified in Section 406.3. Such garages shall be separated from any other structure by not less than 20 feet (6096 mm). A stand-alone parking garage is one that is solely for the parking of vehicles and does not have any other occupancy group in the building.

3. Telecommunication spaces located within telecommunication buildings, if the spaces are equipped to meet an equivalent fire prevention standard approved by both the Florida Build- ing Commission and the State Fire Marshal.

4. Telecommunications spaces within telecom- munication buildings, if the telecommunica- tions space is equipped with:

4.1. Air sampling smoke detection.

4.2. Remote, proprietary or central station fire alarm monitoring.

4.3. Automatic smoke exhaust system.

4.4. One-hour fire-resistance wall separating the telecommunications space from the adjacent areas on the same floor.

4.5. Two-hour floor/ceiling assembly separat- ing the telecommunications space from adjacent floors.

4.6. All other portions ancillary to the tele- communications equipment area shall be provided with fire sprinkler protection.

5. Sprinkler systems installed solely as a require- ment of Section 903.2.11.3 may be a NFPA 13R or NFPA 13D system in accordance with their scopes.

903.2.11.3.1 NFPA 101 as adopted by Florida Fire Prevention Code, as regarding the requirements for fire protection sprinklers, is applicable to all multi- ple-family residential buildings, whether designated as townhouses, condominiums, apartment houses, tenements, garden apartments or by any other name. The attorney general has determined that for the pur- pose of the fire protection sprinkler requirements in Section 553.895(2), Florida Statutes, townhouses that are three or more stories tall and consist of three or more units together are multiple-family dwell- ings. Therefore, these types of townhouses are not exempt from being considered for the requirements to provide fire protection sprinklers (even if there are any other definitions that define a townhouse as a single-family residence). When determining whether townhouses require fire protection sprinkler systems, the building official must consider in paral- lel: (a) the attorney general’s opinion defining the statutory language for townhouses; (b) the building code requirements, including all life-safety chapters, that provide additional determining criteria, such as construction types, fire resistance, fire protection systems and egress; and (c) the NFPA 101 as adopted by Florida Fire Prevention Code, egress and protection determining criteria. The more restrictive criteria are then applied.

[F] 903.2.11.4 Ducts conveying hazardous exhausts. Where required by the Florida Building Code, Mechan- ical, automatic sprinklers shall be provided in ducts conveying hazardous exhaust or flammable or combus- tible materials.

Exception: Ducts where the largest cross-sectional diameter of the duct is less than 10 inches (254 mm).

[F] 903.2.11.5 Commercial cooking operations. An automatic sprinkler system shall be installed in com- mercial kitchen exhaust hood and duct systems where an automatic sprinkler system is used to comply with Section 904.

[F] 903.2.11.6 Other required suppression systems. In addition to the requirements of Section 903.2, the provisions indicated in Table 903.2.11.6 require the installation of a fire suppression system for certain buildings and areas.

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[[F] 903.2.12 During construction. Automatic sprinkler systems required during construction, alteration and dem- olition operations shall be provided in accordance with the Florida Fire Prevention Code.

[F] 903.3 Installation requirements. Automatic sprinkler systems shall be designed and installed in accordance with Sections 903.3.1 through 903.3.8.

[F] 903.3.1 Standards. Sprinkler systems shall be designed and installed in accordance with Section 903.3.1.1 unless otherwise permitted by Sections 903.3.1.2 and 903.3.1.3 and other chapters of this code, as applicable.

[F] 903.3.1.1 NFPA 13 sprinkler systems. Where the provisions of this code require that a building or portion thereof be equipped throughout with an automatic sprinkler system in accordance with this section, sprin- klers shall be installed throughout in accordance with NFPA 13 except as provided in Sections 903.3.1.1.1 and 903.3.1.1.2.

[F] 903.3.1.1.1 Exempt locations. Automatic sprin- klers shall not be required in the following rooms or areas where such rooms or areas are protected with an approved automatic fire detection system in accordance with Section 907.2 that will respond to visible or invisible particles of combustion. Sprin- klers shall not be omitted from a room merely because it is damp, of fire-resistance-rated construc- tion or contains electrical equipment.

1. A room where the application of water, or flame and water, constitutes a serious life or fire hazard.

2. A room or space where sprinklers are consid- ered undesirable because of the nature of the contents, where approved by the fire code official.

3. Generator and transformer rooms separated from the remainder of the building by walls and floor/ceiling or roof/ceiling assemblies having a fire-resistance rating of not less than 2 hours.

4. Rooms or areas that are of noncombustible construction with wholly noncombustible con- tents.

5. Fire service access elevator machine rooms and machinery spaces.

6. Machine rooms, machinery spaces, control rooms and control spaces associated with occupant evacuation elevators designed in accordance with Section 3008.

[F] 903.3.1.1.2 Bathrooms. In Group R occupan- cies, other than Group R-4 occupancies, sprinklers shall not be required in bathrooms that do not exceed 55 square feet (5 m2) in area and are located within individual dwelling units or sleeping units, provided that walls and ceilings, including the walls and ceil- ings behind a shower enclosure or tub, are of non- combustible or limited-combustible materials with a 15-minute thermal barrier rating.

[F] 903.3.1.2 NFPA 13R sprinkler systems. Auto- matic sprinkler systems in Group R occupancies up to and including four stories in height in buildings not exceeding 60 feet (18 288 mm) in height above grade plane shall be permitted to be installed throughout in accordance with NFPA 13R.

The number of stories of Group R occupancies con- structed in accordance with Sections 510.2 and 510.4 shall be measured from the horizontal assembly creating separate buildings.

[F] 903.3.1.2.1 Balconies and decks. Sprinkler pro- tection shall be provided for exterior balconies, decks and ground floor patios of dwelling units and sleeping units where the building is of Type V con- struction, provided there is a roof or deck above. Sidewall sprinklers that are used to protect such areas shall be permitted to be located such that their deflectors are within 1 inch (25 mm) to 6 inches (152 mm) below the structural members and a maxi- mum distance of 14 inches (356 mm) below the deck of the exterior balconies and decks that are constructed of open wood joist construction.

[F] 903.3.1.2.2 Open-ended corridors. Sprinkler protection shall be provided in open-ended corri- dors and associated exterior stairways and ramps as specified in Section 1027.6, Exception 3.

F] TABLE 903.2.11.6 ADDITIONAL REQUIRED SUPPRESSION SYSTEMS

SECTION SUBJECT

402.5, 402.6.2 Covered and open mall buildings

403.3 High-rise buildings

404.3 Atriums

405.3 Underground structures

407.6 Group I-2

410.7 Stages

411.4 Special amusement buildings

412.3.6 Airport traffic control towers

412.4.6, 412.4.6.1, 412.6.5

Aircraft hangars

415.11.11 Group H-5 HPM exhaust ducts

416.5 Flammable finishes

417.4 Drying rooms

419.5 Live/work units

424.3 Children’s play structures

507 Unlimited area buildings

509.4 Incidental uses

1029.6.2.3 Smoke-protected assembly seating

FFPC Sprinkler system requirements as set forth in the Florida Fire Prevention Code.

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[F] 903.3.1.3 NFPA 13D sprinkler systems. Auto- matic sprinkler systems installed in one- and two-fam- ily dwellings; Group R-3, Group R-4 Condition 1 and townhouses shall be permitted to be installed through- out in accordance with NFPA 13D.

[F] 903.3.2 Quick-response and residential sprinklers. Where automatic sprinkler systems are required by this code, quick-response or residential automatic sprinklers shall be installed in all of the following areas in accor- dance with Section 903.3.1 and their listings:

1. Throughout all spaces within a smoke compartment containing care recipient sleeping units in Group I-2 in accordance with this code.

2. Throughout all spaces within a smoke compartment containing treatment rooms in ambulatory care facil- ities.

3. Dwelling units and sleeping units in Group I-1 and R occupancies.

4. Light-hazard occupancies as defined in NFPA 13.

[F] 903.3.3 Obstructed locations. Automatic sprinklers shall be installed with due regard to obstructions that will delay activation or obstruct the water distribution pattern. Automatic sprinklers shall be installed in or under covered kiosks, displays, booths, concession stands, or equipment that exceeds 4 feet (1219 mm) in width. Not less than a 3- foot (914 mm) clearance shall be maintained between automatic sprinklers and the top of piles of combustible fibers.

Exception: Kitchen equipment under exhaust hoods protected with a fire-extinguishing system in accor- dance with Section 904.

[F] 903.3.4 Actuation. Automatic sprinkler systems shall be automatically actuated unless specifically provided for in this code.

[F] 903.3.5 Water supplies. Water supplies for automatic sprinkler systems shall comply with this section and the standards referenced in Section 903.3.1. The potable water supply shall be protected against backflow in accordance with the requirements of this section and the Florida Building Code, Plumbing. For connections to public waterworks systems, the water supply test used for design of fire protection systems shall be adjusted to account for seasonal and daily pressure fluctuations based on informa- tion from the water supply authority and as approved by the fire code official.

[F] 903.3.5.1 Domestic services. Where the domestic service provides the water supply for the automatic sprinkler system, the supply shall be in accordance with this section.

[F] 903.3.5.2 Residential combination services. A single combination water supply shall be allowed pro- vided that the domestic demand is added to the sprin- kler demand as required by NFPA 13R.

[F] 903.3.6 Hose threads. Fire hose threads and fittings used in connection with automatic sprinkler systems shall be as prescribed by the fire code official.

[F] 903.3.7 Fire department connections. Fire depart- ment connections for automatic sprinkler systems shall be installed in accordance with Section 912.

[F] 903.3.8 Limited area sprinkler systems. Limited area sprinkler systems shall be in accordance with the standards listed in Section 903.3.1 except as provided in Sections 903.3.8.1 through 903.3.8.5.

903.3.8.1 Number of sprinklers. Limited area sprin- kler systems shall not exceed six sprinklers in any sin- gle fire area.

903.3.8.2 Occupancy hazard classification. Only areas classified by NFPA 13 as Light Hazard or Ordi- nary Hazard Group 1 shall be permitted to be protected by limited area sprinkler systems.

903.3.8.3 Piping arrangement. Where a limited area sprinkler system is installed in a building with an auto- matic wet standpipe system, sprinklers shall be sup- plied by the standpipe system. Where a limited area sprinkler system is installed in a building without an automatic wet standpipe system, water shall be permit- ted to be supplied by the plumbing system provided that the plumbing system is capable of simultaneously supplying domestic and sprinkler demands.

903.3.8.4 Supervision. Control valves shall not be installed between the water supply and sprinklers unless the valves are of an approved indicating type that are supervised or secured in the open position.

903.3.8.5 Calculations. Hydraulic calculations in accordance with NFPA 13 shall be provided to demon- strate that the available water flow and pressure are adequate to supply all sprinklers installed in any single fire area with discharge densities corresponding to the hazard classification.

[F] 903.4 Sprinkler system supervision and alarms. Valves controlling the water supply for automatic sprinkler systems, pumps, tanks, water levels and temperatures, critical air pres- sures and waterflow switches on all sprinkler systems shall be electrically supervised by a listed fire alarm control unit.

Exceptions:

1. Automatic sprinkler systems protecting one- and two-family dwellings.

2. Limited area sprinkler systems in accordance with Section 903.3.8.

3. Automatic sprinkler systems installed in accordance with NFPA 13R where a common supply main is used to supply both domestic water and the auto- matic sprinkler system, and a separate shutoff valve for the automatic sprinkler system is not provided.

4. Jockey pump control valves that are sealed or locked in the open position.

�

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5. Control valves to commercial kitchen hoods, paint spray booths or dip tanks that are sealed or locked in the open position.

6. Valves controlling the fuel supply to fire pump engines that are sealed or locked in the open posi- tion.

7. Trim valves to pressure switches in dry, preaction and deluge sprinkler systems that are sealed or locked in the open position.

[F] 903.4.1 Monitoring. Alarm, supervisory and trouble signals shall be distinctly different and shall be automati- cally transmitted to an approved supervising station or, where approved by the fire code official, shall sound an audible signal at a constantly attended location.

Exceptions:

1. Underground key or hub valves in roadway boxes provided by the municipality or public utility are not required to be monitored.

2. Backflow prevention device test valves located in limited area sprinkler system supply piping shall be locked in the open position. In occupancies required to be equipped with a fire alarm system, the backflow preventer valves shall be electri- cally supervised by a tamper switch installed in accordance with NFPA 72 and separately annun- ciated.

[F] 903.4.2 Alarms. An approved audible device, located on the exterior of the building in an approved location, shall be connected to each automatic sprinkler system. Such sprinkler waterflow alarm devices shall be activated by water flow equivalent to the flow of a single sprinkler of the smallest orifice size installed in the system. Where a fire alarm system is installed, actuation of the automatic sprinkler system shall actuate the building fire alarm sys- tem.

[F] 903.4.3 Floor control valves. Approved supervised indicating control valves shall be provided at the point of connection to the riser on each floor in high-rise buildings.

[F] 903.5 Testing and maintenance. Sprinkler systems shall be tested and maintained in accordance with the Florida Fire Prevention Code.

SECTION 904 ALTERNATIVE AUTOMATIC

FIRE-EXTINGUISHING SYSTEMS

[F] 904.1 General. Automatic fire-extinguishing systems, other than automatic sprinkler systems, shall be designed, installed, inspected, tested and maintained in accordance with the provisions of this section and the applicable referenced standards.

[F] 904.2 Where permitted. Automatic fire-extinguishing systems installed as an alternative to the required automatic

sprinkler systems of Section 903 shall be approved by the fire code official.

[F] 904.2.1 Restriction on using automatic sprinkler system exceptions or reductions. Automatic fire-extin- guishing systems shall not be considered alternatives for the purposes of exceptions or reductions allowed for auto- matic sprinkler systems or by other requirements of this code.

[F] 904.2.2 Commercial hood and duct systems. Each required commercial kitchen exhaust hood and duct sys- tem required by the Florida Fire Prevention Code or Chapter 5 of the Florida Building Code, Mechanical to have a Type I hood shall be protected with an approved automatic fire-extinguishing system installed in accor- dance with this code.

[F] 904.3 Installation. Automatic fire-extinguishing systems shall be installed in accordance with this section.

[F] 904.3.1 Electrical wiring. Electrical wiring shall be in accordance with NFPA 70.

[F] 904.3.2 Actuation. Automatic fire-extinguishing sys- tems shall be automatically actuated and provided with a manual means of actuation in accordance with Section 904.11.1. Where more than one hazard could be simulta- neously involved in fire due to their proximity, all hazards shall be protected by a single system designed to protect all hazards that could become involved.

Exception: Multiple systems shall be permitted to be installed if they are designed to operate simultaneously.

[F] 904.3.3 System interlocking. Automatic equipment interlocks with fuel shutoffs, ventilation controls, door closers, window shutters, conveyor openings, smoke and heat vents and other features necessary for proper opera- tion of the fire-extinguishing system shall be provided as required by the design and installation standard utilized for the hazard.

[F] 904.3.4 Alarms and warning signs. Where alarms are required to indicate the operation of automatic fire-extin- guishing systems, distinctive audible and visible alarms and warning signs shall be provided to warn of pending agent discharge. Where exposure to automatic-extinguish- ing agents poses a hazard to persons and a delay is required to ensure the evacuation of occupants before agent discharge, a separate warning signal shall be pro- vided to alert occupants once agent discharge has begun. Audible signals shall be in accordance with Section 907.5.2.

[F] 904.3.5 Monitoring. Where a building fire alarm sys- tem is installed, automatic fire-extinguishing systems shall be monitored by the building fire alarm system in accor- dance with NFPA 72.

[F] 904.4 Inspection and testing. Automatic fire-extinguish- ing systems shall be inspected and tested in accordance with the provisions of this section prior to acceptance.

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[F] 904.4.1 Inspection. Prior to conducting final accep- tance tests, all of the following items shall be inspected:

1. Hazard specification for consistency with design hazard.

2. Type, location and spacing of automatic- and man- ual-initiating devices.

3. Size, placement and position of nozzles or discharge orifices.

4. Location and identification of audible and visible alarm devices.

5. Identification of devices with proper designations.

6. Operating instructions.

[F] 904.4.2 Alarm testing. Notification appliances, con- nections to fire alarm systems and connections to approved supervising stations shall be tested in accor- dance with this section and Section 907 to verify proper operation.

[F] 904.4.2.1 Audible and visible signals. The audibil- ity and visibility of notification appliances signaling agent discharge or system operation, where required, shall be verified.

[F] 904.4.3 Monitor testing. Connections to protected premises and supervising station fire alarm systems shall be tested to verify proper identification and retransmission of alarms from automatic fire-extinguishing systems.

[F] 904.5 Wet-chemical systems. Wet-chemical extinguish- ing systems shall be installed, maintained, periodically inspected and tested in accordance with NFPA 17A and their listing. Records of inspections and testing shall be main- tained.

[F] 904.6 Dry-chemical systems. Dry-chemical extinguish- ing systems shall be installed, maintained, periodically inspected and tested in accordance with NFPA 17 and their listing. Records of inspections and testing shall be main- tained.

[F] 904.7 Foam systems. Foam-extinguishing systems shall be installed, maintained, periodically inspected and tested in accordance with NFPA 11 and NFPA 16 and their listing. Records of inspections and testing shall be maintained.

[F] 904.8 Carbon dioxide systems. Carbon dioxide extin- guishing systems shall be installed, maintained, periodically inspected and tested in accordance with NFPA 12 and their listing. Records of inspections and testing shall be main- tained.

[F] 904.9 Halon systems. Halogenated extinguishing sys- tems shall be installed, maintained, periodically inspected and tested in accordance with NFPA 12A and their listing. Records of inspections and testing shall be maintained.

[F] 904.10 Clean-agent systems. Clean-agent fire-extin- guishing systems shall be installed, maintained, periodically inspected and tested in accordance with NFPA 2001 and their

listing. Records of inspections and testing shall be main- tained.

[F] 904.11 Automatic water mist systems. Automatic water mist systems shall be permitted in applications that are consis- tent with the applicable listing or approvals and shall comply with Sections 904.11.1 through 904.11.3.

[F] 904.11.1 Design and installation requirements. Automatic water mist systems shall be designed and installed in accordance with Sections 904.11.1.1 through 904.11.1.4.

[F] 904.11.1.1 General. Automatic water mist systems shall be designed and installed in accordance with NFPA 750 and the manufacturer’s instructions.

[F] 904.11.1.2 Actuation. Automatic water mist sys- tems shall be automatically actuated.

[F] 904.11.1.3 Water supply protection. Connections to a potable water supply shall be protected against backflow in accordance with the Florida Building Code, Plumbing.

[F] 904.11.1.4 Secondary water supply. Where a sec- ondary water supply is required for an automatic sprin- kler system, an automatic water mist system shall be provided with an approved secondary water supply.

[F] 904.11.2 Water mist system supervision and alarms. Supervision and alarms shall be provided as required for automatic sprinkler systems in accordance with Section 903.4.

[F] 904.11.2.1 Monitoring. Monitoring shall be pro- vided as required for automatic sprinkler systems in accordance with Section 903.4.1.

[F] 904.11.2.2 Alarms. Alarms shall be provided as required for automatic sprinkler systems in accordance with Section 903.4.2.

[F] 904.11.2.3 Floor control valves. Floor control valves shall be provided as required for automatic sprinkler systems in accordance with Section 903.4.3.

[F] 904.11.3 Testing and maintenance. Automatic water mist systems shall be tested and maintained in accordance with the Florida Fire Prevention Code.

[F] 904.12 Commercial cooking systems. The automatic fire-extinguishing system for commercial cooking systems shall be of a type recognized for protection of commercial cooking equipment and exhaust systems of the type and arrangement protected. Preengineered automatic dry- and wet-chemical extinguishing systems shall be tested in accor- dance with UL 300 and listed and labeled for the intended application. Other types of automatic fire-extinguishing sys- tems shall be listed and labeled for specific use as protection for commercial cooking operations. The system shall be installed in accordance with this code, its listing and the man- ufacturer’s installation instructions. Automatic fire-extin- guishing systems of the following types shall be installed in

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accordance with the referenced standard indicated, as fol- lows:

1. Carbon dioxide extinguishing systems, NFPA 12.

2. Automatic sprinkler systems, NFPA 13.

3. Foam-water sprinkler system or foam-water spray sys- tems, NFPA 16.

4. Dry-chemical extinguishing systems, NFPA 17.

5. Wet-chemical extinguishing systems, NFPA 17A.

Exception: Factory-built commercial cooking recirculat- ing systems that are tested in accordance with UL 710B and listed, labeled and installed in accordance with Sec- tion 304.1 of the Florida Building Code, Mechanical.

[F] 904.12.1 Manual system operation. A manual actua- tion device shall be located at or near a means of egress from the cooking area not less than 10 feet (3048 mm) and not more than 20 feet (6096 mm) from the kitchen exhaust system. The manual actuation device shall be installed not more than 48 inches (1200 mm) or less than 42 inches (1067 mm) above the floor and shall clearly identify the hazard protected. The manual actuation shall require a maximum force of 40 pounds (178 N) and a maximum movement of 14 inches (356 mm) to actuate the fire sup- pression system.

Exception: Automatic sprinkler systems shall not be required to be equipped with manual actuation means.

[F] 904.12.2 System interconnection. The actuation of the fire suppression system shall automatically shut down the fuel or electrical power supply to the cooking equip- ment. The fuel and electrical supply reset shall be manual.

[F] 904.12.3 Carbon dioxide systems. Where carbon dioxide systems are used, there shall be a nozzle at the top of the ventilating duct. Additional nozzles that are sym- metrically arranged to give uniform distribution shall be installed within vertical ducts exceeding 20 feet (6096 mm) and horizontal ducts exceeding 50 feet (15 240 mm). Dampers shall be installed at either the top or the bottom of the duct and shall be arranged to operate automatically upon activation of the fire-extinguishing system. Where the damper is installed at the top of the duct, the top nozzle shall be immediately below the damper. Automatic carbon dioxide fire-extinguishing systems shall be sufficiently sized to protect against all hazards venting through a com- mon duct simultaneously.

[F] 904.12.3.1 Ventilation system. Commercial-type cooking equipment protected by an automatic carbon dioxide-extinguishing system shall be arranged to shut off the ventilation system upon activation.

[F] 904.12.4 Special provisions for automatic sprinkler systems. Automatic sprinkler systems protecting commer- cial-type cooking equipment shall be supplied from a sep- arate, readily accessible, indicating-type control valve that is identified.

[F] 904.12.4.1 Listed sprinklers. Sprinklers used for the protection of fryers shall be tested in accordance with UL 199E, listed for that application and installed in accordance with their listing.

[F] 904.13 Domestic cooking systems in Group I-2 Condi- tion 1. In Group I-2 Condition 1, occupancies where cooking facilities are installed in accordance with Section 407.2.6 of this code, the domestic cooking hood provided over the cook- top or range shall be equipped with an automatic fire-extin- guishing system of a type recognized for protection of domestic cooking equipment. Preengineered automatic extin- guishing systems shall be tested in accordance with UL 300A and listed and labeled for the intended application. The sys- tem shall be installed in accordance with this code, its listing and the manufacturer’s instructions.

[F] 904.13.1 Manual system operation and interconnec- tion. Manual actuation and system interconnection for the hood suppression system shall be installed in accordance with Sections 904.12.1 and 904.12.2, respectively.

[F] 904.13.2 Portable fire extinguishers for domestic cooking equipment in Group I-2 Condition 1. A porta- ble fire extinguisher complying with Section 906 shall be installed within a 30-foot (9144 mm) distance of travel from domestic cooking appliances.

SECTION 905 STANDPIPE SYSTEMS

[F] 905.1 General. Standpipe systems shall be provided in new buildings and structures in accordance with Sections 905.2 through 905.10. In buildings used for high-piled com- bustible storage, fire protection shall be in accordance with the Florida Fire Prevention Code.

[F] 905.2 Installation standard. Standpipe systems shall be installed in accordance with this section and NFPA 14. Fire department connections for standpipe systems shall be in accordance with Section 912.

[F] 905.3 Required installations. Standpipe systems shall be installed where required by Sections 905.3.1 through 905.3.8. Standpipe systems are allowed to be combined with auto- matic sprinkler systems.

Exception: Standpipe systems are not required in Group R-3 occupancies.

[F] 905.3.1 Height. Class III standpipe systems shall be installed throughout buildings where the floor level of the highest story is located more than 30 feet (9144 mm) above the lowest level of fire department vehicle access, or where the floor level of the lowest story is located more than 30 feet (9144 mm) below the highest level of fire department vehicle access.

Exceptions:

1. Class I standpipes are allowed in buildings equipped throughout with an automatic sprinkler

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system in accordance with Section 903.3.1.1 or 903.3.1.2.

2. Class I manual standpipes are allowed in open parking garages where the highest floor is located not more than 150 feet (45 720 mm) above the lowest level of fire department vehicle access.

3. Class I manual dry standpipes are allowed in open parking garages that are subject to freezing temperatures, provided that the hose connections are located as required for Class II standpipes in accordance with Section 905.5.

4. Class I standpipes are allowed in basements equipped throughout with an automatic sprinkler system.

5. In determining the lowest level of fire department vehicle access, it shall not be required to consider either of the following:

5.1. Recessed loading docks for four vehicles or less.

5.2. Conditions where topography makes access from the fire department vehicle to the building impractical or impossible.

[F] 905.3.2 Group A. Class I automatic wet standpipes shall be provided in nonsprinklered Group A buildings having an occupant load exceeding 1,000 persons.

Exceptions:

1. Open-air-seating spaces without enclosed spaces.

2. Class I automatic dry and semiautomatic dry standpipes or manual wet standpipes are allowed in buildings that are not high-rise buildings.

[F] 905.3.3 Covered and open mall buildings. Covered mall and open mall buildings shall be equipped throughout with a standpipe system where required by Section 905.3.1. Mall buildings not required to be equipped with a standpipe system by Section 905.3.1 shall be equipped with Class I hose connections connected to the automatic sprinkler system sized to deliver water at 250 gallons per minute (946.4 L/min) at the most hydraulically remote hose connection while concurrently supplying the auto- matic sprinkler system demand. The standpipe system shall be designed to not exceed a 50 pounds per square inch (psi) (345 kPa) residual pressure loss with a flow of 250 gallons per minute (946.4 L/min) from the fire depart- ment connection to the hydraulically most remote hose connection. Hose connections shall be provided at each of the following locations:

1. Within the mall at the entrance to each exit passage- way or corridor.

2. At each floor-level landing within interior exit stair- ways opening directly on the mall.

3. At exterior public entrances to the mall of a covered mall building.

4. At public entrances at the perimeter line of an open mall building.

5. At other locations as necessary so that the distance to reach all portions of a tenant space does not exceed 200 feet (60 960 mm) from a hose connec- tion.

[F] 905.3.4 Stages. Stages greater than 1,000 square feet in area (93 m2) shall be equipped with a Class III wet standpipe system with 11/2-inch and 2

1/2-inch (38 mm and 64 mm) hose connections on each side of the stage.

Exception: Where the building or area is equipped throughout with an automatic sprinkler system, a 11/2- inch (38 mm) hose connection shall be installed in accordance with NFPA 13 or in accordance with NFPA 14 for Class II or III standpipes.

[F] 905.3.4.1 Hose and cabinet. The 11/2-inch (38 mm) hose connections shall be equipped with sufficient lengths of 11/2-inch (38 mm) hose to provide fire pro- tection for the stage area. Hose connections shall be equipped with an approved adjustable fog nozzle and be mounted in a cabinet or on a rack.

[F] 905.3.5 Underground buildings. Underground build- ings shall be equipped throughout with a Class I automatic wet or manual wet standpipe system.

[F] 905.3.6 Helistops and heliports. Buildings with a rooftop helistop or heliport shall be equipped with a Class I or III standpipe system extended to the roof level on which the helistop or heliport is located in accordance with the Florida Fire Prevention Code.

[F] 905.3.7 Marinas and boatyards. Standpipes in mari- nas and boatyards shall comply with the Florida Fire Pre- vention Code.

[F] 905.3.8 Rooftop gardens and landscaped roofs. Buildings or structures that have rooftop gardens or land- scaped roofs and that are equipped with a standpipe sys- tem shall have the standpipe system extended to the roof level on which the rooftop garden or landscaped roof is located.

[F] 905.4 Location of Class I standpipe hose connections. Class I standpipe hose connections shall be provided in all of the following locations:

1. In every required interior exit stairway, a hose connec- tion shall be provided for each story above and below grade. Hose connections shall be located at an interme- diate landing between stories, unless otherwise approved by the fire code official.

2. On each side of the wall adjacent to the exit opening of a horizontal exit.

Exception: Where floor areas adjacent to a horizon- tal exit are reachable from an interior exit stairway hose connection by a 30-foot (9144 mm) hose stream from a nozzle attached to 100 feet (30 480 mm) of hose, a hose connection shall not be required at the horizontal exit.

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3. In every exit passageway, at the entrance from the exit passageway to other areas of a building.

Exception: Where floor areas adjacent to an exit passageway are reachable from an interior exit stair- way hose connection by a 30-foot (9144 mm) hose stream from a nozzle attached to 100 feet (30 480 mm) of hose, a hose connection shall not be required at the entrance from the exit passageway to other areas of the building.

4. In covered mall buildings, adjacent to each exterior public entrance to the mall and adjacent to each entrance from an exit passageway or exit corridor to the mall. In open mall buildings, adjacent to each public entrance to the mall at the perimeter line and adjacent to each entrance from an exit passageway or exit corri- dor to the mall.

5. Where the roof has a slope less than four units vertical in 12 units horizontal (33.3-percent slope), a hose con- nection shall be located to serve the roof or at the high- est landing of an interior exit stairway with access to the roof provided in accordance with Section 1011.12.

6. Where the most remote portion of a nonsprinklered floor or story is more than 150 feet (45 720 mm) from a hose connection or the most remote portion of a sprin- klered floor or story is more than 200 feet (60 960 mm) from a hose connection, the fire code official is autho- rized to require that additional hose connections be pro- vided in approved locations.

[F] 905.4.1 Protection. Risers and laterals of Class I standpipe systems not located within an interior exit stair- way shall be protected by a degree of fire resistance equal to that required for vertical enclosures in the building in which they are located.

Exception: In buildings equipped throughout with an approved automatic sprinkler system, laterals that are not located within an interior exit stairway are not required to be enclosed within fire-resistance-rated construction.

[F] 905.4.2 Interconnection. In buildings where more than one standpipe is provided, the standpipes shall be interconnected in accordance with NFPA 14.

[F] 905.5 Location of Class II standpipe hose connections. Class II standpipe hose connections shall be accessible and located so that all portions of the building are within 30 feet (9144 mm) of a nozzle attached to 100 feet (30 480 mm) of hose.

[F] 905.5.1 Groups A-1 and A-2. In Group A-1 and A-2 occupancies having occupant loads exceeding 1,000 per- sons, hose connections shall be located on each side of any stage, on each side of the rear of the auditorium, on each side of the balcony and on each tier of dressing rooms.

[F] 905.5.2 Protection. Fire-resistance-rated protection of risers and laterals of Class II standpipe systems is not required.

[F] 905.5.3 Class II system 1-inch hose. A minimum 1- inch (25 mm) hose shall be allowed to be used for hose stations in light-hazard occupancies where investigated and listed for this service and where approved by the fire code official.

[F] 905.6 Location of Class III standpipe hose connec- tions. Class III standpipe systems shall have hose connec- tions located as required for Class I standpipes in Section 905.4 and shall have Class II hose connections as required in Section 905.5.

[F] 905.6.1 Protection. Risers and laterals of Class III standpipe systems shall be protected as required for Class I systems in accordance with Section 905.4.1.

[F] 905.6.2 Interconnection. In buildings where more than one Class III standpipe is provided, the standpipes shall be interconnected in accordance with NFPA 14.

[F] 905.7 Cabinets. Cabinets containing fire-fighting equip- ment such as standpipes, fire hoses, fire extinguishers or fire department valves shall not be blocked from use or obscured from view.

[F] 905.7.1 Cabinet equipment identification. Cabinets shall be identified in an approved manner by a perma- nently attached sign with letters not less than 2 inches (51 mm) high in a color that contrasts with the background color, indicating the equipment contained therein.

Exceptions:

1. Doors not large enough to accommodate a writ- ten sign shall be marked with a permanently attached pictogram of the equipment contained therein.

2. Doors that have either an approved visual identi- fication clear glass panel or a complete glass door panel are not required to be marked.

[F] 905.7.2 Locking cabinet doors. Cabinets shall be unlocked.

Exceptions:

1. Visual identification panels of glass or other approved transparent frangible material that is easily broken and allows access.

2. Approved locking arrangements.

3. Group I-3.

[F] 905.8 Dry standpipes. Dry standpipes shall not be installed.

Exception: Where subject to freezing and in accordance with NFPA 14.

[F] 905.9 Valve supervision. Valves controlling water sup- plies shall be supervised in the open position so that a change

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in the normal position of the valve will generate a supervisory signal at the supervising station required by Section 903.4. Where a fire alarm system is provided, a signal shall be trans- mitted to the control unit.

Exceptions:

1. Valves to underground key or hub valves in road- way boxes provided by the municipality or public utility do not require supervision.

2. Valves locked in the normal position and inspected as provided in this code in buildings not equipped with a fire alarm system.

[F] 905.10 During construction. Standpipe systems required during construction and demolition operations shall be pro- vided in accordance with Section 3311.

SECTION 906 PORTABLE FIRE EXTINGUISHERS

[F] 906.1 Where required. Portable fire extinguishers shall be installed in all of the following locations:

1. In Group A, B, E, F, H, I, M, R-1, R-2, R-4 and S occu- pancies.

Exception: In Group R-2 occupancies, portable fire extinguishers shall be required only in locations specified in Items 2 through 6 where each dwelling unit is provided with a portable fire extinguisher having a minimum rating of 1-A:10-B:C.

2. Within 30 feet (9144 mm) of commercial cooking equipment.

3. In areas where flammable or combustible liquids are stored, used or dispensed.

4. On each floor of structures under construction, except Group R-3 occupancies, in accordance with the Florida Fire Prevention Code.

5. Where required by the Florida Fire Prevention Code.

6. Special-hazard areas, including but not limited to labo- ratories, computer rooms and generator rooms, where required by the fire code official.

Table [F] 906.1 Additional Required Portable Fire Extin- guishers in the Florida Fire Prevention Code. Reserved.

[F] 906.2 General requirements. Portable fire extinguishers shall be selected and installed in accordance with this section and NFPA 10.

Exceptions:

1. The distance of travel to reach an extinguisher shall not apply to the spectator seating portions of Group A-5 occupancies.

2. In Group I-3, portable fire extinguishers shall be permitted to be located at staff locations.

[F] 906.3 Size and distribution. The size and distribution of portable fire extinguishers shall be in accordance with Sec- tions 906.3.1 through 906.3.4.

[F] 906.3.1 Class A fire hazards. The minimum sizes and distribution of portable fire extinguishers for occupancies that involve primarily Class A fire hazards shall comply with Table 906.3(1).

[F]TABLE 906.3(1) FIRE EXTINGUISHERS FOR CLASS A FIRE HAZARDS

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929m2, 1 gallon = 3.785 L. a. Two 21/2-gallon water-type extinguishers shall be deemed the equivalent

of one 4-A rated extinguisher. b. Annex E.3.3 of NFPA 10 provides more details concerning application of

the maximum floor area criteria. c. Two water-type extinguishers each with a 1-A rating shall be deemed the

equivalent of one 2-A rated extinguisher for Light (Low) Hazard Occupancies.

[F] 906.3.2 Class B fire hazards. Portable fire extinguish- ers for occupancies involving flammable or combustible liquids with depths less than or equal to 0.25-inch (6.4 mm) shall be selected and placed in accordance with Table 906.3(2).

Portable fire extinguishers for occupancies involving flammable or combustible liquids with a depth of greater than 0.25-inch (6.4 mm) shall be selected and placed in accordance with NFPA 10.

[F] TABLE 906.3(2) FIRE EXTINGUISHERS FOR FLAMMABLE OR

COMBUSTIBLE LIQUIDS WITH DEPTHS LESS THAN OR EQUAL TO 0.25 INCH

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

Note: For requirements on water-soluble flammable liquids and alternative sizing criteria, see Section 5.5 of NFPA 10.

[F] 906.3.3 Class C fire hazards. Portable fire extin- guishers for Class C fire hazards shall be selected and placed on the basis of the anticipated Class A or B hazard.

[F] 906.3.4 Class D fire hazards. Portable fire extin- guishers for occupancies involving combustible metals shall be selected and placed in accordance with NFPA 10.

LIGHT (Low)

HAZARD OCCUPANCY

ORDINARY (Moderate) HAZARD

OCCUPANCY

EXTRA (High)

HAZARD OCCUPANCY

Minimum rated sin- gle extinguisher

2-Ac 2-A 4-Aa

Maximum floor area per unit of A

3,000 square feet

1,500 square feet

1,000 square feet

Maximum floor area for extinguisherb

11,250 square feet

Maximum distance of travel to extinguisher

75 feet 75 feet 75 feet

TYPE OF HAZARD BASIC MINIMUM

EXTINGUISHER RATING

MAXIMUM DISTANCE OF TRAVEL

TO EXTINGUISHERS (feet)

Light (Low)

5-B 10-B

30 50

Ordinary (Moderate)

10-B 20-B

30 50

Extra (High) 40-B 80-B

30 50

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[F] 906.4 Cooking grease fires. Fire extinguishers provided for the protection of cooking grease fires shall be of an approved type compatible with the automatic fire-extinguish- ing system agent and in accordance with the Florida Fire Prevention Code.

[F] 906.5 Conspicuous location. Portable fire extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel.

[F] 906.6 Unobstructed and unobscured. Portable fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be com- pletely avoided, means shall be provided to indicate the loca- tions of extinguishers.

[F] 906.7 Hangers and brackets. Hand-held portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer’s installation instructions.

[F] 906.8 Cabinets. Cabinets used to house portable fire extinguishers shall not be locked.

Exceptions:

1. Where portable fire extinguishers subject to mali- cious use or damage are provided with a means of ready access.

2. In Group I-3 occupancies and in mental health areas in Group I-2 occupancies, access to portable fire extinguishers shall be permitted to be locked or to be located in staff locations provided the staff has keys.

[F] 906.9 Extinguisher installation. The installation of por- table fire extinguishers shall be in accordance with Sections 906.9.1 through 906.9.3.

[F] 906.9.1 Extinguishers weighing 40 pounds or less. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that their tops are not more than 5 feet (1524 mm) above the floor.

[F] 906.9.2 Extinguishers weighing more than 40 pounds. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that their tops are not more than 3.5 feet (1067 mm) above the floor.

[F] 906.9.3 Floor clearance. The clearance between the floor and the bottom of installed hand-held portable fire extinguishers shall be not less than 4 inches (102 mm).

[F] 906.10 Wheeled units. Wheeled fire extinguishers shall be conspicuously located in a designated location.

SECTION 907 FIRE ALARM AND DETECTION SYSTEMS

[F] 907.1 General. This section covers the application, installation, performance and maintenance of fire alarm sys- tems and their components.

[F] 907.1.1 Construction documents. Construction docu- ments for fire alarm systems shall be of sufficient clarity to indicate the location, nature and extent of the work pro- posed and show in detail that it will conform to the provi- sions of this code, the Florida Fire Prevention Code and relevant laws, ordinances, rules and regulations, as deter- mined by the fire code official.

[F] 907.1.2 Fire alarm shop drawings. Shop drawings for fire alarm systems shall be submitted for review and approval prior to system installation, and shall include, but not be limited to, all of the following where applicable to the system being installed:

1. A floor plan that indicates the use of all rooms.

2. Locations of alarm-initiating devices.

3. Locations of alarm notification appliances, includ- ing candela ratings for visible alarm notification appliances.

4. Design minimum audibility level for occupant notification.

5. Location of fire alarm control unit, transponders and notification power supplies.

6. Annunciators.

7. Power connection.

8. Battery calculations.

9. Conductor type and sizes.

10. Voltage drop calculations.

11. Manufacturers’ data sheets indicating model num- bers and listing information for equipment, devices and materials.

12. Details of ceiling height and construction.

13. The interface of fire safety control functions.

14. Classification of the supervising station.

[F] 907.1.3 Equipment. Systems and components shall be listed and approved for the purpose for which they are installed.

907.1.4 Accessibility. Every required fire alarm system shall include a visible alarm indicating appliances in pub- lic and common areas. For more specific accessibility requirements related to alarm indicating appliances, refer to applicable sections of the Florida Building Code, Accessibility.

[F] 907.2 Where required—new buildings and structures. An approved fire alarm system installed in accordance with the provisions of this code and NFPA 72 shall be provided in new buildings and structures in accordance with Sections 907.2.1 through 907.2.23 and provide occupant notification in accordance with Section 907.5, unless other requirements are provided by another section of this code.

Not fewer than one manual fire alarm box shall be pro- vided in an approved location to initiate a fire alarm signal for fire alarm systems employing automatic fire detectors or waterflow detection devices. Where other sections of this

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code allow elimination of fire alarm boxes due to sprinklers, a single fire alarm box shall be installed.

Exceptions:

1. The manual fire alarm box is not required for fire alarm systems dedicated to elevator recall control and supervisory service.

2. The manual fire alarm box is not required for Group R-2 occupancies unless required by the fire code official to provide a means for fire watch personnel to initiate an alarm during a sprinkler system impair- ment event. Where provided, the manual fire alarm box shall not be located in an area that is accessible to the public.

[F] 907.2.1 Group A. A manual fire alarm system that activates the occupant notification system in accordance with Section 907.5 shall be installed in Group A occupan- cies where the occupant load due to the assembly occu- pancy is 300 or more. Group A occupancies not separated from one another in accordance with Section 707.3.10 shall be considered as a single occupancy for the purposes of applying this section. Portions of Group E occupancies occupied for assembly purposes shall be provided with a fire alarm system as required for the Group E occupancy.

Exception: Manual fire alarm boxes are not required where the building is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1 and the occupant notification appli- ances will activate throughout the notification zones upon sprinkler water flow.

[F] 907.2.1.1 System initiation in Group A occupan- cies with an occupant load of 1,000 or more. Activa- tion of the fire alarm in Group A occupancies with an occupant load of 1,000 or more shall initiate a signal using an emergency voice/alarm communications sys- tem in accordance with Section 907.5.2.2.

Exception: Where approved, the prerecorded announcement is allowed to be manually deacti- vated for a period of time, not to exceed 3 minutes, for the sole purpose of allowing a live voice announcement from an approved, constantly attended location.

[F] 907.2.1.2 Emergency voice/alarm communica- tion captions. Stadiums, arenas and grandstands required to caption audible public announcements shall be in accordance with Section 907.5.2.2.4.

[F] 907.2.2 Group B. A manual fire alarm system shall be installed in Group B occupancies where one of the follow- ing conditions exists:

1. The combined Group B occupant load of all floors is 500 or more.

2. The Group B occupant load is more than 100 per- sons above or below the lowest level of exit dis- charge.

3. The fire area contains an ambulatory care facility.

[F] 907.2.2.1 Ambulatory care facilities. Fire areas containing ambulatory care facilities shall be provided with an electronically supervised automatic smoke detection system installed within the ambulatory care facility and in public use areas outside of tenant spaces, including public corridors and elevator lobbies.

Exception: Buildings equipped throughout with an automatic sprinkler system in accordance with Sec- tion 903.3.1.1, provided the occupant notification appliances will activate throughout the notification zones upon sprinkler waterflow.

[F] 907.2.3 Group E. A manual fire alarm system that ini- tiates the occupant notification signal utilizing an emer- gency voice/alarm communication system meeting the requirements of Section 907.5.2.2 and installed in accor- dance with Section 907.6 shall be installed in Group E occupancies. When automatic sprinkler systems or smoke detectors are installed, such systems or detectors shall be connected to the building fire alarm system.

Exceptions:

1. A manual fire alarm system is not required in Group E occupancies with an occupant load of 50 or less.

2. Emergency voice/alarm communication systems meeting the requirements of Section 907.5.2.2 and installed in accordance with Section 907.6 shall not be required in Group E occupancies with occupant loads of 100 or less, provided that activation of the manual fire alarm system initi- ates an approved occupant notification signal in accordance with Section 907.5.

3. Manual fire alarm boxes are not required in Group E occupancies where all of the following apply:

3.1. Interior corridors are protected by smoke detectors.

3.2. Auditoriums, cafeterias, gymnasiums and similar areas are protected by heat detec- tors or other approved detection devices.

3.3. Shops and laboratories involving dusts or vapors are protected by heat detectors or other approved detection devices.

4. Manual fire alarm boxes shall not be required in Group E occupancies where all of the following apply:

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4.1. The building is equipped throughout with an approved automatic sprinkler system installed in accordance with Section 903.3.1.1.

4.2. The emergency voice/alarm communica- tion system will activate on sprinkler waterflow.

4.3. Manual activation is provided from a nor- mally occupied location.

[F] 907.2.4 Group F. A manual fire alarm system that activates the occupant notification system in accordance with Section 907.5 shall be installed in Group F occupan- cies where both of the following conditions exist:

1. The Group F occupancy is two or more stories in height.

2. The Group F occupancy has a combined occupant load of 500 or more above or below the lowest level of exit discharge.

[F] 907.2.5 Group H. A manual fire alarm system that activates the occupant notification system in accordance with Section 907.5 shall be installed in Group H-5 occu- pancies and in occupancies used for the manufacture of organic coatings. An automatic smoke detection system shall be installed for highly toxic gases, organic peroxides and oxidizers in accordance with the Florida Fire Preven- tion Code.

[F] 907.2.6 Group I. A manual fire alarm system that acti- vates the occupant notification system in accordance with Section 907.5 shall be installed in Group I occupancies. An automatic smoke detection system that activates the occupant notification system in accordance with Section 907.5 shall be provided in accordance with Sections 907.2.6.1, 907.2.6.2 and 907.2.6.3.3.

Exceptions:

1. Manual fire alarm boxes in sleeping units of Group I-1 and I-2 occupancies shall not be required at exits if located at all care providers’ control stations or other constantly attended staff locations, provided such stations are visible and continuously accessible and that the distances of travel required in Section 907.4.2.1 are not exceeded.

2. Occupant notification systems are not required to be activated where private mode signaling installed in accordance with NFPA 72 is approved by the fire code official and staff evac- uation responsibilities are included in the fire safety and evacuation plan required by the Flor- ida Fire Prevention Code.

[F] 907.2.6.1 Group I-1. In Group I-1 occupancies, an automatic smoke detection system shall be installed in corridors, waiting areas open to corridors and habit- able spaces other than sleeping units and kitchens. The system shall be activated in accordance with Section 907.5.

Exceptions:

1. For Group I-1 Condition 1 occupancies, smoke detection in habitable spaces is not required where the facility is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1.

2. Smoke detection is not required for exterior balconies.

[F] 907.2.6.1.1 Smoke alarms. Single- and multi- ple-station smoke alarms shall be installed in accor- dance with Section 907.2.11.

[F] 907.2.6.2 Group I-2. An automatic smoke detec- tion system shall be installed in corridors in Group I-2 Condition 1 facilities and spaces permitted to be open to the corridors by Section 407.2. The system shall be activated in accordance with Section 907.4. Group I-2 Condition 2 occupancies shall be equipped with an automatic smoke detection system as required in Sec- tion 407.

Exceptions:

1. Corridor smoke detection is not required in smoke compartments that contain sleeping units where such units are provided with smoke detectors that comply with UL 268. Such detectors shall provide a visual display on the corridor side of each sleeping unit and shall provide an audible and visual alarm at the care providers’ station attending each unit.

2. Corridor smoke detection is not required in smoke compartments that contain sleeping units where sleeping unit doors are equipped with automatic door-closing devices with inte- gral smoke detectors on the unit sides installed in accordance with their listing, provided that the integral detectors perform the required alerting function.

[F] 907.2.6.3 Group I-3 occupancies. Group I-3 occu- pancies shall be equipped with a manual fire alarm sys- tem and automatic smoke detection system installed for alerting staff.

[F] 907.2.6.3.1 System initiation. Actuation of an automatic fire-extinguishing system, automatic sprinkler system, a manual fire alarm box or a fire detector shall initiate an approved fire alarm signal that automatically notifies staff.

[F] 907.2.6.3.2 Manual fire alarm boxes. Manual fire alarm boxes are not required to be located in accordance with Section 907.4.2 where the fire alarm boxes are provided at staff-attended locations

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having direct supervision over areas where manual fire alarm boxes have been omitted.

[F] 907.2.6.3.2.1 Manual fire alarm boxes in detainee areas. Manual fire alarm boxes are allowed to be locked in areas occupied by detain- ees, provided that staff members are present within the subject area and have keys readily available to operate the manual fire alarm boxes.

[F] 907.2.6.3.3 Automatic smoke detection sys- tem. An automatic smoke detection system shall be installed throughout resident housing areas, includ- ing sleeping units and contiguous day rooms, group activity spaces and other common spaces normally accessible to residents.

Exceptions:

1. Other approved smoke detection arrange- ments providing equivalent protection, including, but not limited to, placing detec- tors in exhaust ducts from cells or behind protective guards listed for the purpose, are allowed when necessary to prevent damage or tampering.

2. Sleeping units in Use Conditions 2 and 3 as described in Section 308.

3. Smoke detectors are not required in sleep- ing units with four or fewer occupants in smoke compartments that are equipped throughout with an automatic sprinkler sys- tem installed in accordance with Section 903.3.1.1.

[F] 907.2.7 Group M. A manual fire alarm system that activates the occupant notification system in accordance with Section 907.5 shall be installed in Group M occupan- cies where one of the following conditions exists:

1. The combined Group M occupant load of all floors is 500 or more persons.

2. The Group M occupant load is more than 100 per- sons above or below the lowest level of exit dis- charge.

Exceptions:

1. A manual fire alarm system is not required in covered or open mall buildings complying with Section 402.

2. Manual fire alarm boxes are not required where the building is equipped throughout with an auto- matic sprinkler system installed in accordance with Section 903.3.1.1 and the occupant notifica- tion appliances will automatically activate throughout the notification zones upon sprinkler water flow.

[F] 907.2.7.1 Occupant notification. During times that the building is occupied, the initiation of a signal from a manual fire alarm box or from a waterflow switch shall not be required to activate the alarm notification appliances when an alarm signal is activated at a con-

stantly attended location from which evacuation instructions shall be initiated over an emergency voice/ alarm communication system installed in accordance with Section 907.5.2.2.

[F] 907.2.8 Group R-1. Fire alarm systems and smoke alarms shall be installed in Group R-1 occupancies as required in Sections 907.2.8.1 through 907.2.8.3.

[F] 907.2.8.1 Manual fire alarm system. A manual fire alarm system that activates the occupant notifica- tion system in accordance with Section 907.5 shall be installed in Group R- 1 occupancies.

Exceptions:

1. A manual fire alarm system is not required in buildings not more than two stories in height where all individual sleeping units and contig- uous attic and crawl spaces to those units are separated from each other and public or com- mon areas by not less than 1-hour fire parti- tions and each individual sleeping unit has an exit directly to a public way, egress court or yard.

2. Manual fire alarm boxes are not required throughout the building where all of the fol- lowing conditions are met:

2.1. The building is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2.

2.2. The notification appliances will acti- vate upon sprinkler water flow.

2.3. Not fewer than one manual fire alarm box is installed at an approved loca- tion.

[F] 907.2.8.2 Automatic smoke detection system. An automatic smoke detection system that activates the occupant notification system in accordance with Sec- tion 907.5 shall be installed throughout all interior cor- ridors serving sleeping units.

Exception: An automatic smoke detection system is not required in buildings that do not have interior corridors serving sleeping units and where each sleeping unit has a means of egress door opening directly to an exit or to an exterior exit access that leads directly to an exit.

[F] 907.2.8.3 Smoke alarms. Single- and multiple-sta- tion smoke alarms shall be installed in accordance with Section 907.2.11.

[F] 907.2.9 Group R-2. Fire alarm systems and smoke alarms shall be installed in Group R-2 occupancies as required in Sections 907.2.9.1 through 907.2.9.3.

[F] 907.2.9.1 Manual fire alarm system. A manual fire alarm system that activates the occupant notifica- tion system in accordance with Section 907.5 shall be installed in Group R-2 occupancies where any of the following conditions apply:

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1. Any dwelling unit or sleeping unit is located three or more stories above the lowest level of exit dis- charge.

2. Any dwelling unit or sleeping unit is located more than one story below the highest level of exit discharge of exits serving the dwelling unit or sleeping unit.

3. The building contains more than 16 dwelling units or sleeping units.

Exceptions:

1. A fire alarm system is not required in build- ings not more than two stories in height where all dwelling units or sleeping units and contig- uous attic and crawl spaces are separated from each other and public or common areas by not less than 1-hour fire partitions and each dwell- ing unit or sleeping unit has an exit directly to a public way, egress court or yard.

2. Manual fire alarm boxes are not required where the building is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2 and the occupant notification appli- ances will automatically activate throughout the notification zones upon a sprinkler water flow.

3. A fire alarm system is not required in build- ings that do not have interior corridors serving dwelling units and are protected by an approved automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2, provided that dwelling units either have a means of egress door opening directly to an exterior exit access that leads directly to the exits or are served by open-ended corri- dors designed in accordance with Section 1027.6, Exception 3.

[F] 907.2.9.2 Smoke alarms. Single- and multiple-sta- tion smoke alarms shall be installed in accordance with Section 907.2.11.

[F] 907.2.9.3 Group R-2 college and university buildings. An automatic smoke detection system that activates the occupant notification system in accor- dance with Section 907.5 shall be installed in Group R- 2 occupancies operated by a college or university for student or staff housing in all of the following loca- tions:

1. Common spaces outside of dwelling units and sleeping units.

2. Laundry rooms, mechanical equipment rooms and storage rooms.

3. All interior corridors serving sleeping units or dwelling units.

Exception: An automatic smoke detection system is not required in buildings that do not have interior corridors serving sleeping units

or dwelling units and where each sleeping unit or dwelling unit either has a means of egress door opening directly to an exterior exit access that leads directly to an exit or a means of egress door opening directly to an exit.

Required smoke alarms in dwelling units and sleep- ing units in Group R-2 occupancies operated by a col- lege or university for student or staff housing shall be interconnected with the fire alarm system in accordance with NFPA 72.

[F] 907.2.10 Group R-4. Fire alarm systems and smoke alarms shall be installed in Group R-4 occupancies as required in Sections 907.2.10.1 through 907.2.10.3.

[F] 907.2.10.1 Manual fire alarm system. A manual fire alarm system that activates the occupant notifica- tion system in accordance with Section 907.5 shall be installed in Group R-4 occupancies.

Exceptions:

2. Manual fire alarm boxes are not required throughout the building where all of the fol- lowing conditions are met:

2.1. The building is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2.

2.2. The notification appliances will acti- vate upon sprinkler water flow.

2.3. Not fewer than one manual fire alarm box is installed at an approved loca- tion.

3. Manual fire alarm boxes in resident or patient sleeping areas shall not be required at exits where located at all nurses’ control stations or other constantly attended staff locations, pro- vided such stations are visible and continu- ously accessible and that the distances of travel required in Section 907.4.2.1 are not exceeded.

[F] 907.2.10.2 Automatic smoke detection system. An automatic smoke detection system that activates the occupant notification system in accordance with Sec- tion 907.5 shall be installed in corridors, waiting areas open to corridors and habitable spaces other than sleeping units and kitchens.

Exceptions:

1. Smoke detection in habitable spaces is not required where the facility is equipped

�

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throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1.

2. An automatic smoke detection system is not required in buildings that do not have interior corridors serving sleeping units and where each sleeping unit has a means of egress door opening directly to an exit or to an exterior exit access that leads directly to an exit.

[F] 907.2.10.3 Smoke alarms. Single- and multiple- station smoke alarms shall be installed in accordance with Section 907.2.11.

[F] 907.2.11 Single- and multiple-station smoke alarms. Listed single- and multiple-station smoke alarms comply- ing with UL 217 shall be installed in accordance with Sec- tions 907.2.11.1 through 907.2.11.6 and NFPA 72.

[F] 907.2.11.1 Group R-1. Single- or multiple-station smoke alarms shall be installed in all of the following locations in Group R-1:

1. In sleeping areas.

2. In every room in the path of the means of egress from the sleeping area to the door leading from the sleeping unit.

3. In each story within the sleeping unit, including basements. For sleeping units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level.

[F] 907.2.11.2 Groups R-2, R-3, R-4 and I-1. Single- or multiple-station smoke alarms shall be installed and maintained in Groups R-2, R-3, R-4 and I-1 regardless of occupant load at all of the following locations:

1. On the ceiling or wall outside of each separate sleeping area in the immediate vicinity of bed- rooms.

2. In each room used for sleeping purposes.

3. In each story within a dwelling unit, including basements but not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level.

[F] 907.2.11.3 Installation near cooking appliances. Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section 907.2.11.1 or 907.2.11.2:

1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance.

2. Ionization smoke alarms with an alarm-silencing switch shall not be installed less than 10 feet

(3048 mm) horizontally from a permanently installed cooking appliance.

3. Photoelectric smoke alarms shall not be installed less than 6 feet (1829 mm) horizontally from a permanently installed cooking appliance.

[F] 907.2.11.4 Installation near bathrooms. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would pre- vent placement of a smoke alarm required by Section 907.2.11.1 or 907.2.11.2.

[F] 907.2.11.5 Interconnection. Where more than one smoke alarm is required to be installed within an indi- vidual dwelling unit or sleeping unit in Group R or I-1 occupancies, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the individual unit. Physi- cal interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. The alarm shall be clearly audible in all bedrooms over background noise levels with all intervening doors closed.

[F] 907.2.11.6 Power source. In new construction, required smoke alarms shall receive their primary power from the building wiring where such wiring is served from a commercial source and shall be equipped with a battery backup. Smoke alarms with integral strobes that are not equipped with battery backup shall be connected to an emergency electrical system in accordance with Section 2702. Smoke alarms shall emit a signal when the batteries are low. Wiring shall be per- manent and without a disconnecting switch other than as required for overcurrent protection.

Exception: Smoke alarms are not required to be equipped with battery backup where they are con- nected to an emergency electrical system that com- plies with Section 2702.

[F] 907.2.11.7 Smoke detection system. Smoke detec- tors listed in accordance with UL 268 and provided as part of the building fire alarm system shall be an acceptable alternative to single- and multiple-station smoke alarms and shall comply with the following:

1. The fire alarm system shall comply with all appli- cable requirements in Section 907.

2. Activation of a smoke detector in a dwelling unit or sleeping unit shall initiate alarm notification in the dwelling unit or sleeping unit in accordance with Section 907.5.2.

3. Activation of a smoke detector in a dwelling unit or sleeping unit shall not activate alarm notifica- tion appliances outside of the dwelling unit or sleeping unit, provided that a supervisory signal is generated and monitored in accordance with Section 907.6.6.

[F] 907.2.12 Special amusement buildings. An auto- matic smoke detection system shall be provided in special

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amusement buildings in accordance with Sections 907.2.12.1 through 907.2.12.3.

[F] 907.2.12.1 Alarm. Activation of any single smoke detector, the automatic sprinkler system or any other automatic fire detection device shall immediately acti- vate an audible and visible alarm at the building at a constantly attended location from which emergency action can be initiated, including the capability of man- ual initiation of requirements in Section 907.2.12.2.

[F] 907.2.12.2 System response. The activation of two or more smoke detectors, a single smoke detector equipped with an alarm verification feature, the auto- matic sprinkler system or other approved fire detection device shall automatically do all of the following:

1. Cause illumination of the means of egress with light of not less than 1 footcandle (11 lux) at the walking surface level.

2. Stop any conflicting or confusing sounds and visual distractions.

3. Activate an approved directional exit marking that will become apparent in an emergency.

4. Activate a prerecorded message, audible through- out the special amusement building, instructing patrons to proceed to the nearest exit. Alarm sig- nals used in conjunction with the prerecorded message shall produce a sound that is distinctive from other sounds used during normal operation.

[F] 907.2.12.3 Emergency voice/alarm communica- tion system. An emergency voice/alarm communica- tion system, which is also allowed to serve as a public address system, shall be installed in accordance with Section 907.5.2.2 and be audible throughout the entire special amusement building.

[F] 907.2.13 High-rise buildings. High-rise buildings shall be provided with an automatic smoke detection sys- tem in accordance with Section 907.2.13.1, a fire depart- ment communication system in accordance with Section 907.2.13.2 and an emergency voice/alarm communication system in accordance with Section 907.5.2.2.

Exceptions:

1. Airport traffic control towers in accordance with Sections 412 and 907.2.22.

2. Open parking garages in accordance with Sec- tion 406.5.

3. Buildings with an occupancy in Group A-5 in accordance with Section 303.1.

4. Low-hazard special occupancies in accordance with Section 503.1.1.

5. Buildings with an occupancy in Group H-1, H-2 or H-3 in accordance with Section 415.

6. In Group I-1 and I-2 occupancies, the alarm shall sound at a constantly attended location and occu- pant notification shall be broadcast by the emer- gency voice/alarm communication system.

[F] 907.2.13.1 Automatic smoke detection. Auto- matic smoke detection in high-rise buildings shall be in accordance with Sections 907.2.13.1.1 and 907.2.13.1.2.

[F] 907.2.13.1.1 Area smoke detection. Area smoke detectors shall be provided in accordance with this section. Smoke detectors shall be con- nected to an automatic fire alarm system. The acti- vation of any detector required by this section shall activate the emergency voice/alarm communication system in accordance with Section 907.5.2.2. In addition to smoke detectors required by Sections 907.2.1 through 907.2.10, smoke detectors shall be located as follows:

1. In each mechanical equipment, electrical, transformer, telephone equipment or similar room that is not provided with sprinkler pro- tection.

2. In each elevator machine room, machinery space, control room and control space and in elevator lobbies.

[M] 907.2.13.1.2 Duct smoke detection. Duct smoke detectors complying with Section 907.3.1 shall be located as follows:

1. In the main return air and exhaust air plenum of each air-conditioning system having a capacity greater than 2,000 cubic feet per min- ute (cfm) (0.94 m3/s). Such detectors shall be located in a serviceable area downstream of the last duct inlet.

2. At each connection to a vertical duct or riser serving two or more stories from a return air duct or plenum of an air-conditioning system. In Group R-1 and R-2 occupancies, a smoke detector is allowed to be used in each return air riser carrying not more than 5,000 cfm (2.4 m3/s) and serving not more than 10 air-inlet openings.

[F] 907.2.13.2 Fire department communication sys- tem. Where a wired communication system is approved in lieu of an emergency responder radio cov- erage system in accordance with the Florida Fire Pre- vention Code, the wired fire department communication system shall be designed and installed in accordance with NFPA 72 and shall operate between a fire command center complying with Section 911, elevators, elevator lobbies, emergency and standby power rooms, fire pump rooms, areas of refuge and inside interior exit stairways. The fire department com- munication device shall be provided at each floor level within the interior exit stairway.

[F] 907.2.14 Atriums connecting more than two stories. A fire alarm system shall be installed in occupancies with an atrium that connects more than two stories, with smoke detection installed in locations required by a rational anal- ysis in Section 909.4 and in accordance with the system operation requirements in Section 909.17. The system

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shall be activated in accordance with Section 907.5. Such occupancies in Group A, E or M shall be provided with an emergency voice/alarm communication system complying with the requirements of Section 907.5.2.2.

[F] 907.2.15 High-piled combustible storage areas. An automatic smoke detection system shall be installed throughout high-piled combustible storage areas where required by the Florida Fire Prevention Code.

[F] 907.2.16 Aerosol storage uses. Aerosol storage rooms and general-purpose warehouses containing aerosols shall be provided with an approved manual fire alarm system where required by the Florida Fire Prevention Code.

[F] 907.2.17 Lumber, wood structural panel and veneer mills. Lumber, wood structural panel and veneer mills shall be provided with a manual fire alarm system.

[F] 907.2.18 Underground buildings with smoke con- trol systems. Where a smoke control system is installed in an underground building in accordance with this code, automatic smoke detectors shall be provided in accordance with Section 907.2.18.1.

[F] 907.2.18.1 Smoke detectors. Not fewer than one smoke detector listed for the intended purpose shall be installed in all of the following areas:

1. Mechanical equipment, electrical, transformer, telephone equipment, elevator machine or similar rooms.

2. Elevator lobbies.

3. The main return and exhaust air plenum of each air-conditioning system serving more than one story and located in a serviceable area down- stream of the last duct inlet.

4. Each connection to a vertical duct or riser serving two or more floors from return air ducts or ple- nums of heating, ventilating and air-conditioning systems, except that in Group R occupancies, a listed smoke detector is allowed to be used in each return air riser carrying not more than 5,000 cfm (2.4 m3/s) and serving not more than 10 air- inlet openings.

[F] 907.2.18.2 Alarm required. Activation of the smoke control system shall activate an audible alarm at a constantly attended location.

[F] 907.2.19 Deep underground buildings. Where the lowest level of a structure is more than 60 feet (18 288 mm) below the finished floor of the lowest level of exit discharge, the structure shall be equipped throughout with a manual fire alarm system, including an emergency voice/alarm communication system installed in accor- dance with Section 907.5.2.2.

[F] 907.2.20 Covered and open mall buildings. Where the total floor area exceeds 50,000 square feet (4645 m2) within either a covered mall building or within the perime- ter line of an open mall building, an emergency voice/ alarm communication system shall be provided. Emer- gency voice/alarm communication systems serving a mall, required or otherwise, shall be accessible to the fire

department. The system shall be provided in accordance with Section 907.5.2.2.

[F] 907.2.21 Residential aircraft hangars. Not fewer than one single-station smoke alarm shall be installed within a residential aircraft hangar as defined in Chapter 2 and shall be interconnected into the residential smoke alarm or other sounding device to provide an alarm that will be audible in all sleeping areas of the dwelling.

[F] 907.2.22 Airport traffic control towers. An auto- matic smoke detection system that activates the occupant notification system in accordance with Section 907.5 shall be provided in airport control towers in accordance with Sections 907.2.22.1 and 907.2.22.2.

Exception: Audible appliances shall not be installed within the control tower cab.

[F] 907.2.22.1 Airport traffic control towers with multiple exits and automatic sprinklers. Airport traf- fic control towers with multiple exits and equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 shall be provided with smoke detectors in all of the following locations:

1. Airport traffic control cab.

2. Electrical and mechanical equipment rooms.

3. Airport terminal radar and electronics rooms.

4. Outside each opening into interior exit stairways.

5. Along the single means of egress permitted from observation levels.

6. Outside each opening into the single means of egress permitted from observation levels.

[F] 907.2.22.2 Other airport traffic control towers. Airport traffic control towers with a single exit or where sprinklers are not installed throughout shall be provided with smoke detectors in all of the following locations:

1. Airport traffic control cab.

2. Electrical and mechanical equipment rooms.

3. Airport terminal radar and electronics rooms.

4. Office spaces incidental to the tower operation.

5. Lounges for employees, including sanitary facili- ties.

6. Means of egress.

7. Accessible utility shafts.

[F] 907.2.23 Battery rooms. An automatic smoke detec- tion system shall be installed in areas containing stationary storage battery systems with a liquid capacity of more than 50 gallons (189 L).

[F] 907.3 Fire safety functions. Automatic fire detectors uti- lized for the purpose of performing fire safety functions shall be connected to the building’s fire alarm control unit where a fire alarm system is required by Section 907.2. Detectors shall, upon actuation, perform the intended function and acti- vate the alarm notification appliances or activate a visible and audible supervisory signal at a constantly attended location.

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In buildings not equipped with a fire alarm system, the auto- matic fire detector shall be powered by normal electrical ser- vice and, upon actuation, perform the intended function. The detectors shall be located in accordance with NFPA 72.

[F] 907.3.1 Duct smoke detectors. Smoke detectors installed in ducts shall be listed for the air velocity, tem- perature and humidity present in the duct. Duct smoke detectors shall be connected to the building's fire alarm control unit when a fire alarm system is required by Sec- tion 907.2. Activation of a duct smoke detector shall initi- ate a visible and audible supervisory signal at a constantly attended location and shall perform the intended fire safety function in accordance with this code and the Flor- ida Building Code, Mechanical. In facilities that are required to be monitored by a supervising station, duct smoke detectors shall report only as a supervisory signal and not as a fire alarm. They shall not be used as a substi- tute for required open area detection.

Exceptions:

1. The supervisory signal at a constantly attended location is not required where duct smoke detec- tors activate the building's alarm notification appliances.

2. In occupancies not required to be equipped with a fire alarm system, actuation of a smoke detector shall activate a visible and an audible signal in an approved location. Smoke detector trouble condi- tions shall activate a visible or audible signal in an approved location and shall be identified as air duct detector trouble.

[F] 907.3.2 Delayed egress locks. Where delayed egress locks are installed on means of egress doors in accordance with Section 1010.1.9.7, an automatic smoke or heat detection system shall be installed as required by that sec- tion.

[F] 907.3.3 Elevator emergency operation. Automatic fire detectors installed for elevator emergency operation shall be installed in accordance with the provisions of ASME A17.1/CSA B44 and NFPA 72.

[F] 907.3.4 Wiring. The wiring to the auxiliary devices and equipment used to accomplish the fire safety functions shall be monitored for integrity in accordance with NFPA 72.

[F] 907.4 Initiating devices. Where manual or automatic alarm initiation is required as part of a fire alarm system, the initiating devices shall be installed in accordance with Sec- tions 907.4.1 through 907.4.3.1.

[F] 907.4.1 Protection of fire alarm control unit. In areas that are not continuously occupied, a single smoke detector shall be provided at the location of each fire alarm control unit, notification appliance circuit power extend- ers, and supervising station transmitting equipment.

Exception: Where ambient conditions prohibit instal- lation of a smoke detector, a heat detector shall be per- mitted.

[F] 907.4.2 Manual fire alarm boxes. Where a manual fire alarm system is required by another section of this code, it shall be activated by fire alarm boxes installed in accordance with Sections 907.4.2.1 through 907.4.2.6.

[F] 907.4.2.1 Location. Manual fire alarm boxes shall be located not more than 5 feet (1524 mm) from the entrance to each exit. In buildings not protected by an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2, additional manual fire alarm boxes shall be located so that the exit access travel dis- tance to the nearest box does not exceed 200 feet (60 960 mm).

[F] 907.4.2.2 Height. The height of the manual fire alarm boxes shall be not less than 42 inches (1067 mm) and not more than 48 inches (1372 mm) measured ver- tically, from the floor level to the activating handle or lever of the box.

[F] 907.4.2.3 Color. Manual fire alarm boxes shall be red in color.

[F] 907.4.2.4 Signs. Where fire alarm systems are not monitored by a supervising station, an approved perma- nent sign shall be installed adjacent to each manual fire alarm box that reads: WHEN ALARM SOUNDS CALL FIRE DEPARTMENT.

Exception: Where the manufacturer has perma- nently provided this information on the manual fire alarm box.

[F] 907.4.2.5 Protective covers. The fire code official is authorized to require the installation of listed manual fire alarm box protective covers to prevent malicious false alarms or to provide the manual fire alarm box with protection from physical damage. The protective cover shall be transparent or red in color with a trans- parent face to permit visibility of the manual fire alarm box. Each cover shall include proper operating instruc- tions. A protective cover that emits a local alarm signal shall not be installed unless approved. Protective cov- ers shall not project more than that permitted by Sec- tion 1003.3.3.

[F] 907.4.2.6 Unobstructed and unobscured. Manual fire alarm boxes shall be accessible, unobstructed, unobscured and visible at all times.

[F] 907.4.3 Automatic smoke detection. Where an auto- matic smoke detection system is required it shall utilize smoke detectors unless ambient conditions prohibit such an installation. In spaces where smoke detectors cannot be utilized due to ambient conditions, approved automatic heat detectors shall be permitted.

[F] 907.4.3.1 Automatic sprinkler system. For condi- tions other than specific fire safety functions noted in Section 907.3, in areas where ambient conditions pro- hibit the installation of smoke detectors, an automatic sprinkler system installed in such areas in accordance with Section 903.3.1.1 or 903.3.1.2 and that is con- nected to the fire alarm system shall be approved as automatic heat detection.

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[F] 907.5 Occupant notification systems. A fire alarm sys- tem shall annunciate at the fire alarm control unit and shall initiate occupant notification upon activation, in accordance with Sections 907.5.1 through 907.5.2.3.3. Where a fire alarm system is required by another section of this code, it shall be activated by:

1. Automatic fire detectors.

2. Automatic sprinkler system waterflow devices.

3. Manual fire alarm boxes.

4. Automatic fire-extinguishing systems.

Exception: Where notification systems are allowed else- where in Section 907 to annunciate at a constantly attended location.

[F] 907.5.1 Presignal feature. A presignal feature shall not be installed unless approved by the fire code official and the fire department. Where a presignal feature is pro- vided, a signal shall be annunciated at a constantly attended location approved by the fire department so that occupant notification can be activated in the event of fire or other emergency.

[F] 907.5.2 Alarm notification appliances. Alarm notifi- cation appliances shall be provided and shall be listed for their purpose.

[F] 907.5.2.1 Audible alarms. Audible alarm notifica- tion appliances shall be provided and emit a distinctive sound that is not to be used for any purpose other than that of a fire alarm.

Exceptions:

1. Audible alarm notification appliances are not required in critical care areas of Group I-2 Condition 2 occupancies that are in compli- ance with Section 907.2.6, Exception 2.

2. A visible alarm notification appliance installed in a nurses’ control station or other continu- ously attended staff location in a Group I-2 Condition 2 suite shall be an acceptable alter- native to the installation of audible alarm noti- fication appliances throughout the suite in Group I-2 Condition 2 occupancies that are in compliance with Section 907.2.6, Exception 2.

3. Where provided, audible notification appli- ances located in each occupant evacuation ele- vator lobby in accordance with Section 3008.9.1 shall be connected to a separate noti- fication zone for manual paging only.

[F] 907.5.2.1.1 Average sound pressure. The audi- ble alarm notification appliances shall provide a sound pressure level of 15 decibels (dBA) above the average ambient sound level or 5 dBA above the maximum sound level having a duration of not less than 60 seconds, whichever is greater, in every occupiable space within the building.

[F] 907.5.2.1.2 Maximum sound pressure. The maximum sound pressure level for audible alarm notification appliances shall be 110 dBA at the min-

imum hearing distance from the audible appliance. Where the average ambient noise is greater than 95 dBA, visible alarm notification appliances shall be provided in accordance with NFPA 72 and audible alarm notification appliances shall not be required.

[F] 907.5.2.2 Emergency voice/alarm communica- tion systems. Emergency voice/alarm communication systems required by this code shall be designed and installed in accordance with NFPA 72. The operation of any automatic fire detector, sprinkler waterflow device or manual fire alarm box shall automatically sound an alert tone followed by voice instructions giv- ing approved information and directions for a general or staged evacuation in accordance with the building’s fire safety and evacuation plans required by the Florida Fire Prevention Code. In high-rise buildings, the sys- tem shall operate on at least the alarming floor, the floor above and the floor below. Speakers shall be pro- vided throughout the building by paging zones. At a minimum, paging zones shall be provided as follows:

1. Elevator groups.

2. Interior exit stairways.

3. Each floor.

4. Areas of refuge as defined in Chapter 2.

Exception: In Group I-1 and I-2 occupancies, the alarm shall sound in a constantly attended area and a general occupant notification shall be broadcast over the overhead page.

[F] 907.5.2.2.1 Manual override. A manual over- ride for emergency voice communication shall be provided on a selective and all-call basis for all pag- ing zones.

[F] 907.5.2.2.2 Live voice messages. The emer- gency voice/alarm communication system shall have the capability to broadcast live voice messages by paging zones on a selective and all-call basis.

[F] 907.5.2.2.3 Alternate uses. The emergency voice/alarm communication system shall be allowed to be used for other announcements, provided the manual fire alarm use takes precedence over any other use.

[F] 907.5.2.2.4 Emergency voice/alarm communi- cation captions. Where stadiums, arenas and grand- stands are required to caption audible public announcements in accordance with the Florida Building Code, Accessibility, the emergency/voice alarm communication system shall be captioned. Prerecorded or live emergency captions shall be from an approved location constantly attended by personnel trained to respond to an emergency.

[F] 907.5.2.2.5 Emergency power. Emergency voice/alarm communications systems shall be pro- vided with emergency power in accordance with Section 2702. The system shall be capable of power- ing the required load for a duration of not less than 24 hours, as required in NFPA 72.

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[F] 907.5.2.3 Visible alarms. Visible alarm notifica- tion appliances shall be provided in accordance with Sections 907.5.2.3.1 through 907.5.2.3.3.

Exceptions:

1. Visible alarm notification appliances are not required in alterations, except where an exist- ing fire alarm system is upgraded or replaced, or a new fire alarm system is installed.

2. Visible alarm notification appliances shall not be required in exits as defined in Chapter 2.

3. Visible alarm notification appliances shall not be required in elevator cars.

4. Visual alarm notification appliances are not required in critical care areas of Group I-2 Condition 2 occupancies that are in compli- ance with Section 907.2.6, Exception 2.

[F] 907.5.2.3.1 Public use areas and common use areas. Visible alarm notification appliances shall be provided in public use areas and common use areas.

Exception: Where employee work areas have audible alarm coverage, the notification appli- ance circuits serving the employee work areas shall be initially designed with not less than 20- percent spare capacity to account for the potential of adding visible notification appliances in the future to accommodate hearing-impaired employee(s).

[F] 907.5.2.3.2 Groups I-1 and R-1. Group I-1 and R-1 dwelling units or sleeping units in accordance with Table 907.5.2.3.2 shall be provided with a visi- ble alarm notification appliance, activated by both the in-room smoke alarm and the building fire alarm system.

[F] TABLE 907.5.2.3.2 VISIBLE ALARMS

[F] 907.5.2.3.3 Group R-2. In Group R-2 occupan- cies required by Section 907 to have a fire alarm system, all dwelling units and sleeping units shall be provided with the capability to support visible alarm notification appliances in accordance with Chapter 10 of ICC A117.1. Such capability shall be permit- ted to include the potential for future interconnec-

tion of the building fire alarm system with the unit smoke alarms, replacement of audible appliances with combination audible/visible appliances, or future extension of the existing wiring from the unit smoke alarm locations to required locations for visi- ble appliances.

[F] 907.6 Installation and monitoring. A fire alarm system shall be installed and monitored in accordance with Sections 907.6.1 through 907.6.6.2 and NFPA 72.

[F] 907.6.1 Wiring. Wiring shall comply with the require- ments of NFPA 70 and NFPA 72. Wireless protection sys- tems utilizing radio-frequency transmitting devices shall comply with the special requirements for supervision of low-power wireless systems in NFPA 72.

[F] 907.6.2 Power supply. The primary and secondary power supply for the fire alarm system shall be provided in accordance with NFPA 72.

Exception: Back-up power for single-station and mul- tiple-station smoke alarms as required in Section 907.2.11.6.

[F] 907.6.3 Initiating device identification. The fire alarm system shall identify the specific initiating device address, location, device type, floor level where applicable and status including indication of normal, alarm, trouble and supervisory status, as appropriate.

Exceptions:

1. Fire alarm systems in single-story buildings less than 22,500 square feet (2090 m2) in area.

2. Fire alarm systems that only include manual fire alarm boxes, waterflow initiating devices and not more than 10 additional alarm-initiating devices.

3. Special initiating devices that do not support indi- vidual device identification.

4. Fire alarm systems or devices that are replacing existing equipment.

[F] 907.6.3.1 Annunciation. The initiating device sta- tus shall be annunciated at an approved on-site loca- tion.

[F] 907.6.4 Zones. Each floor shall be zoned separately and a zone shall not exceed 22,500 square feet (2090 m2). The length of any zone shall not exceed 300 feet (91 440 mm) in any direction.

Exception: Automatic sprinkler system zones shall not exceed the area permitted by NFPA 13.

[F] 907.6.4.1 Zoning indicator panel. A zoning indi- cator panel and the associated controls shall be pro- vided in an approved location. The visual zone indication shall lock in until the system is reset and shall not be canceled by the operation of an audible- alarm silencing switch.

[F] 907.6.4.2 High-rise buildings. In high-rise build- ings, a separate zone by floor shall be provided for each of the following types of alarm-initiating devices where provided:

1. Smoke detectors.

NUMBER OF SLEEP UNITS

SLEEPING ACCOMMODATIONS WITH VISIBLE ALARMS

6 to 25 2

26 to 50 4

51 to 75 7

76 to 100 9

101 to 150 12

151 to 200 14

201 to 300 17

301 to 400 20

401 to 500 22

501 to 1,000 5% of total

1,001 and over 50 plus 3 for each 100 over 1,000

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2. Sprinkler waterflow devices.

3. Manual fire alarm boxes.

4. Other approved types of automatic fire detection devices or suppression systems.

[F] 907.6.5 Access. Access shall be provided to each fire alarm device and notification appliance for periodic inspection, maintenance and testing.

[F] 907.6.6 Monitoring. Fire alarm systems required by this chapter or by the Florida Fire Prevention Code shall be monitored by an approved supervising station in accor- dance with NFPA 72.

Exception: Monitoring by a supervising station is not required for:

1. Single- and multiple-station smoke alarms required by Section 907.2.11.

2. Smoke detectors in Group I-3 occupancies.

3. Automatic sprinkler systems in one- and two- family dwellings.

[F] 907.6.6.1 Automatic telephone-dialing devices. Automatic telephone-dialing devices used to transmit an emergency alarm shall not be connected to any fire department telephone number unless approved by the fire chief.

[F] 907.6.6.2 Termination of monitoring service. Termination of fire alarm monitoring services shall be in accordance with the Florida Fire Prevention Code.

[F] 907.7 Acceptance tests and completion. Upon comple- tion of the installation, the fire alarm system and all fire alarm components shall be tested in accordance with NFPA 72.

[F] 907.7.1 Single- and multiple-station alarm devices. When the installation of the alarm devices is complete, each device and interconnecting wiring for multiple-sta- tion alarm devices shall be tested in accordance with the smoke alarm provisions of NFPA 72.

[F] 907.7.2 Record of completion. A record of comple- tion in accordance with NFPA 72 verifying that the system has been installed and tested in accordance with the approved plans and specifications shall be provided.

[F] 907.7.3 Instructions. Operating, testing and mainte- nance instructions and record drawings (“as-builts”) and equipment specifications shall be provided at an approved location.

[F] 907.8 Inspection, testing and maintenance. The mainte- nance and testing schedules and procedures for fire alarm and fire detection systems shall be in accordance with the Florida Fire Prevention Code.

907.9 Accessibility. Alarm systems required to be accessible shall comply with the applicable sections of the Florida Building Code, Accessibility.

SECTION 908 EMERGENCY ALARM SYSTEMS

[F] 908.1 Group H occupancies. Emergency alarms for the detection and notification of an emergency condition in Group H occupancies shall be provided in accordance with Section 415.5.

[F] 908.2 Group H-5 occupancy. Emergency alarms for notification of an emergency condition in an HPM facility shall be provided as required in Section 415.11.3.5. A contin- uous gas detection system shall be provided for HPM gases in accordance with Section 415.11.7.

[F] 908.3 Highly toxic and toxic materials. A gas detection system shall be provided to detect the presence of highly toxic or toxic gas at or below the permissible exposure limit (PEL) or ceiling limit of the gas for which detection is provided. The system shall be capable of monitoring the discharge from the treatment system at or below one-half the immediately dan- gerous to life and health (IDLH) limit.

Exception: A gas detection system is not required for toxic gases when the physiological warning threshold level for the gas is at a level below the accepted PEL for the gas.

[F] 908.3.1 Alarms. The gas detection system shall initi- ate a local alarm and transmit a signal to a constantly attended control station when a short-term hazard condi- tion is detected. The alarm shall be both visible and audi- ble and shall provide warning both inside and outside the area where gas is detected. The audible alarm shall be dis- tinct from all other alarms.

Exception: Signal transmission to a constantly attended control station is not required when not more than one cylinder of highly toxic or toxic gas is stored.

[F] 908.3.2 Shutoff of gas supply. The gas detection sys- tem shall automatically close the shutoff valve at the source on gas supply piping and tubing related to the sys- tem being monitored for whichever gas is detected.

Exception: Automatic shutdown is not required for reactors utilized for the production of highly toxic or toxic compressed gases where such reactors are:

1. Operated at pressures less than 15 pounds per square inch gauge (psig) (103.4 kPa).

2. Constantly attended.

3. Provided with readily accessible emergency shut- off valves.

[F] 908.3.3 Valve closure. The automatic closure of shut- off valves shall be in accordance with the following:

1. When the gas-detection sampling point initiating the gas detection system alarm is within a gas cabinet or exhausted enclosure, the shutoff valve in the gas cabinet or exhausted enclosure for the specific gas detected shall automatically close.

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2. Where the gas-detection sampling point initiating the gas detection system alarm is within a gas room and compressed gas containers are not in gas cabi- nets or exhausted enclosures, the shutoff valves on all gas lines for the specific gas detected shall auto- matically close.

3. Where the gas-detection sampling point initiating the gas detection system alarm is within a piping distribution manifold enclosure, the shutoff valve for the compressed container of specific gas detected supplying the manifold shall automatically close.

Exception: When the gas-detection sampling point ini- tiating the gas detection system alarm is at a use loca- tion or within a gas valve enclosure of a branch line downstream of a piping distribution manifold, the shut- off valve in the gas valve enclosure for the branch line located in the piping distribution manifold enclosure shall automatically close.

[F] 908.4 Ozone gas-generator rooms. Ozone gas-generator rooms shall be equipped with a continuous gas detection sys- tem that will shut off the generator and sound a local alarm when concentrations above the PEL occur.

[F] 908.5 Repair garages. A flammable-gas detection sys- tem shall be provided in repair garages for vehicles fueled by nonodorized gases in accordance with Section 406.8.5.

[F] 908.6 Refrigerant detector. Machinery rooms shall con- tain a refrigerant detector with an audible and visual alarm. The detector, or a sampling tube that draws air to the detector, shall be located in an area where refrigerant from a leak will concentrate. The alarm shall be actuated at a value not greater than the corresponding TLV-TWA values for the refrigerant classification shown in the Florida Building Code, Mechani- cal for the refrigerant classification. Detectors and alarms shall be placed in approved locations. The detector shall transmit a signal to an approved location.

[F] 908.7 Carbon dioxide (CO2) systems. Emergency alarm systems in accordance with the Florida Fire Prevention Code shall be provided where required for compliance with the Florida Fire Prevention Code.

908.8 Carbon monoxide protection. Every separate build- ing or an addition to an existing building for which a permit for new construction is issued and having a fossil-fuel-burn- ing heater or appliance, a fireplace, an attached garage, or other feature, fixture, or element that emits carbon monoxide as a byproduct of combustion shall have an operational car- bon monoxide alarm installed within 10 feet (3050 mm) of each room used for sleeping purposes in the new building or addition, or at such other locations as required by this code.

Exceptions:

1. An approved operational carbon monoxide detector shall only be required to be installed inside or directly outside of each room or area where a fossil- fuel burning heater, engine or appliance is located within a hospital, inpatient hospice facility or skilled nursing home facility licensed by the Agency for Health Care Administration, or a new state correc-

tional institution. The carbon monoxide detector shall be connected to the fire-alarm system of the hospital, inpatient hospice facility or nursing home facility as a supervisory signal.

2. This section shall not apply to existing buildings that are undergoing alterations or repairs unless the alter- ation is an addition as defined in Section 908.7.3.

908.8.1 Carbon monoxide alarm. The requirements of Section 908.8 shall be satisfied by providing for one of the following alarm installations:

1. A hard-wired carbon monoxide alarm.

2. A battery-powered carbon monoxide alarm.

3. A hard-wired combination carbon monoxide and smoke alarm.

4. A battery-powered combination carbon monoxide and smoke alarm.

908.8.2 Combination alarms. Combination smoke/car- bon monoxide alarms shall be listed and labeled by a nationally recognized testing laboratory.

908.8.3 Addition shall mean an extension or increase in floor area, number of stories or height of a building or structure.

SECTION 909 SMOKE CONTROL SYSTEMS

[F] 909.1 Scope and purpose. This section applies to mechanical or passive smoke control systems where they are required by other provisions of this code. The purpose of this section is to establish minimum requirements for the design, installation and acceptance testing of smoke control systems that are intended to provide a tenable environment for the evacuation or relocation of occupants. These provisions are not intended for the preservation of contents, the timely resto- ration of operations or for assistance in fire suppression or overhaul activities. Smoke control systems regulated by this section serve a different purpose than the smoke- and heat- venting provisions found in Section 910. Mechanical smoke control systems shall not be considered exhaust systems under Chapter 5 of the Florida Building Code, Mechanical.

[F] 909.2 General design requirements. Buildings, struc- tures or parts thereof required by this code to have a smoke control system or systems shall have such systems designed in accordance with the applicable requirements of Section 909 and the generally accepted and well-established princi- ples of engineering relevant to the design. The construction documents shall include sufficient information and detail to adequately describe the elements of the design necessary for the proper implementation of the smoke control systems. These documents shall be accompanied by sufficient infor- mation and analysis to demonstrate compliance with these provisions.

[F] 909.3 Special inspection and test requirements. In addition to the ordinary inspection and test requirements that buildings, structures and parts thereof are required to undergo, smoke control systems subject to the provisions of

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Section 909 shall undergo special inspections and tests suffi- cient to verify the proper commissioning of the smoke control design in its final installed condition. The design submission accompanying the construction documents shall clearly detail procedures and methods to be used and the items subject to such inspections and tests. Such commissioning shall be in accordance with generally accepted engineering practice and, where possible, based on published standards for the particu- lar testing involved.

[F] 909.4 Analysis. A rational analysis supporting the types of smoke control systems to be employed, their methods of operation, the systems supporting them and the methods of construction to be utilized shall accompany the submitted construction documents and shall include, but not be limited to, the items indicated in Sections 909.4.1 through 909.4.7.

[F] 909.4.1 Stack effect. The system shall be designed such that the maximum probable normal or reverse stack effect will not adversely interfere with the system’s capa- bilities. In determining the maximum probable stack effect, altitude, elevation, weather history and interior temperatures shall be used.

[F] 909.4.2 Temperature effect of fire. Buoyancy and expansion caused by the design fire in accordance with Section 909.9 shall be analyzed. The system shall be designed such that these effects do not adversely interfere with the system’s capabilities.

[F] 909.4.3 Wind effect. The design shall consider the adverse effects of wind. Such consideration shall be con- sistent with the wind-loading provisions of Chapter 16.

[F] 909.4.4 HVAC systems. The design shall consider the effects of the heating, ventilating and air-conditioning (HVAC) systems on both smoke and fire transport. The analysis shall include all permutations of systems status. The design shall consider the effects of the fire on the HVAC systems.

[F] 909.4.5 Climate. The design shall consider the effects of low temperatures on systems, property and occupants. Air inlets and exhausts shall be located so as to prevent snow or ice blockage.

[F] 909.4.6 Duration of operation. All portions of active or engineered smoke control systems shall be capable of continued operation after detection of the fire event for a period of not less than either 20 minutes or 1.5 times the calculated egress time, whichever is greater.

909.4.7 Smoke control system interaction. The design shall consider the interaction effects of the operation of multiple smoke control systems for all design scenarios.

[F] 909.5 Smoke barrier construction. Smoke barriers required for passive smoke control and a smoke control sys- tem using the pressurization method shall comply with Sec- tion 709. The maximum allowable leakage area shall be the aggregate area calculated using the following leakage area ratios:

1. Walls A/Aw = 0.00100

2. Interior exit stairways and ramps and exit passageways: A/Aw = 0.00035

3. Enclosed exit access stairways and ramps and all other shafts: A/Aw = 0.00150

4. Floors and roofs: A/AF = 0.00050

where:

A = Total leakage area, square feet (m2).

AF = Unit floor or roof area of barrier, square feet (m 2).

Aw = Unit wall area of barrier, square feet (m 2).

The leakage area ratios shown do not include openings due to gaps around doors and operable windows. The total leak- age area of the smoke barrier shall be determined in accor- dance with Section 909.5.1 and tested in accordance with Section 909.5.2.

[F] 909.5.1 Total leakage area. Total leakage area of the barrier is the product of the smoke barrier gross area mul- tiplied by the allowable leakage area ratio, plus the area of other openings such as gaps around doors and operable windows.

[F] 909.5.2 Testing of leakage area. Compliance with the maximum total leakage area shall be determined by achieving the minimum air pressure difference across the barrier with the system in the smoke control mode for mechanical smoke control systems utilizing the pressur- ization method. Compliance with the maximum total leak- age area of passive smoke control systems shall be verified through methods such as door fan testing or other meth- ods, as approved by the fire code official.

[F] 909.5.3 Opening protection. Openings in smoke bar- riers shall be protected by automatic-closing devices actu- ated by the required controls for the mechanical smoke control system. Door openings shall be protected by fire door assemblies complying with Section 716.5.3.

Exceptions:

1. Passive smoke control systems with automatic- closing devices actuated by spot-type smoke detectors listed for releasing service installed in accordance with Section 907.3.

2. Fixed openings between smoke zones that are protected utilizing the airflow method.

3. In Group I-1 Condition 2, Group I-2 and ambula- tory care facilities, where a pair of opposite- swinging doors are installed across a corridor in accordance with Section 909.5.3.1, the doors shall not be required to be protected in accor- dance with Section 716. The doors shall be close- fitting within operational tolerances and shall not have a center mullion or undercuts in excess of 3/4 inch (19.1 mm), louvers or grilles. The doors shall have head and jamb stops and astragals or rabbets at meeting edges and, where permitted by the door manufacturer’s listing, positive-latching devices are not required.

4. In Group I-2 and ambulatory care facilities, where such doors are special-purpose horizontal sliding, accordion or folding door assemblies installed in accordance with Section 1010.1.4.3

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and are automatic closing by smoke detection in accordance with Section 716.5.9.3.

5. Group I-3.

6. Openings between smoke zones with clear ceil- ing heights of 14 feet (4267 mm) or greater and bank-down capacity of greater than 20 minutes as determined by the design fire size.

909.5.3.1 Group I-1 Condition 2; Group I-2 and ambulatory care facilities. In Group I-1 Condition 2, Group I-2 and ambulatory care facilities, where doors are installed across a corridor, the doors shall be auto- matic closing by smoke detection in accordance with Section 716.5.9.3 and shall have a vision panel with fire protection-rated glazing materials in fire protec- tion-rated frames, the area of which shall not exceed that tested.

[F] 909.5.3.2 Ducts and air transfer openings. Ducts and air transfer openings are required to be protected with a minimum Class II, 250°F (121°C) smoke damper complying with Section 717.

[F] 909.6 Pressurization method. The primary mechanical means of controlling smoke shall be by pressure differences across smoke barriers. Maintenance of a tenable environment is not required in the smoke control zone of fire origin.

[F] 909.6.1 Minimum pressure difference. The mini- mum pressure difference across a smoke barrier shall be 0.05-inch water gage (0.0124 kPa) in fully sprinklered buildings.

In buildings permitted to be other than fully sprin- klered, the smoke control system shall be designed to achieve pressure differences not less than two times the maximum calculated pressure difference produced by the design fire.

[F] 909.6.2 Maximum pressure difference. The maxi- mum air pressure difference across a smoke barrier shall be determined by required door-opening or closing forces. The actual force required to open exit doors when the sys- tem is in the smoke control mode shall be in accordance with Section 1010.1.3. Opening and closing forces for other doors shall be determined by standard engineering methods for the resolution of forces and reactions. The calculated force to set a side-hinged, swinging door in motion shall be determined by:

F = Fdc + K(WA∆P)/2(W-d) (Equation 9-1)

where:

A = Door area, square feet (m2).

d = Distance from door handle to latch edge of door, feet (m).

F = Total door opening force, pounds (N).

Fdc = Force required to overcome closing device, pounds (N).

K = Coefficient 5.2 (1.0).

W = Door width, feet (m).

ΔP = Design pressure difference, inches of water (Pa).

[F] 909.6.3 Pressurized stairways and elevator hoist- ways. Where stairways or elevator hoistways are pressur- ized, such pressurization systems shall comply with Section 909 as smoke control systems, in addition to the requirements of Sections 909.20 of this code and the Flor- ida Fire Prevention Code.

[F] 909.7 Airflow design method. Where approved by the fire code official, smoke migration through openings fixed in a permanently open position, which are located between smoke control zones by the use of the airflow method, shall be permitted. The design airflow shall be in accordance with this section. Airflow shall be directed to limit smoke migra- tion from the fire zone. The geometry of openings shall be considered to prevent flow reversal from turbulent effects. Smoke control systems using the airflow method shall be designed in accordance with NFPA 92.

[F] 909.7.1 Prohibited conditions. This method shall not be employed where either the quantity of air or the veloc- ity of the airflow will adversely affect other portions of the smoke control system, unduly intensify the fire, disrupt plume dynamics or interfere with exiting. In no case shall airflow toward the fire exceed 200 feet per minute (1.02 m/s). Where the calculated airflow exceeds this limit, the airflow method shall not be used.

[F] 909.8 Exhaust method. Where approved by the fire code official, mechanical smoke control for large enclosed vol- umes, such as in atriums or malls, shall be permitted to utilize the exhaust method. Smoke control systems using the exhaust method shall be designed in accordance with NFPA 92.

[F] 909.8.1 Smoke layer. The height of the lowest hori- zontal surface of the smoke layer interface shall be main- tained not less than 6 feet (1829 mm) above a walking surface that forms a portion of a required egress system within the smoke zone.

[F] 909.9 Design fire. The design fire shall be based on a rational analysis performed by the registered design profes- sional and approved by the fire code official. The design fire shall be based on the analysis in accordance with Section 909.4 and this section.

[F] 909.9.1 Factors considered. The engineering analysis shall include the characteristics of the fuel, fuel load, effects included by the fire and whether the fire is likely to be steady or unsteady.

[F] 909.9.2 Design fire fuel. Determination of the design fire shall include consideration of the type of fuel, fuel spacing and configuration.

[F] 909.9.3 Heat-release assumptions. The analysis shall make use of best available data from approved sources and shall not be based on excessively stringent limitations of combustible material.

[F] 909.9.4 Sprinkler effectiveness assumptions. A doc- umented engineering analysis shall be provided for condi- tions that assume fire growth is halted at the time of sprinkler activation.

[F] 909.10 Equipment. Equipment including, but not limited to, fans, ducts, automatic dampers and balance dampers, shall be suitable for its intended use, suitable for the probable

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exposure temperatures that the rational analysis indicates and as approved by the fire code official.

[F] 909.10.1 Exhaust fans. Components of exhaust fans shall be rated and certified by the manufacturer for the probable temperature rise to which the components will be exposed. This temperature rise shall be computed by:

Ts = (Qc/mc) + (Ta) (Equation 9-2)

where:

c = Specific heat of smoke at smoke layer temperature, Btu/lb°F (kJ/kg · K).

m = Exhaust rate, pounds per second (kg/s).

Qc = Convective heat output of fire, Btu/s (kW).

Ta = Ambient temperature, °F (K).

Ts = Smoke temperature, °F (K).

Exception: Reduced Ts as calculated based on the assurance of adequate dilution air.

[F] 909.10.2 Ducts. Duct materials and joints shall be capable of withstanding the probable temperatures and pressures to which they are exposed as determined in accordance with Section 909.10.1. Ducts shall be con- structed and supported in accordance with the Florida Building Code, Mechanical. Ducts shall be leak tested to 1.5 times the maximum design pressure in accordance with nationally accepted practices. Measured leakage shall not exceed 5 percent of design flow. Results of such test- ing shall be a part of the documentation procedure. Ducts shall be supported directly from fire-resistance-rated struc- tural elements of the building by substantial, noncombusti- ble supports.

Exception: Flexible connections, for the purpose of vibration isolation, complying with the Florida Build- ing Code, Mechanical and that are constructed of approved fire-resistance-rated materials.

[F] 909.10.3 Equipment, inlets and outlets. Equipment shall be located so as to not expose uninvolved portions of the building to an additional fire hazard. Outside air inlets shall be located so as to minimize the potential for intro- ducing smoke or flame into the building. Exhaust outlets shall be so located as to minimize reintroduction of smoke into the building and to limit exposure of the building or adjacent buildings to an additional fire hazard.

[F] 909.10.4 Automatic dampers. Automatic dampers, regardless of the purpose for which they are installed within the smoke control system, shall be listed and con- form to the requirements of approved, recognized stan- dards.

[F] 909.10.5 Fans. In addition to other requirements, belt- driven fans shall have 1.5 times the number of belts required for the design duty, with the minimum number of belts being two. Fans shall be selected for stable perfor- mance based on normal temperature and, where applica- ble, elevated temperature. Calculations and manufacturer’s fan curves shall be part of the documentation procedures. Fans shall be supported and restrained by noncombustible

devices in accordance with the requirements of Chapter 16.

Motors driving fans shall not be operated beyond their nameplate horsepower (kilowatts), as determined from measurement of actual current draw, and shall have a min- imum service factor of 1.15.

[F] 909.11 Standby power. Smoke control systems shall be provided with standby power in accordance with Section 2702.

909.11.1 Equipment room. The standby power source and its transfer switches shall be in a room separate from the normal power transformers and switch gears and venti- lated directly to and from the exterior. The room shall be enclosed with not less than 1-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

[F] 909.11.2 Power sources and power surges. Elements of the smoke control system relying on volatile memories or the like shall be supplied with uninterruptable power sources of sufficient duration to span 15-minute primary power interruption. Elements of the smoke control system susceptible to power surges shall be suitably protected by conditioners, suppressors or other approved means.

[F] 909.12 Detection and control systems. Fire detection systems providing control input or output signals to mechani- cal smoke control systems or elements thereof shall comply with the requirements of Section 907. Such systems shall be equipped with a control unit complying with UL 864 and listed as smoke control equipment.

909.12.1 Verification. Control systems for mechanical smoke control systems shall include provisions for verifi- cation. Verification shall include positive confirmation of actuation, testing, manual override and the presence of power downstream of all disconnects. A preprogrammed weekly test sequence shall report abnormal conditions audibly, visually and by printed report. The prepro- grammed weekly test shall operate all devices, equipment and components used for smoke control.

Exception: Where verification of individual compo- nents tested through the preprogrammed weekly testing sequence will interfere with, and produce unwanted effects to, normal building operation, such individual components are permitted to be bypassed from the pre- programmed weekly testing, where approved by the building official and in accordance with both of the fol- lowing:

1. Where the operation of components is bypassed from the preprogrammed weekly test, presence of power downstream of all disconnects shall be verified weekly by a listed control unit.

2. Testing of all components bypassed from the pre- programmed weekly test shall be in accordance with the Florida Fire Prevention Code.

[F] 909.12.2 Wiring. In addition to meeting requirements of NFPA 70, all wiring, regardless of voltage, shall be fully enclosed within continuous raceways.

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[F] 909.12.3 Activation. Smoke control systems shall be activated in accordance with this section.

[F] 909.12.3.1 Pressurization, airflow or exhaust method. Mechanical smoke control systems using the pressurization, airflow or exhaust method shall have completely automatic control.

[F] 909.12.3.2 Passive method. Passive smoke control systems actuated by approved spot-type detectors listed for releasing service shall be permitted.

[F] 909.12.4 Automatic control. Where completely auto- matic control is required or used, the automatic-control sequences shall be initiated from an appropriately zoned automatic sprinkler system complying with Section 903.3.1.1, manual controls that are readily accessible to the fire department and any smoke detectors required by engineering analysis.

[F] 909.13 Control air tubing. Control air tubing shall be of sufficient size to meet the required response times. Tubing shall be flushed clean and dry prior to final connections and shall be adequately supported and protected from damage. Tubing passing through concrete or masonry shall be sleeved and protected from abrasion and electrolytic action.

[F] 909.13.1 Materials. Control-air tubing shall be hard- drawn copper, Type L, ACR in accordance with ASTM B42, ASTM B43, ASTM B68, ASTM B88, ASTM B251 and ASTM B280. Fittings shall be wrought copper or brass, solder type in accordance with ASME B16.18 or ASME B16.22. Changes in direction shall be made with appropriate tool bends. Brass compression-type fittings shall be used at final connection to devices; other joints shall be brazed using a BCuP-5 brazing alloy with solidus above 1,100°F (593°C) and liquids below 1,500°F (816°C). Brazing flux shall be used on copper-to-brass joints only.

Exception: Nonmetallic tubing used within control panels and at the final connection to devices provided all of the following conditions are met:

1. Tubing shall comply with the requirements of Section 602.2.1.3 of the Florida Building Code, Mechanical.

2. Tubing and connected devices shall be com- pletely enclosed within a galvanized or paint- grade steel enclosure having a minimum thick- ness of 0.0296 inch (0.7534 mm) (No. 22 gage). Entry to the enclosure shall be by copper tubing with a protective grommet of neoprene or Teflon or by suitable brass compression to male barbed adapter.

3. Tubing shall be identified by appropriately docu- mented coding.

4. Tubing shall be neatly tied and supported within the enclosure.Tubing bridging cabinets and doors or moveable devices shall be of sufficient length to avoid tension and excessive stress. Tubing shall be protected against abrasion. Tubing serv-

ing devices on doors shall be fastened along hinges.

[F] 909.13.2 Isolation from other functions. Control tub- ing serving other than smoke control functions shall be isolated by automatic isolation valves or shall be an inde- pendent system.

[F] 909.13.3 Testing. Control air tubing shall be tested at three times the operating pressure for not less than 30 min- utes without any noticeable loss in gauge pressure prior to final connection to devices.

[F] 909.14 Marking and identification. The detection and control systems shall be clearly marked at all junctions, accesses and terminations.

[F] 909.15 Control diagrams. Identical control diagrams showing all devices in the system and identifying their loca- tion and function shall be maintained current and kept on file with the fire code official, the fire department and in the fire command center in a format and manner approved by the fire chief.

[F] 909.16 Fire fighter’s smoke control panel. A fire fighter’s smoke control panel for fire department emergency response purposes only shall be provided and shall include manual control or override of automatic control for mechani- cal smoke control systems. The panel shall be located in a fire command center complying with Section 911 in high-rise buildings or buildings with smoke-protected assembly seat- ing. In all other buildings, the fire fighter’s smoke control panel shall be installed in an approved location adjacent to the fire alarm control panel. The fire fighter’s smoke control panel shall comply with Sections 909.16.1 through 909.16.3.

[F] 909.16.1 Smoke control systems. Fans within the building shall be shown on the fire fighter’s control panel. A clear indication of the direction of airflow and the rela- tionship of components shall be displayed. Status indica- tors shall be provided for all smoke control equipment, annunciated by fan and zone, and by pilot-lamp-type indi- cators as follows:

1. Fans, dampers and other operating equipment in their normal status—WHITE.

2. Fans, dampers and other operating equipment in their off or closed status—RED.

3. Fans, dampers and other operating equipment in their on or open status—GREEN.

4. Fans, dampers and other operating equipment in a fault status—YELLOW/AMBER.

[F] 909.16.2 Smoke control panel. The fire fighter’s con- trol panel shall provide control capability over the com- plete smoke control system equipment within the building as follows:

1. ON-AUTO-OFF control over each individual piece of operating smoke control equipment that can also be controlled from other sources within the building. This includes stairway pressurization fans; smoke exhaust fans; supply, return and exhaust fans; eleva- tor shaft fans and other operating equipment used or intended for smoke control purposes.

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2. OPEN-AUTO-CLOSE control over individual dampers relating to smoke control and that are also controlled from other sources within the building.

3. ON-OFF or OPEN-CLOSE control over smoke con- trol and other critical equipment associated with a fire or smoke emergency and that can only be con- trolled from the fire fighter’s control panel.

Exceptions:

1. Complex systems, where approved, where the controls and indicators are combined to control and indicate all elements of a single smoke zone as a unit.

2. Complex systems, where approved, where the control is accomplished by computer interface using approved, plain English commands.

[F] 909.16.3 Control action and priorities. The fire- fighter’s control panel actions shall be as follows:

1. ON-OFF and OPEN-CLOSE control actions shall have the highest priority of any control point within the building. Once issued from the fire fighter’s con- trol panel, automatic or manual control from any other control point within the building shall not con- tradict the control action. Where automatic means are provided to interrupt normal, nonemergency equipment operation or produce a specific result to safeguard the building or equipment including, but not limited to, duct freezestats, duct smoke detec- tors, high-temperature cutouts, temperature-actuated linkage and similar devices, such means shall be capable of being overridden by the fire fighter’s control panel. The last control action as indicated by each fire fighter’s control panel switch position shall prevail. Control actions shall not require the smoke control system to assume more than one configura- tion at any one time.

Exception: Power disconnects required by NFPA 70.

2. Only the AUTO position of each three-position fire- fighter’s control panel switch shall allow automatic or manual control action from other control points within the building. The AUTO position shall be the NORMAL, nonemergency, building control posi- tion. Where a fire fighter’s control panel is in the AUTO position, the actual status of the device (on, off, open, closed) shall continue to be indicated by the status indicator described in Section 909.16.1. Where directed by an automatic signal to assume an emergency condition, the NORMAL position shall become the emergency condition for that device or group of devices within the zone. Control actions shall not require the smoke control system to assume more than one configuration at any one time.

[F] 909.17 System response time. Smoke-control system activation shall be initiated immediately after receipt of an appropriate automatic or manual activation command. Smoke control systems shall activate individual components (such as dampers and fans) in the sequence necessary to prevent phys-

ical damage to the fans, dampers, ducts and other equipment. For purposes of smoke control, the fire fighter’s control panel response time shall be the same for automatic or manual smoke control action initiated from any other building control point. The total response time, including that necessary for detection, shutdown of operating equipment and smoke con- trol system startup, shall allow for full operational mode to be achieved before the conditions in the space exceed the design smoke condition. The system response time for each compo- nent and their sequential relationships shall be detailed in the required rational analysis and verification of their installed condition reported in the required final report.

[F] 909.18 Acceptance testing. Devices, equipment, compo- nents and sequences shall be individually tested. These tests, in addition to those required by other provisions of this code, shall consist of determination of function, sequence and, where applicable, capacity of their installed condition.

[F] 909.18.1 Detection devices. Smoke or fire detectors that are a part of a smoke control system shall be tested in accordance with Chapter 9 in their installed condition. Where applicable, this testing shall include verification of airflow in both minimum and maximum conditions.

[F] 909.18.2 Ducts. Ducts that are part of a smoke control system shall be traversed using generally accepted prac- tices to determine actual air quantities.

[F] 909.18.3 Dampers. Dampers shall be tested for func- tion in their installed condition.

[F] 909.18.4 Inlets and outlets. Inlets and outlets shall be read using generally accepted practices to determine air quantities.

[F] 909.18.5 Fans. Fans shall be examined for correct rotation. Measurements of voltage, amperage, revolutions per minute (rpm) and belt tension shall be made.

[F] 909.18.6 Smoke barriers. Measurements using inclined manometers or other approved calibrated measur- ing devices shall be made of the pressure differences across smoke barriers. Such measurements shall be con- ducted for each possible smoke control condition.

[F] 909.18.7 Controls. Each smoke zone equipped with an automatic-initiation device shall be put into operation by the actuation of one such device. Each additional device within the zone shall be verified to cause the same sequence without requiring the operation of fan motors in order to prevent damage. Control sequences shall be veri- fied throughout the system, including verification of over- ride from the fire-fighter’s control panel and simulation of standby power conditions.

[F] 909.18.8 Testing for smoke control. Smoke control systems shall be tested by a special inspector.

[F] 909.18.8.1 Scope of testing. Testing shall be con- ducted in accordance with the following:

1. During erection of ductwork and prior to conceal- ment for the purposes of leakage testing and recording of device location.

2. Prior to occupancy and after sufficient comple- tion for the purposes of pressure-difference test-

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ing, flow measurements, and detection and control verification.

[F] 909.18.8.2 Qualifications. Approved agencies for smoke control testing shall have expertise in fire pro- tection engineering, mechanical engineering and certi- fication as air balancers.

[F] 909.18.8.3 Reports. A complete report of testing shall be prepared by the approved agency. The report shall include identification of all devices by manufac- turer, nameplate data, design values, measured values and identification tag or mark. The report shall be reviewed by the responsible registered design profes- sional and, when satisfied that the design intent has been achieved, the responsible registered design pro- fessional shall sign, seal and date the report.

[F] 909.18.8.3.1 Report filing. A copy of the final report shall be filed with the fire code official and an identical copy shall be maintained in an approved location at the building.

[F] 909.18.9 Identification and documentation. Charts, drawings and other documents identifying and locating each component of the smoke control system, and describ- ing its proper function and maintenance requirements, shall be maintained on file at the building as an attachment to the report required by Section 909.18.8.3. Devices shall have an approved identifying tag or mark on them consis- tent with the other required documentation and shall be dated indicating the last time they were successfully tested and by whom.

[F] 909.19 System acceptance. Buildings, or portions thereof, required by this code to comply with this section shall not be issued a certificate of occupancy until such time that the fire code official determines that the provisions of this section have been fully complied with and that the fire department has received satisfactory instruction on the opera- tion, both automatic and manual, of the system and a written maintenance program complying with the requirements of the Florida Fire Prevention Code has been submitted and approved by the fire code official.

Exception: In buildings of phased construction, a tempo- rary certificate of occupancy, as approved by the fire code official, shall be allowed provided that those portions of the building to be occupied meet the requirements of this section and that the remainder does not pose a significant hazard to the safety of the proposed occupants or adjacent buildings.

909.20 Smokeproof enclosures. Where required by Section 1023.11, a smokeproof enclosure shall be constructed in accordance with this section. A smokeproof enclosure shall consist of an interior exit stairway or ramp that is enclosed in accordance with the applicable provisions of Section 1023 and an open exterior balcony or ventilated vestibule meeting the requirements of this section. Where access to the roof is required by the Florida Fire Prevention Code, such access shall be from the smokeproof enclosure where a smokeproof enclosure is required.

909.20.1 Access. Access to the stairway or ramp shall be by way of a vestibule or an open exterior balcony. The minimum dimension of the vestibule shall be not less than the required width of the corridor leading to the vestibule but shall not have a width of less than 44 inches (1118 mm) and shall not have a length of less than 72 inches (1829 mm) in the direction of egress travel.

909.20.2 Construction. The smokeproof enclosure shall be separated from the remainder of the building by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accor- dance with Section 711, or both. Openings are not permit- ted other than the required means of egress doors. The vestibule shall be separated from the stairway or ramp by not less than 2-hour fire barriers constructed in accor- dance with Section 707 or horizontal assemblies con- structed in accordance with Section 711, or both. The open exterior balcony shall be constructed in accordance with the fire-resistance rating requirements for floor assem- blies.

909.20.2.1 Door closers. Doors in a smokeproof enclo- sure shall be self- or automatic closing by actuation of a smoke detector in accordance with Section 716.5.9.3 and shall be installed at the floor-side entrance to the smokeproof enclosure. The actuation of the smoke detector on any door shall activate the closing devices on all doors in the smokeproof enclosure at all levels. Smoke detectors shall be installed in accordance with Section 907.3.

909.20.3 Natural ventilation alternative. The provisions of Sections 909.20.3.1 through 909.20.3.3 shall apply to ventilation of smokeproof enclosures by natural means.

909.20.3.1 Balcony doors. Where access to the stair- way or ramp is by way of an open exterior balcony, the door assembly into the enclosure shall be a fire door assembly in accordance with Section 716.5.

909.20.3.2 Vestibule doors. Where access to the stair- way or ramp is by way of a vestibule, the door assem- bly into the vestibule shall be a fire door assembly complying with Section 716.5. The door assembly from the vestibule to the stairway shall have not less than a 20-minute fire protection rating complying with Sec- tion 716.5.

909.20.3.3 Vestibule ventilation. Each vestibule shall have a minimum net area of 16 square feet (1.5 m2) of opening in a wall facing an outer court, yard or public way that is not less than 20 feet (6096 mm) in width.

909.20.4 Mechanical ventilation alternative. The provi- sions of Sections 909.20.4.1 through 909.20.4.4 shall apply to ventilation of smokeproof enclosures by mechan- ical means.

909.20.4.1 Vestibule doors. The door assembly from the building into the vestibule shall be a fire door assembly complying with Section 716.5.3. The door assembly from the vestibule to the stairway or ramp shall not have less than a 20-minute fire protection rat- ing and shall meet the requirements for a smoke door

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assembly in accordance with Section 716.5.3. The door shall be installed in accordance with NFPA 105.

909.20.4.2 Vestibule ventilation. The vestibule shall be supplied with not less than one air change per min- ute and the exhaust shall be not less than 150 percent of supply. Supply air shall enter and exhaust air shall dis- charge from the vestibule through separate, tightly con- structed ducts used only for that purpose. Supply air shall enter the vestibule within 6 inches (152 mm) of the floor level. The top of the exhaust register shall be located at the top of the smoke trap but not more than 6 inches (152 mm) down from the top of the trap, and shall be entirely within the smoke trap area. Doors in the open position shall not obstruct duct openings. Duct openings with controlling dampers are permitted where necessary to meet the design requirements, but dampers are not otherwise required.

909.20.4.2.1 Engineered ventilation system. Where a specially engineered system is used, the system shall exhaust a quantity of air equal to not less than 90 air changes per hour from any vestibule in the emergency operation mode and shall be sized to handle three vestibules simultaneously. Smoke detectors shall be located at the floor-side entrance to each vestibule and shall activate the system for the affected vestibule. Smoke detectors shall be installed in accordance with Section 907.3.

909.20.4.3 Smoke trap. The vestibule ceiling shall be not less than 20 inches (508 mm) higher than the door opening into the vestibule to serve as a smoke and heat trap and to provide an upward-moving air column. The height shall not be decreased unless approved and justi- fied by design and test.

909.20.4.4 Stairway or ramp shaft air movement system. The stairway or ramp shaft shall be provided with a dampered relief opening and supplied with suffi- cient air to maintain a minimum positive pressure of 0.10 inch of water (25 Pa) in the shaft relative to the vestibule with all doors closed.

909.20.5 Stairway and ramp pressurization alternative. Where the building is equipped throughout with an auto- matic sprinkler system in accordance with Section 903.3.1.1, the vestibule is not required, provided each inte- rior exit stairway or ramp is pressurized to not less than 0.10 inch of water (25 Pa) and not more than 0.35 inches of water (87 Pa) in the shaft relative to the building mea- sured with all interior exit stairway and ramp doors closed under maximum anticipated conditions of stack effect and wind effect.

909.20.6 Ventilating equipment. The activation of venti- lating equipment required by the alternatives in Sections 909.20.4 and 909.20.5 shall be by smoke detectors installed at each floor level at an approved location at the entrance to the smokeproof enclosure. When the closing device for the stairway and ramp shaft and vestibule doors is activated by smoke detection or power failure, the mechanical equipment shall activate and operate at the

required performance levels. Smoke detectors shall be installed in accordance with Section 907.3.

909.20.6.1 Ventilation systems. Smokeproof enclo- sure ventilation systems shall be independent of other building ventilation systems. The equipment, control wiring, power wiring and ductwork shall comply with one of the following:

1. Equipment, control wiring, power wiring and ductwork shall be located exterior to the building and directly connected to the smokeproof enclo- sure or connected to the smokeproof enclosure by ductwork enclosed by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

2. Equipment, control wiring, power wiring and ductwork shall be located within the smokeproof enclosure with intake or exhaust directly from and to the outside or through ductwork enclosed by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Sec- tion 711, or both.

3. Equipment, control wiring, power wiring and ductwork shall be located within the building if separated from the remainder of the building, including other mechanical equipment, by not less than 2-hour fire barriers constructed in accordance with Section 707 or horizontal assemblies constructed in accordance with Sec- tion 711, or both.

Exceptions:

1. Control wiring and power wiring utilizing a 2- hour rated cable.

2. Where encased with not less than 2 inches (51 mm) of concrete.

3. Control wiring and power wiring protected by a listed electrical circuit protective system with a fire-resistance rating of not less than 2 hours.

909.20.6.2 Standby power. Mechanical vestibule and stairway and ramp shaft ventilation systems and auto- matic fire detection systems shall be provided with standby power in accordance with Section 2702.

909.20.6.3 Acceptance and testing. Before the mechanical equipment is approved, the system shall be tested in the presence of the building official to confirm that the system is operating in compliance with these requirements.

909.21 Elevator hoistway pressurization alternative. Where elevator hoistway pressurization is provided in lieu of required enclosed elevator lobbies, the pressurization system shall comply with Sections 909.21.1 through 909.21.11.

909.21.1 Pressurization requirements. Elevator hoist- ways shall be pressurized to maintain a minimum positive pressure of 0.10 inch of water (25 Pa) and a maximum

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positive pressure of 0.25 inch of water (67 Pa) with respect to adjacent occupied space on all floors. This pressure shall be measured at the midpoint of each hoistway door, with all elevator cars at the floor of recall and all hoistway doors on the floor of recall open and all other hoistway doors closed. The pressure differentials shall be measured between the hoistway and the adjacent elevator landing. The opening and closing of hoistway doors at each level must be demonstrated during this test. The supply air intake shall be from an outside, uncontaminated source located a minimum distance of 20 feet (6096 mm) from any air exhaust system or outlet.

Exceptions:

1. On floors containing only Group R occupancies, the pressure differential is permitted to be mea- sured between the hoistway and a dwelling unit or sleeping unit.

2. Where an elevator opens into a lobby enclosed in accordance with Section 3007.6 or 3008.6, the pressure differential is permitted to be measured between the hoistway and the space immediately outside the door(s) from the floor to the enclosed lobby.

3. The pressure differential is permitted to be mea- sured relative to the outdoor atmosphere on floors other than the following:

3.1. The fire floor.

3.2. The two floors immediately below the fire floor.

3.3. The floor immediately above the fire floor.

4. The minimum positive pressure of 0.10 inch of water (25 Pa) and a maximum positive pressure of 0.25 inch of water (67 Pa) with respect to occupied floors are not required at the floor of recall with the doors open.

909.21.1.1 Use of ventilation systems. Ventilation sys- tems, other than hoistway supply air systems, are per- mitted to be used to exhaust air from adjacent spaces on the fire floor, two floors immediately below and one floor immediately above the fire floor to the building’s exterior where necessary to maintain positive pressure relationships as required in Section 909.21.1 during operation of the elevator shaft pressurization system.

909.21.2 Rational analysis. A rational analysis comply- ing with Section 909.4 shall be submitted with the con- struction documents.

909.21.3 Ducts for system. Any duct system that is part of the pressurization system shall be protected with the same fire-resistance rating as required for the elevator shaft enclosure.

909.21.4 Fan system. The fan system provided for the pressurization system shall be as required by Sections 909.21.4.1 through 909.21.4.4.

909.21.4.1 Fire resistance. Where located within the building, the fan system that provides the pressuriza-

tion shall be protected with the same fire-resistance rating required for the elevator shaft enclosure.

909.21.4.2 Smoke detection. The fan system shall be equipped with a smoke detector that will automatically shut down the fan system when smoke is detected within the system.

909.21.4.3 Separate systems. A separate fan system shall be used for each elevator hoistway.

909.21.4.4 Fan capacity. The supply fan shall be either adjustable with a capacity of not less than 1,000 cfm (0.4719 m3/s) per door, or that specified by a registered design professional to meet the requirements of a designed pressurization system.

909.21.5 Standby power. The pressurization system shall be provided with standby power in accordance with Sec- tion 2702.

909.21.6 Activation of pressurization system. The eleva- tor pressurization system shall be activated upon activa- tion of either the building fire alarm system or the elevator lobby smoke detectors. Where both a building fire alarm system and elevator lobby smoke detectors are present, each shall be independently capable of activating the pres- surization system.

909.21.7 Testing. Testing for performance shall be required in accordance with Section 909.18.8. System acceptance shall be in accordance with Section 909.19.

909.21.8 Marking and identification. Detection and con- trol systems shall be marked in accordance with Section 909.14.

909.21.9 Control diagrams. Control diagrams shall be provided in accordance with Section 909.15.

909.21.10 Control panel. A control panel complying with Section 909.16 shall be provided.

909.21.11 System response time. Hoistway pressuriza- tion systems shall comply with the requirements for smoke control system response time in Section 909.17.

SECTION 910 SMOKE AND HEAT REMOVAL

[F] 910.1 General. Where required by this code, smoke and heat vents or mechanical smoke removal systems shall con- form to the requirements of this section.

[F] 910.2 Where required. Smoke and heat vents or a mechanical smoke removal system shall be installed as required by Sections 910.2.1 and 910.2.2.

Exceptions:

1. Frozen food warehouses used solely for storage of Class I and II commodities where protected by an approved automatic sprinkler system.

2. Smoke and heat removal shall not be required in areas of buildings equipped with early suppression fast-response (ESFR) sprinklers.

3. Smoke and heat removal shall not be required in areas of buildings equipped with control mode spe-

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cial application sprinklers with a response time index of 50 (m · s)1/2 or less that are listed to control a fire in stored commodities with 12 or fewer sprinklers.

910.2.1 Group F-1 or S-1. Smoke and heat vents installed in accordance with Section 910.3 or a mechanical smoke removal system installed in accordance with Section 910.4 shall be installed in buildings and portions thereof used as a Group F-1 or S-1 occupancy having more than 50,000 square feet (4645 m2) of undivided area. In occupied por- tions of a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 where the upper surface of the story is not a roof assembly, a mechanical smoke removal system in accordance with Section 910.4 shall be installed.

Exception: Group S-1 aircraft repair hangars.

[F] 910.2.2 High-piled combustible storage. Smoke and heat removal required by the Florida Fire Prevention Code for buildings and portions thereof containing high- piled combustible storage shall be installed in accordance with Section 910.3 in unsprinklered buildings. In buildings and portions thereof containing high-piled combustible storage equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, a smoke and heat removal system shall be installed in accordance with Section 910.3 or 910.4. In occupied portions of a building equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, where the upper sur- face of the story is not a roof assembly, a mechanical smoke removal system in accordance with Section 910.4 shall be installed.

[F] 910.3 Smoke and heat vents. The design and installation of smoke and heat vents shall be in accordance with Sections 910.3.1 through 910.3.3.

[F] 910.3.1 Listing and labeling. Smoke and heat vents shall be listed and labeled to indicate compliance with UL 793 or FM 4430.

[F] 910.3.2 Smoke and heat vent locations. Smoke and heat vents shall be located 20 feet (6096 mm) or more from adjacent lot lines and fire walls and 10 feet (3048 mm) or more from fire barriers. Vents shall be uniformly located within the roof in the areas of the building where the vents are required to be installed by Section 910.2 with consideration given to roof pitch, sprinkler location and structural members.

910.3.3 Smoke and heat vents area. The required aggre- gate area of smoke and heat vents shall be calculated as follows:

For buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1:

AVR = V/9000 (Equation 9-3)

where:

AVR = The required aggregate vent area (ft 2).

V = Volume (ft3) of the area that requires smoke removal.

For unsprinklered buildings:

AVR = AFA/50 (Equation 9-4)

where:

AVR = The required aggregate vent area (ft 2).

AFA = The area of the floor in the area that requires smoke removal.

[F] 910.4 Mechanical smoke removal systems. Mechanical smoke removal systems shall be designed and installed in accordance with Sections 910.4.1 through 910.4.7.

910.4.1 Automatic sprinklers required. The building shall be equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1.

910.4.2 Exhaust fan construction. Exhaust fans that are part of a mechanical smoke removal system shall be rated for operation at 221°F (105°C). Exhaust fan motors shall be located outside of the exhaust fan air stream.

910.4.3 System design criteria. The mechanical smoke removal system shall be sized to exhaust the building at a minimum rate of two air changes per hour based upon the volume of the building or portion thereof without contents. The capacity of each exhaust fan shall not exceed 30,000 cubic feet per minute (14.2 m3/sec).

910.4.3.1 Makeup air. Makeup air openings shall be provided within 6 feet (1829 mm) of the floor level. Operation of makeup air openings shall be manual or automatic. The minimum gross area of makeup air inlets shall be 8 square feet per 1,000 cubic feet per minute (0.74 m2 per 0.4719 m3/s) of smoke exhaust.

910.4.4 Activation. The mechanical smoke removal sys- tem shall be activated by manual controls only.

910.4.5 Manual control location. Manual controls shall be located so as to be accessible to the fire service from an exterior door of the building and protected against interior fire exposure by not less than 1-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

[F] 910.4.6 Control wiring. Wiring for operation and control of mechanical smoke removal systems shall be connected ahead of the main disconnect in accordance with Section 701.12E of NFPA 70 and be protected against interior fire exposure to temperatures in excess of 1,000°F (538°C) for a period of not less than 15 minutes.

[F] 910.4.7 Controls. Where building air-handling and mechanical smoke removal systems are combined or where independent building air-handling systems are pro- vided, fans shall automatically shut down in accordance with the Florida Building Code, Mechanical. The manual controls provided for the smoke removal system shall have the capability to override the automatic shutdown of fans that are part of the smoke removal system.

910.5 Maintenance. Smoke and heat vents and mechanical smoke removal systems shall be maintained in accordance with the Florida Fire Prevention Code.

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SECTION 911 FIRE COMMAND CENTER

[F] 911.1 General. Where required by other sections of this code and in buildings classified as high-rise buildings by this code, a fire command center for fire department operations shall be provided and shall comply with Sections 911.1.1 through 911.1.6.

[F] 911.1.1 Location and access. The location and acces- sibility of the fire command center shall be approved by the fire chief.

[F] 911.1.2 Separation. The fire command center shall be separated from the remainder of the building by not less than a 1-hour fire barrier constructed in accordance with Section 707 or horizontal assembly constructed in accor- dance with Section 711, or both.

[F] 911.1.3 Size. The room shall be not less than 200 square feet (19 m2) with a minimum dimension of 10 feet (3048 mm).

[F] 911.1.4 Layout approval. A layout of the fire com- mand center and all features required by this section to be contained therein shall be submitted for approval prior to installation.

[F] 911.1.5 Storage. Storage unrelated to operation of the fire command center shall be prohibited.

[F] 911.1.6 Required features. The fire command center shall comply with NFPA 72 and shall contain all of the following features:

1. The emergency voice/alarm communication sys- tem control unit.

2. The fire department communications system.

3. Fire detection and alarm system annunciator.

4. Annunciator unit visually indicating the location of the elevators and whether they are operational.

5. Status indicators and controls for air distribution systems.

6. The fire fighter’s control panel required by Section 909.16 for smoke control systems installed in the building.

7. Controls for unlocking interior exit stairway doors simultaneously.

8. Sprinkler valve and waterflow detector display panels.

9. Emergency and standby power status indicators.

10. A telephone for fire department use with con- trolled access to the public telephone system.

11. Fire pump status indicators.

12. Schematic building plans indicating the typical floor plan and detailing the building core, means of egress, fire protection systems, fire fighter air replenishment system, fire-fighting equipment and fire department access and the location of fire walls, fire barriers, fire partitions, smoke barriers and smoke partitions.

13. An approved Building Information Card that con- tains, but is not limited to, the following informa- tion:

13.1. General building information that includes: property name, address, the number of floors in the building above and below grade, use and occupancy classification (for mixed uses, identify the different types of occupancies on each floor), and the esti- mated building population during the day, night and weekend.

13.2. Building emergency contact information that includes: a list of the building’s emer- gency contacts including but not limited to building manager and building engineer and their respective work phone number, cell phone number, e-mail address.

13.3. Building construction information that includes: the type of building construction including but not limited to floors, walls, columns, and roof assembly.

13.4. Exit access and exit stairway information that includes: number of exit access and exit stairways in the building, each exit access and exit stairway designation and floors served, location where each exit access and exit stairway discharges, inte- rior exit stairways that are pressurized, exit stairways provided with emergency light- ing, each exit stairway that allows reentry, exit stairways providing roof access; eleva- tor information that includes: number of elevator banks, elevator bank designation, elevator car numbers and respective floors that they serve; location of elevator machine rooms, control rooms and control spaces; location of sky lobby, location of freight elevator banks.

13.5. Building services and system information that includes: location of mechanical rooms, location of building management system, location and capacity of all fuel oil tanks, location of emergency generator, location of natural gas service.

13.6. Fire protection system information that includes: location of standpipes, location of fire pump room, location of fire department connections, floors protected by automatic sprinklers, location of different types of automatic sprinkler systems installed including, but not limited to, dry, wet and pre-action.

13.7 Hazardous material information that includes: location of hazardous material, quantity of hazardous material.

14. Work table.

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15. Generator supervision devices, manual start and transfer features.

16. Public address system, where specifically required by other sections of this code.

17. Elevator fire recall switch in accordance with ASME A17.1/BSA 44.

18. Elevator emergency or standby power selector switch(es), where emergency or standby power is provided.

SECTION 912 FIRE DEPARTMENT CONNECTIONS

[F] 912.1 Installation. Fire department connections shall be installed in accordance with the NFPA standard applicable to the system design and shall comply with Sections 912.2 through 912.6.

[F] 912.2 Location. With respect to hydrants, driveways, buildings and landscaping, fire department connections shall be so located that fire apparatus and hose connected to supply the system will not obstruct access to the buildings for other fire apparatus. The location of fire department connections shall be approved by the fire chief.

[F] 912.2.1 Visible location. Fire department connections shall be located on the street side of buildings, fully visible and recognizable from the street or nearest point of fire department vehicle access or as otherwise approved by the fire chief.

[F] 912.2.2 Existing buildings. On existing buildings, wherever the fire department connection is not visible to approaching fire apparatus, the fire department connection shall be indicated by an approved sign mounted on the street front or on the side of the building. Such sign shall have the letters “FDC” not less than 6 inches (152 mm) high and words in letters not less than 2 inches (51 mm) high or an arrow to indicate the location. Such signs shall be subject to the approval of the fire code official.

[F] 912.3 Fire hose threads. Fire hose threads used in con- nection with standpipe systems shall be approved and shall be compatible with fire department hose threads.

[F] 912.4 Access. Immediate access to fire department con- nections shall be maintained at all times and without obstruc- tion by fences, bushes, trees, walls or any other fixed or moveable object. Access to fire department connections shall be approved by the fire chief.

Exception: Fences, where provided with an access gate equipped with a sign complying with the legend require- ments of this section and a means of emergency operation. The gate and the means of emergency operation shall be approved by the fire chief and maintained operational at all times.

[F] 912.4.1 Locking fire department connection caps. The fire code official is authorized to require locking caps on fire department connections for water-based fire pro- tection systems where the responding fire department car- ries appropriate key wrenches for removal.

[F] 912.4.2 Clear space around connections. A working space of not less than 36 inches (762 mm) in width, 36 inches (914 mm) in depth and 78 inches (1981 mm) in height shall be provided and maintained in front of and to the sides of wall-mounted fire department connections and around the circumference of free-standing fire department connections, except as otherwise required or approved by the fire chief.

[F] 912.4.3 Physical protection. Where fire department connections are subject to impact by a motor vehicle, vehi- cle impact protection shall be provided in accordance with the Florida Fire Prevention Code.

[F] 912.5 Signs. A metal sign with raised letters not less than 1 inch (25 mm) in size shall be mounted on all fire depart- ment connections serving automatic sprinklers, standpipes or fire pump connections. Such signs shall read: AUTOMATIC SPRINKLERS or STANDPIPES or TEST CONNECTION or a combination thereof as applicable. Where the fire depart- ment connection does not serve the entire building, a sign shall be provided indicating the portions of the building served.

[P] 912.6 Backflow protection. The potable water supply to automatic sprinkler and standpipe systems shall be protected against backflow as required by the Florida Building Code, Plumbing.

SECTION 913 FIRE PUMPS

[F] 913.1 General. Where provided, fire pumps shall be installed in accordance with this section and NFPA 20.

[F] 913.2 Protection against interruption of service. The fire pump, driver and controller shall be protected in accor- dance with NFPA 20 against possible interruption of service through damage caused by explosion, fire, flood, earthquake, rodents, insects, windstorm, freezing, vandalism and other adverse conditions.

913.2.1 Protection of fire pump rooms. Fire pumps shall be located in rooms that are separated from all other areas of the building by 2-hour fire barriers constructed in accordance with Section 707 or 2-hour horizontal assem- blies constructed in accordance with Section 711, or both.

Exceptions:

1. In other than high-rise buildings, separation by 1- hour fire barriers constructed in accordance with Section 707 or 1-hour horizontal assemblies con- structed in accordance with Section 711, or both, shall be permitted in buildings equipped through- out with an automatic sprinkler system in accor- dance with Section 903.3.1.1 or 903.3.1.2.

2. Separation is not required for fire pumps physi- cally separated in accordance with NFPA 20.

[F] 913.2.2 Circuits supplying fire pumps. Cables used for survivability of circuits supplying fire pumps shall be listed in accordance with UL 2196. Electrical circuit pro- tective systems shall be installed in accordance with their listing requirements.

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[F] 913.3 Temperature of pump room. Suitable means shall be provided for maintaining the temperature of a pump room or pump house, where required, above 40°F (5°C).

[F] 913.3.1 Engine manufacturer’s recommendation. Temperature of the pump room, pump house or area where engines are installed shall never be less than the minimum recommended by the engine manufacturer. The engine manufacturer’s recommendations for oil heaters shall be followed.

[F] 913.4 Valve supervision. Where provided, the fire pump suction, discharge and bypass valves, and isolation valves on the backflow prevention device or assembly shall be super- vised open by one of the following methods:

1. Central-station, proprietary or remote-station signaling service.

2. Local signaling service that will cause the sounding of an audible signal at a constantly attended location.

3. Locking valves open.

4. Sealing of valves and approved weekly recorded inspection where valves are located within fenced enclosures under the control of the owner.

[F] 913.4.1 Test outlet valve supervision. Fire pump test outlet valves shall be supervised in the closed position.

[F] 913.5 Acceptance test. Acceptance testing shall be done in accordance with the requirements of NFPA 20.

SECTION 914 EMERGENCY RESPONDER SAFETY FEATURES

[F] 914.1 Shaftway markings. Vertical shafts shall be iden- tified as required by Sections 914.1.1 and 914.1.2.

[F] 914.1.1 Exterior access to shaftways. Outside open- ings accessible to the fire department and that open

directly on a hoistway or shaftway communicating between two or more floors in a building shall be plainly marked with the word “SHAFTWAY” in red letters not less than 6 inches (152 mm) high on a white background. Such warning signs shall be placed so as to be readily dis- cernible from the outside of the building.

[F] 914.1.2 Interior access to shaftways. Door or win- dow openings to a hoistway or shaftway from the interior of the building shall be plainly marked with the word “SHAFTWAY” in red letters not less than 6 inches (152 mm) high on a white background. Such warning signs shall be placed so as to be readily discernible.

Exception: Markings shall not be required on shaftway openings that are readily discernible as openings onto a shaftway by the construction or arrangement.

[F] 914.2 Equipment room identification. Fire protection equipment shall be identified in an approved manner. Rooms containing controls for air-conditioning systems, sprinkler risers and valves or other fire detection, suppression or con- trol elements shall be identified for the use of the fire depart- ment. Approved signs required to identify fire protection equipment and equipment location shall be constructed of durable materials, permanently installed and readily visible.

SECTION 915 CARBON MONOXIDE DETECTION

RESERVED

SECTION 916 EMERGENCY RESPONDER RADIO COVERAGE

[F] 916.1 General. Emergency responder radio coverage shall be provided in all new buildings in accordance with the Florida Fire Prevention Code.

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CHAPTER 10

MEANS OF EGRESS

SECTION 1001 ADMINISTRATION

1001.1 General. Buildings or portions thereof shall be pro- vided with a means of egress system as required by this chap- ter. The provisions of this chapter shall control the design, construction and arrangement of means of egress components required to provide an approved means of egress from struc- tures and portions thereof.

1001.2 Minimum requirements. It shall be unlawful to alter a building or structure in a manner that will reduce the num- ber of exits or the minimum width or required capacity of the means of egress to less than required by this code.

[F] 1001.3 Maintenance. Means of egress shall be main- tained in accordance with the Florida Fire Prevention Code.

[F] 1001.4 Fire safety and evacuation plans. Fire safety and evacuation plans shall be provided for all occupancies and buildings where required by the Florida Fire Prevention Code. Such fire safety and evacuation plans shall comply with the applicable provisions of the Florida Fire Prevention Code.

SECTION 1002 DEFINITIONS

1002.1 Definitions. The following terms are defined in Chap- ter 2:

ACCESSIBLE MEANS OF EGRESS.

AISLE.

AISLE ACCESSWAY.

ALTERNATING TREAD DEVICE.

AREA OF REFUGE.

BLEACHERS.

BREAKOUT.

COMMON PATH OF EGRESS TRAVEL.

CORRIDOR.

DOOR, BALANCED.

EGRESS COURT.

EMERGENCY ESCAPE AND RESCUE OPENING.

EXIT.

EXIT ACCESS.

EXIT ACCESS DOORWAY.

EXIT ACCESS RAMP.

EXIT ACCESS STAIRWAY.

EXIT DISCHARGE.

EXIT DISCHARGE, LEVEL OF.

EXIT, HORIZONTAL.

EXIT PASSAGEWAY.

EXTERIOR EXIT RAMP.

EXTERIOR EXIT STAIRWAY.

FIRE EXIT HARDWARE.

FIXED SEATING.

FLIGHT.

FLOOR AREA, GROSS.

FLOOR AREA, NET.

FOLDING AND TELESCOPIC SEATING.

GRANDSTAND.

GUARD.

HANDRAIL.

INTERIOR EXIT RAMP.

INTERIOR EXIT STAIRWAY.

LOW ENERGY POWER-OPERATED DOOR.

MEANS OF EGRESS.

MEANS OF ESCAPE.

MERCHANDISE PAD.

NOSING.

OCCUPANT LOAD.

OPEN-ENDED CORRIDOR.

PANIC HARDWARE.

PHOTOLUMINESCENT.

POWER-ASSISTED DOOR.

POWER-OPERATED DOOR.

PUBLIC WAY.

RAMP.

SCISSOR STAIRWAY.

SELF-LUMINOUS.

SMOKE-PROTECTED ASSEMBLY SEATING.

STAIR.

STAIRWAY.

STAIRWAY, SPIRAL.

WINDER.

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SECTION 1003 GENERAL MEANS OF EGRESS

1003.1 Applicability. The general requirements specified in Sections 1003 through 1015 shall apply to all three elements of the means of egress system, in addition to those specific requirements for the exit access, the exit and the exit dis- charge detailed elsewhere in this chapter.

1003.2 Ceiling height. The means of egress shall have a ceil- ing height of not less than 7 feet 6 inches (2286 mm).

Exceptions:

1. Sloped ceilings in accordance with Section 1208.2.

2. Ceilings of dwelling units and sleeping units within residential occupancies in accordance with Section 1208.2.

3. Allowable projections in accordance with Section 1003.3.

4. Stair headroom in accordance with Section 1011.3.

5. Door height in accordance with Section 1010.1.1.

6. Ramp headroom in accordance with Section 1012.5.2.

7. The clear height of floor levels in vehicular and pedestrian traffic areas of public and private parking garages in accordance with Section 406.4.1.

8. Areas above and below mezzanine floors in accor- dance with Section 505.2.

1003.3 Protruding objects. Protruding objects on circula- tion paths shall comply with the requirements of Sections 1003.3.1 through 1003.3.4.

1003.3.1 Headroom. Protruding objects are permitted to extend below the minimum ceiling height required by Sec- tion 1003.2 where a minimum headroom of 80 inches (2032 mm) is provided over any walking surface, includ- ing walks, corridors, aisles and passageways. Not more than 50 percent of the ceiling area of a means of egress shall be reduced in height by protruding objects.

Exception: Door closers and stops shall not reduce headroom to less than 78 inches (1981 mm).

A barrier shall be provided where the vertical clearance is less than 80 inches (2032 mm) high. The leading edge of such a barrier shall be located 27 inches (686 mm) maxi- mum above the floor.

1003.3.2 Post-mounted objects. A free-standing object mounted on a post or pylon shall not overhang that post or pylon more than 4 inches (102 mm) where the lowest point of the leading edge is more than 27 inches (686 mm) and less than 80 inches (2032 mm) above the walking sur- face. Where a sign or other obstruction is mounted between posts or pylons and the clear distance between the posts or pylons is greater than 12 inches (305 mm), the lowest edge of such sign or obstruction shall be 27 inches (686 mm) maximum or 80 inches (2032 mm) minimum above the finished floor or ground.

Exception: These requirements shall not apply to slop- ing portions of handrails between the top and bottom riser of stairs and above the ramp run.

1003.3.3 Horizontal projections. Objects with leading edges more than 27 inches (685 mm) and not more than 80 inches (2030 mm) above the floor shall not project hori- zontally more than 4 inches (102 mm) into the circulation path.

Exception: Handrails are permitted to protrude 41/2 inches (114 mm) from the wall.

1003.3.4 Clear width. Protruding objects shall not reduce the minimum clear width of accessible routes. (See the Florida Building Code, Accessibility.)

1003.4 Floor surface. Walking surfaces of the means of egress shall have a slip-resistant surface and be securely attached.

1003.5 Elevation change. Where changes in elevation of less than 12 inches (305 mm) exist in the means of egress, sloped surfaces shall be used. Where the slope is greater than one unit vertical in 20 units horizontal (5-percent slope), ramps complying with Section 1012 shall be used. Where the differ- ence in elevation is 6 inches (152 mm) or less, the ramp shall be equipped with either handrails or floor finish materials that contrast with adjacent floor finish materials.

Exceptions:

1. A single step with a maximum riser height of 7 inches (178 mm) is permitted for buildings with occupancies in Groups F, H, R-2, R-3, S and U at exterior doors not required to be accessible by Chapter 11.

2. A stair with a single riser or with two risers and a tread is permitted at locations not required to be accessible by Chapter 11 where the risers and treads comply with Section 1011.5, the minimum depth of the tread is 13 inches (330 mm) and not less than one handrail complying with Section 1014 is pro- vided within 30 inches (762 mm) of the centerline of the normal path of egress travel on the stair.

3. A step is permitted in aisles serving seating that has a difference in elevation less than 12 inches (305 mm) at locations not required to be accessible by Chapter 11, provided that the risers and treads com- ply with Section 1029.13 and the aisle is provided with a handrail complying with Section 1029.15.

Throughout a story in a Group I-2 occupancy, any change in elevation in portions of the means of egress that serve nonambulatory persons shall be by means of a ramp or sloped walkway.

1003.5.1 Accessibility. For accessibility provisions related to changes in levels, see the Florida Building Code, Accessibility.

1003.6 Means of egress continuity. The path of egress travel along a means of egress shall not be interrupted by a building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the minimum width or required capacity of a means of egress component except projections permitted by this chapter. The minimum width or required capacity of a means of egress system shall not be diminished along the path of egress travel.

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1003.7 Elevators, escalators and moving walks. Elevators, escalators and moving walks shall not be used as a compo- nent of a required means of egress from any other part of the building.

Exception: Elevators used as an accessible means of egress in accordance with Section 1009.

SECTION 1004 OCCUPANT LOAD

1004.1 Design occupant load. In determining means of egress requirements, the number of occupants for whom means of egress facilities are provided shall be determined in accordance with this section.

1004.1.1 Cumulative occupant loads. Where the path of egress travel includes intervening rooms, areas or spaces, cumulative occupant loads shall be determined in accor- dance with this section.

1004.1.1.1 Intervening spaces or accessory areas. Where occupants egress from one or more rooms, areas or spaces through others, the design occupant load shall be the combined occupant load of interconnected accessory or intervening spaces. Design of egress path capacity shall be based on the cumulative portion of occupant loads of all rooms, areas or spaces to that point along the path of egress travel.

1004.1.1.2 Adjacent levels for mezzanines. That por- tion of the occupant load of a mezzanine with required egress through a room, area or space on an adjacent level shall be added to the occupant load of that room, area or space.

1004.1.1.3 Adjacent stories. Other than for the egress components designed for convergence in accordance with Section 1005.6, the occupant load from separate stories shall not be added.

1004.1.2 Areas without fixed seating. The number of occupants shall be computed at the rate of one occupant per unit of area as prescribed in Table 1004.1.2. For areas without fixed seating, the occupant load shall be not less than that number determined by dividing the floor area under consideration by the occupant load factor assigned to the function of the space as set forth in Table 1004.1.2. Where an intended function is not listed in Table 1004.1.2, the building official shall establish a function based on a listed function that most nearly resembles the intended function.

Exception: Where approved by the building official, the actual number of occupants for whom each occu- pied space, floor or building is designed, although less than those determined by calculation, shall be permitted to be used in the determination of the design occupant load.

1004.2 Increased occupant load. The occupant load permit- ted in any building, or portion thereof, is permitted to be increased from that number established for the occupancies in Table 1004.1.2, provided that all other requirements of the code are met based on such modified number and the occu- pant load does not exceed one occupant per 7 square feet

TABLE 1004.1.2 MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT

For SI: 1 square foot = 0.0929 m2, 1 foot = 304.8 mm. a. Floor area in square feet per occupant.

FUNCTION OF SPACE OCCUPANT LOAD FACTORa

Accessory storage areas, mechanical equipment room

300 gross

Agricultural building 300 gross Aircraft hangars 500 gross

Airport terminal Baggage claim Baggage handling

Concourse Waiting areas

20 gross 300 gross 100 gross 15 gross

Assembly Gaming floors (keno, slots, etc.) Exhibit gallery and museum

11 gross 30 net

Assembly with fixed seats See Section 1004.4 Assembly without fixed seats

Concentrated (chairs only—not fixed)

Standing space Unconcentrated (tables and chairs)

7 net 5 net

15 net

Bowling centers, allow 5 persons for each lane including 15 feet of runway, and for additional areas

7 net

Business areas 100 gross Courtrooms—other than fixed seating areas

40 net

Day care 35 net Dormitories 50 gross Educational

Classroom area Shops and other vocational room areas

20 net 50 net

Exercise rooms 50 gross Group H-5 Fabrication and manufac- turing areas

200 gross

Industrial areas 100 gross Institutional areas

Inpatient treatment areas Outpatient areas Sleeping areas

240 gross 100 gross 120 gross

Kitchens, commercial 200 gross Library

Reading rooms Stack area

50 net 100 gross

Locker rooms 50 gross Mall buildings—covered and open See Section 402.8.2 Mercantile

Storage, stock, shipping areas 60 gross

300 gross Parking garages 200 gross

Residential 200 gross Skating rinks, swimming pools

Rink and pool Decks

50 gross 15 gross

Stages and platforms 15 net Warehouses 500 gross

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(0.65 m2) of occupiable floor space. Where required by the building official, an approved aisle, seating or fixed equip- ment diagram substantiating any increase in occupant load shall be submitted. Where required by the building official, such diagram shall be posted.

1004.3 Posting of occupant load. Every room or space that is an assembly occupancy shall have the occupant load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or the owner’s authorized agent.

1004.4 Fixed seating. For areas having fixed seats and aisles, the occupant load shall be determined by the number of fixed seats installed therein. The occupant load for areas in which fixed seating is not installed, such as waiting spaces, shall be determined in accordance with Section 1004.1.2 and added to the number of fixed seats.

The occupant load of wheelchair spaces and the associ- ated companion seat shall be based on one occupant for each wheelchair space and one occupant for the associated com- panion seat provided in accordance with the Florida Building Code, Accessibility.

For areas having fixed seating without dividing arms, the occupant load shall be not less than the number of seats based on one person for each 18 inches (457 mm) of seating length.

The occupant load of seating booths shall be based on one person for each 24 inches (610 mm) of booth seat length mea- sured at the backrest of the seating booth.

1004.5 Outdoor areas. Yards, patios, courts and similar out- door areas accessible to and usable by the building occupants shall be provided with means of egress as required by this chapter. The occupant load of such outdoor areas shall be assigned by the building official in accordance with the antic- ipated use. Where outdoor areas are to be used by persons in addition to the occupants of the building, and the path of egress travel from the outdoor areas passes through the build- ing, means of egress requirements for the building shall be based on the sum of the occupant loads of the building plus the outdoor areas.

Exceptions:

1. Outdoor areas used exclusively for service of the building need only have one means of egress.

2. Both outdoor areas associated with Group R-3 and individual dwelling units of Group R-2.

1004.6 Multiple occupancies. Where a building contains two or more occupancies, the means of egress requirements shall apply to each portion of the building based on the occu- pancy of that space. Where two or more occupancies utilize portions of the same means of egress system, those egress components shall meet the more stringent requirements of all occupancies that are served.

SECTION 1005 MEANS OF EGRESS SIZING

1005.1 General. All portions of the means of egress system shall be sized in accordance with this section.

Exception: Aisles and aisle accessways in rooms or spaces used for assembly purposes complying with Sec- tion 1029.

1005.2 Minimum width based on component. The mini- mum width, in inches (mm), of any means of egress compo- nents shall be not less than that specified for such component, elsewhere in this code.

1005.3 Required capacity based on occupant load. The required capacity, in inches (mm), of the means of egress for any room, area, space or story shall be not less than that determined in accordance with Sections 1005.3.1 and 1005.3.2:

1005.3.1 Stairways. The capacity, in inches, of means of egress stairways shall be calculated by multiplying the occupant load served by such stairways by a means of egress capacity factor of 0.3 inch (7.6 mm) per occupant. Where stairways serve more than one story, only the occu- pant load of each story considered individually shall be used in calculating the required capacity of the stairways serving that story.

Exceptions:

1. For other than Group H and I-2 occupancies, the capacity, in inches, of means of egress stairways shall be calculated by multiplying the occupant load served by such stairways by a means of egress capacity factor of 0.2 inch (5.1 mm) per occupant in buildings equipped throughout with an automatic sprinkler system installed in accor- dance with Section 903.3.1.1 or 903.3.1.2 and an emergency voice/alarm communication system in accordance with Section 907.5.2.2.

2. Facilities with smoke-protected assembly seating shall be permitted to use the capacity factors in Table 1029.6.2 indicated for stepped aisles for exit access or exit stairways where the entire path for means of egress from the seating to the exit discharge is provided with a smoke control sys- tem complying with Section 909.

3. Facilities with outdoor smoke-protected assembly seating shall be permitted to the capacity factors in Section 1029.6.3 indicated for stepped aisles for exit access or exit stairways where the entire path for means of egress from the seating to the exit discharge is open to the outdoors.

1005.3.2 Other egress components. The capacity, in inches, of means of egress components other than stair- ways shall be calculated by multiplying the occupant load

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served by such component by a means of egress capacity factor of 0.2 inch (5.1 mm) per occupant.

Exceptions:

1. For other than Group H and I-2 occupancies, the capacity, in inches, of means of egress compo- nents other than stairways shall be calculated by multiplying the occupant load served by such component by a means of egress capacity factor of 0.15 inch (3.8 mm) per occupant in buildings equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2 and an emergency voice/ alarm communication system in accordance with Section 907.5.2.2.

2. Facilities with smoke-protected assembly seating shall be permitted to use the capacity factors in Table 1029.6.2 indicated for level or ramped aisles for means of egress components other than stairways where the entire path for means of egress from the seating to the exit discharge is provided with a smoke control system complying with Section 909.

3. Facilities with outdoor smoke-protected assembly seating shall be permitted to the capacity factors in Section 1029.6.3 indicated for level or ramped aisles for means of egress components other than stairways where the entire path for means of egress from the seating to the exit discharge is open to the outdoors.

1005.4 Continuity. The minimum width or required capacity of the means of egress required from any story of a building shall not be reduced along the path of egress travel until arrival at the public way.

1005.5 Distribution of minimum width and required capacity. Where more than one exit, or access to more than one exit, is required, the means of egress shall be configured such that the loss of any one exit, or access to one exit, shall not reduce the available capacity or width to less than 50 per- cent of the required capacity or width.

1005.6 Egress convergence. Where the means of egress from stories above and below converge at an intermediate level, the capacity of the means of egress from the point of convergence shall be not less than the largest minimum width or the sum of the required capacities for the stairways or ramps serving the two adjacent stories, whichever is larger.

1005.7 Encroachment. Encroachments into the required means of egress width shall be in accordance with the provi- sions of this section.

1005.7.1 Doors. Doors, when fully opened, shall not reduce the required width by more than 7 inches (178 mm). Doors in any position shall not reduce the required width by more than one-half.

Exceptions:

1. Surface-mounted latch release hardware shall be exempt from inclusion in the 7-inch maximum

(178 mm) encroachment where both of the fol- lowing conditions exist:

1.1. The hardware is mounted to the side of the door facing away from the adjacent wall where the door is in the open posi- tion.

1.2. The hardware is mounted not less than 34 inches (865 mm) nor more than 48 inches (1219 mm) above the finished floor.

2. The restrictions on door swing shall not apply to doors within individual dwelling units and sleep- ing units of Group R-2 occupancies and dwelling units of Group R-3 occupancies.

1005.7.2 Other projections. Handrail projections shall be in accordance with the provisions of Section 1014.8. Other nonstructural projections such as trim and similar decorative features shall be permitted to project into the required width not more than 11/2 inches (38 mm) on each side.

Exception: Projections are permitted in corridors within Group I-2 Condition 1 in accordance with Sec- tion 407.4.3.

1005.7.3 Protruding objects. Protruding objects shall comply with the applicable requirements of Section 1003.3.

SECTION 1006 NUMBER OF EXITS AND

EXIT ACCESS DOORWAYS 1006.1 General. The number of exits or exit access doorways required within the means of egress system shall comply with the provisions of Section 1006.2 for spaces, including mezza- nines, and Section 1006.3 for stories.

1006.2 Egress from spaces. Rooms, areas or spaces, includ- ing mezzanines, within a story or basement shall be provided with the number of exits or access to exits in accordance with this section.

1006.2.1 Egress based on occupant load and common path of egress travel distance. Two exits or exit access doorways from any space shall be provided where the design occupant load or the common path of egress travel distance exceeds the values listed in Table 1006.2.1.

Exceptions:

1. Reserved.

2. Care suites in Group I-2 occupancies complying with Section 407.4.

1006.2.1.1 Three or more exits or exit access door- ways. Three exits or exit access doorways shall be pro- vided from any space with an occupant load of 501 to 1,000. Four exits or exit access doorways shall be pro- vided from any space with an occupant load greater than 1,000.

1006.2.2 Egress based on use. The numbers of exits or access to exits shall be provided in the uses described in Sections 1006.2.2.1 through 1006.2.2.5.

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1006.2.2.1 Boiler, incinerator and furnace rooms. Two exit access doorways are required in boiler, incin- erator and furnace rooms where the area is over 500 square feet (46 m2) and any fuel-fired equipment exceeds 400,000 British thermal units (Btu) (422 000 KJ) input capacity. Where two exit access doorways are required, one is permitted to be a fixed ladder or an alternating tread device. Exit access doorways shall be separated by a horizontal distance equal to one-half the length of the maximum overall diagonal dimension of the room.

1006.2.2.2 Refrigeration machinery rooms. Machin- ery rooms larger than 1,000 square feet (93 m2) shall have not less than two exits or exit access doorways. Where two exit access doorways are required, one such doorway is permitted to be served by a fixed ladder or an alternating tread device. Exit access doorways shall be separated by a horizontal distance equal to one-half the maximum horizontal dimension of the room.

All portions of machinery rooms shall be within 150 feet (45 720 mm) of an exit or exit access doorway. An increase in exit access travel distance is permitted in accordance with Section 1017.1.

Doors shall swing in the direction of egress travel, regardless of the occupant load served. Doors shall be tight fitting and self-closing.

1006.2.2.3 Refrigerated rooms or spaces. Rooms or spaces having a floor area larger than 1,000 square feet (93 m2), containing a refrigerant evaporator and main- tained at a temperature below 68°F (20°C), shall have access to not less than two exits or exit access door- ways.

Exit access travel distance shall be determined as specified in Section 1017.1, but all portions of a refrig- erated room or space shall be within 150 feet (45 720 mm) of an exit or exit access doorway where such rooms are not protected by an approved automatic sprinkler system. Egress is allowed through adjoining refrigerated rooms or spaces.

Exception: Where using refrigerants in quantities limited to the amounts based on the volume set forth in the Florida Building Code, Mechanical.

1006.2.2.4 Day care means of egress. Day care facili- ties, rooms or spaces where care is provided for more than 10 children that are 21/2 years of age or less, shall have access to not less than two exits or exit access doorways.

1006.2.2.5 Vehicular ramps. Vehicular ramps shall not be considered as an exit access ramp unless pedes- trian facilities are provided.

1006.3 Egress from stories or occupied roofs. The means of egress system serving any story or occupied roof shall be pro-

TABLE 1006.2.1 SPACES WITH ONE EXIT OR EXIT ACCESS DOORWAY

For SI: 1 foot = 304.8 mm. NP = Not Permitted. a. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2. See Section 903 for occupancies where

automatic sprinkler systems are permitted in accordance with Section 903.3.1.2. b. Group H occupancies equipped throughout with an automatic sprinkler system in accordance with Section 903.2.5. c. For a room or space used for assembly purposes having fixed seating, see Section 1029.8. d. For the travel distance limitations in Group I-2, see Section 407.4. e. The length of common path of egress travel distance in a Group R-3 occupancy located in a mixed occupancy building or within a Group R-3 or R-4

congregate living facility. f. The length of common path of egress travel distance in a Group S-2 open parking garage shall be not more than 100 feet.

OCCUPANCY MAXIMUM OCCUPANT

LOAD OF SPACE

MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE (feet)

Without Sprinkler System (feet)

With Sprinkler System (feet)Occupant Load

OL ≤ 30 OL > 30

Ac, E, M 49 75 75 75a

B 49 100 75 100a

F 49 75 75 100a

H-1, H-2, H-3 3 NP NP 25b

H-4, H-5 10 NP NP 75b

I-1, I-2d, I-4 10 NP NP 75a

I-3 10 NP NP 100a

R-1 10 NP NP 75a

R-2 49 NP NP 125a

R-3e 49 NP NP 125a

R-4e 10 75 75 125a

Sf 29 100 75 100a

U 49 100 75 75a

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vided with the number of exits or access to exits based on the aggregate occupant load served in accordance with this sec- tion. The path of egress travel to an exit shall not pass through more than one adjacent story.

1006.3.1 Egress based on occupant load. Each story and occupied roof shall have the minimum number of indepen- dent exits, or access to exits, as specified in Table 1006.3.1. A single exit or access to a single exit shall be permitted in accordance with Section 1006.3.2. The required number of exits, or exit access stairways or ramps providing access to exits, from any story or occupied roof shall be maintained until arrival at the exit discharge or a public way.

TABLE 1006.3.1 MINIMUM NUMBER OF EXITS OR ACCESS TO EXITS PER STORY

1006.3.2 Single exits. A single exit or access to a single exit shall be permitted from any story or occupied roof where one of the following conditions exists:

1. The occupant load, number of dwelling units and common path of egress travel distance does not exceed the values in Table 1006.3.2(1) or 1006.3.2(2).

2. Rooms, areas and spaces complying with Section 1006.2.1 with exits that discharge directly to the exterior at the level of exit discharge, are permitted to have one exit or access to a single exit.

3. Parking garages where vehicles are mechanically parked shall be permitted to have one exit or access to a single exit.

4. Group R-3 and R-4 occupancies shall be permitted to have one exit or access to a single exit.

5. Individual single-story or multistory dwelling units shall be permitted to have a single exit or access to a single exit from the dwelling unit provided that both of the following criteria are met:

5.1. The dwelling unit complies with Section 1006.2.1 as a space with one means of egress.

5.2. Either the exit from the dwelling unit dis- charges directly to the exterior at the level of exit discharge, or the exit access outside the dwelling unit’s entrance door provides access to not less than two approved inde- pendent exits.

1006.3.2.1 Mixed occupancies. Where one exit, or exit access stairway or ramp providing access to exits at other stories, is permitted to serve individual stories, mixed occupancies shall be permitted to be served by single exits provided each individual occupancy com- plies with the applicable requirements of Table 1006.3.2(1) or 1006.3.2(2) for that occupancy. Where applicable, cumulative occupant loads from adjacent occupancies shall be considered in accordance with the provisions of Section 1004.1. In each story of a mixed occupancy building, the maximum number of occu- pants served by a single exit shall be such that the sum of the ratios of the calculated number of occupants of the space divided by the allowable number of occu- pants indicated in Table 1006.3.2(2) for each occu- pancy does not exceed one. Where dwelling units are located on a story with other occupancies, the actual number of dwelling units divided by four plus the ratio from the other occupancy does not exceed one.

SECTION 1007 EXIT AND EXIT ACCESS

DOORWAY CONFIGURATION 1007.1 General. Exits, exit access doorways, and exit access stairways and ramps serving spaces, including individual building stories, shall be separated in accordance with the provisions of this section.

1007.1.1 Two exits or exit access doorways. Where two exits, exit access doorways, exit access stairways or ramps, or any combination thereof, are required from any portion of the exit access, they shall be placed a distance apart equal to not less than one-half of the length of the maximum overall diagonal dimension of the building or area to be served measured in a straight line between them.

OCCUPANT LOAD PER STORY

MINIMUM NUMBER OF EXITS OR ACCESS TO EXITS FROM STORY

1-500 2

501-1,000 3

More than 1,000 4

TABLE 1006.3.2(1) STORIES WITH ONE EXIT OR ACCESS TO ONE EXIT FOR R-2 OCCUPANCIES

For SI: 1 foot = 3048 mm. NP = Not Permitted. NA = Not Applicable. a. Buildings classified as Group R-2 equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 and provided

with emergency escape and rescue openings in accordance with Section 1030. b. This table is used for R-2 occupancies consisting of dwelling units. For R-2 occupancies consisting of sleeping units, use Table 1006.3.2(2).

STORY OCCUPANCY MAXIMUM NUMBER OF

DWELLING UNITS MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE

Basement, first, second or third story above grade plane R-2a, b 4 dwelling units 125 feet

Fourth story above grade plane and higher NP NA NA

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Interlocking or scissor stairways shall be counted as one exit stairway.

Exceptions:

1. Where interior exit stairways or ramps are inter- connected by a 1-hour fire-resistance-rated corri- dor conforming to the requirements of Section 1020, the required exit separation shall be mea- sured along the shortest direct line of travel within the corridor.

2. Where a building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2, the separation dis- tance shall be not less than one-third of the length of the maximum overall diagonal dimension of the area served.

3. In Group R1 and R2 occupancies, the distance between exits is not applicable to common non- looped exit access corridors in a building that has corridor doors from the guestroom or guest suite or dwelling unit, which are arranged so that the exits are located in opposite directions from such doors.

1007.1.1.1 Measurement point. The separation dis- tance required in Section 1007.1.1 shall be measured in accordance with the following:

1. The separation distance to exit or exit access doorways shall be measured to any point along the width of the doorway.

2. The separation distance to exit access stairways shall be measured to the closest riser.

1007.1.2 Three or more exits or exit access doorways. Where access to three or more exits is required, not less than two exit or exit access doorways shall be arranged in accordance with the provisions of Section 1007.1.1. Addi- tional required exit or exit access doorways shall be arranged a reasonable distance apart so that if one becomes blocked, the others will be available.

1007.1.3 Remoteness of exit access stairways or ramps. Where two exit access stairways or ramps provide the required means of egress to exits at another story, the required separation distance shall be maintained for all portions of such exit access stairways or ramps.

1007.1.3.1 Three or more exit access stairways or ramps. Where more than two exit access stairways or ramps provide the required means of egress, not less than two shall be arranged in accordance with Section 1007.1.3.

SECTION 1008 MEANS OF EGRESS ILLUMINATION

1008.1 Means of egress illumination. Illumination shall be provided in the means of egress in accordance with Section 1008.2. Under emergency power, means of egress illumina- tion shall comply with Section 1008.3.

1008.2 Illumination required. The means of egress serving a room or space shall be illuminated at all times that the room or space is occupied.

Exceptions:

1. Occupancies in Group U.

2. Aisle accessways in Group A.

3. Dwelling units and sleeping units in Groups R-1, R- 2 and R-3.

4. Sleeping units of Group I occupancies.

1008.2.1 Illumination level under normal power. The means of egress illumination level shall be not less than 1 footcandle (11 lux) at the walking surface.

Exception: For auditoriums, theaters, concert or opera halls and similar assembly occupancies, the illumina- tion at the walking surface is permitted to be reduced during performances by one of the following methods provided that the required illumination is automatically

1006.3.2(2) STORIES WITH ONE EXIT OR ACCESS TO ONE EXIT FOR OTHER OCCUPANCIES

For SI: 1 foot = 304.8 mm. NP = Not Permitted. NA = Not Applicable. a. Buildings classified as Group R-2 equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 and provided

with emergency escape and rescue openings in accordance with Section 1030. b. Group B, F and S occupancies in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 shall have a

maximum exit access travel distance of 100 feet. c. This table is used for R-2 occupancies consisting of sleeping units. For R-2 occupancies consisting of dwelling units, use Table 1006.3.2(1). d. The length of exit access travel distance in a Group S-2 open parking garage shall be not more than 100 feet.

STORY OCCUPANCY MAXIMUM OCCUPANT

LOAD PER STORY

MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE

(feet)

First story above or below grade plane

A, Bb, E Fb, M, U 49 75

H-2, H-3 3 25

H-4, H-5, I, R-1, R-2a, c, R-4 10 75

Sb, d 29 75

Second story above grade plane B, F, M, Sd 29 75

Third story above grade plane and higher NP NA NA

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restored upon activation of a premises’ fire alarm sys- tem:

1. Externally illuminated walking surfaces shall be permitted to be illuminated to not less than 0.2 footcandle (2.15 lux).

2. Steps, landings and the sides of ramps shall be permitted to be marked with self-luminous mate- rials in accordance with Sections 1025.2.1, 1025.2.2 and 1025.2.4 by systems listed in accor- dance with UL 1994.

1008.2.2 Exit discharge. In Group I-2 occupancies where two or more exits are required, on the exterior landings required by Section 1010.6.1, means of egress illumina- tion levels for the exit discharge shall be provided such that failure of any single lighting unit shall not reduce the illumination level on that landing to less than 1 footcandle (11 lux).

1008.3 Emergency power for illumination. The power sup- ply for means of egress illumination shall normally be pro- vided by the premises’ electrical supply.

1008.3.1 General. In the event of power supply failure in rooms and spaces that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas:

1. Aisles.

2. Corridors.

3. Exit access stairways and ramps.

1008.3.2 Buildings. In the event of power supply failure in buildings that require two or more means of egress, an emergency electrical system shall automatically illuminate all of the following areas:

1. Interior exit access stairways and ramps.

2. Interior and exterior exit stairways and ramps.

3. Exit passageways.

4. Vestibules and areas on the level of discharge used for exit discharge in accordance with Section 1028.1.

5. Exterior landings as required by Section 1010.1.6 for exit doorways that lead directly to the exit dis- charge.

1008.3.3 Rooms and spaces. In the event of power supply failure, an emergency electrical system shall automatically illuminate all of the following areas:

1. Electrical equipment rooms.

2. Fire command centers.

3. Fire pump rooms.

4. Generator rooms.

5. Public restrooms with an area greater than 300 square feet (27.87 m2).

1008.3.4 Duration. The emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or an on-site generator. The installation of the emergency power system shall be in accordance with Section 2702.

1008.3.5 Illumination level under emergency power. Emergency lighting facilities shall be arranged to provide initial illumination that is not less than an average of 1 footcandle (11 lux) and a minimum at any point of 0.1 footcandle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 footcandle (6 lux) average and a minimum at any point of 0.06 footcandle (0.6 lux) at the end of the emergency lighting time duration. A maximum-to-mini- mum illumination uniformity ratio of 40 to 1 shall not be exceeded. In Group I-2 occupancies, failure of any single lighting unit shall not reduce the illumination level to less than 0.2 foot-candle (2.2 lux).

SECTION 1009 ACCESSIBLE MEANS OF EGRESS

1009.1 Accessible means of egress required. Accessible means of egress shall be provided in accordance with the applicable sections of the Florida Building Code, Accessibil- ity.

1009.2 Continuity and components. Reserved.

1009.3 Stairways. Reserved.

1009.4 Elevators. Reserved.

1009.5 Platform lifts. Reserved.

1009.6 Areas of refuge. Reserved.

1009.7 Exterior areas for assisted rescue. Reserved.

1009.8 Two-way communication. Reserved.

1009.9 Signage. Reserved.

1009.10 Directional signage. Reserved.

1009.11 Instructions. Reserved.

SECTION 1010 DOORS, GATES AND TURNSTILES

1010.1 Doors. Means of egress doors shall meet the require- ments of this section. Doors serving a means of egress system shall meet the requirements of this section and Section 1022.2. Doors provided for egress purposes in numbers greater than required by this code shall meet the requirements of this section. For accessibility provisions related to doors, refer to the Florida Building Code, Accessibility.

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Means of egress doors shall be readily distinguishable from the adjacent construction and finishes such that the doors are easily recognizable as doors. Mirrors or similar reflecting materials shall not be used on means of egress doors. Means of egress doors shall not be concealed by cur- tains, drapes, decorations or similar materials.

1010.1.1 Size of doors. The required capacity of each door opening shall be sufficient for the occupant load thereof and shall provide a minimum clear width of 32 inches (813 mm). Clear openings of doorways with swing- ing doors shall be measured between the face of the door and the stop, with the door open 90 degrees (1.57 rad). Where this section requires a minimum clear width of 32 inches (813 mm) and a door opening includes two door leaves without a mullion, one leaf shall provide a clear opening width of 32 inches (813 mm). The maximum width of a swinging door leaf shall be 48 inches (1219 mm) nominal. Means of egress doors in a Group I-2 occu- pancy used for the movement of beds shall provide a clear width not less than 411/2 inches (1054 mm). The height of door openings shall be not less than 80 inches (2032 mm).

Exceptions:

1. The minimum and maximum width shall not apply to door openings that are not part of the required means of egress in Group R-2 and R-3 occupancies.

2. Door openings to resident sleeping units in Group I-3 occupancies shall have a clear width of not less than 28 inches (711 mm).

3. Door openings to storage closets less than 10 square feet (0.93 m2) in area shall not be limited by the minimum width.

4. Width of door leaves in revolving doors that comply with Section 1010.1.4.1 shall not be limited.

5. Door openings within a dwelling unit or sleep- ing unit shall be not less than 78 inches (1981 mm) in height.

6. Exterior door openings in dwelling units and sleeping units, other than the required exit door, shall be not less than 76 inches (1930 mm) in height.

7. In other than Group R-1 occupancies, the mini- mum widths shall not apply to interior egress doors within a dwelling unit or sleeping unit that is not required to be an Accessible unit.

8. Buildings that are 400 square feet (37 m2) or less and that are intended for use in conjunction with one- and two-family residences are not subject to the door height and width require- ments of this code.

9. Doors to walk-in freezers and coolers less than 1,000 square feet (93 m2) in area shall have a maximum width of 60 inches (1524 mm).

10. In Group R-1 dwelling units or sleeping units not required to be Accessible units, the mini- mum width shall not apply to doors for showers or saunas.

1010.1.1.1 Projections into clear width. There shall not be projections into the required clear width lower than 34 inches (864 mm) above the floor or ground. Projections into the clear opening width between 34 inches (864 mm) and 80 inches (2032 mm) above the floor or ground shall not exceed 4 inches (102 mm).

Exception: Door closers and door stops shall be permitted to be 78 inches (1980 mm) minimum above the floor.

1010.1.2 Door swing. Egress doors shall be of the pivoted or side-hinged swinging type.

Exceptions:

1. Private garages, office areas, factory and storage areas with an occupant load of 10 or less.

2. Group I-3 occupancies used as a place of deten- tion.

3. Critical or intensive care patient rooms within suites of health care facilities.

4. Doors within or serving a single dwelling unit in Groups R-2 and R-3.

5. In other than Group H occupancies, revolving doors complying with Section 1010.1.4.1.

6. In other than Group H occupancies, special pur- pose horizontal sliding, accordion or folding door assemblies complying with Section 1010.1.4.3.

7. Power-operated doors in accordance with Section 1010.1.4.2.

8. Doors serving a bathroom within an individual sleeping unit in Group R-1.

9. In other than Group H occupancies, manually operated horizontal sliding doors are permitted in a means of egress from spaces with an occupant load of 10 or less.

1010.1.2.1 Direction of swing. Pivot or side-hinged swinging doors shall swing in the direction of egress travel where serving a room or area containing an occu- pant load of 50 or more persons or a Group H occu- pancy.

1010.1.3 Door opening force. The force for pushing or pulling open interior swinging egress doors, other than fire doors, shall not exceed 5 pounds (22 N). These forces do not apply to the force required to retract latch bolts or dis- engage other devices that hold the door in a closed posi- tion. For other swinging doors, as well as sliding and

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folding doors, the door latch shall release when subjected to a 15-pound (67 N) force. The door shall be set in motion when subjected to a 30-pound (133 N) force. The door shall swing to a full-open position when subjected to a 15- pound (67 N) force.

1010.1.3.1 Location of applied forces. Forces shall be applied to the latch side of the door.

1010.1.4 Special doors. Special doors and security grilles shall comply with the requirements of Sections 1010.1.4.1 through 1010.1.4.4.

1010.1.4.1 Revolving doors. Revolving doors shall comply with the following:

1. Revolving doors shall comply with BHMA A156.27 and shall be installed in accordance with the manufacturer’s instructions.

2. Each revolving door shall be capable of breakout in accordance with BHMA A156.27 and shall provide an aggregate width of not less than 36 inches (914 mm).

3. A revolving door shall not be located within 10 feet (3048 mm) of the foot or top of stairways or escalators. A dispersal area shall be provided between the stairways or escalators and the revolving doors.

4. The revolutions per minute (rpm) for a revolving door shall not exceed the maximum rpm as speci- fied in BHMA A156.27. Manual revolving doors shall comply with Table 1010.1.4.1(1). Auto- matic or power-operated revolving doors shall comply with Table 1010.1.4.1(2).

5. An emergency stop switch shall be provided near each entry point of power or automatic operated revolving doors within 48 inches (1220 mm) of the door and between 24 inches (610 mm) and 48 inches (1220 mm) above the floor. The activation area of the emergency stop switch button shall be not less than 1 inch (25 mm) in diameter and shall be red.

6. Each revolving door shall have a side-hinged swinging door that complies with Section 1010.1 in the same wall and within 10 feet (3048 mm) of the revolving door.

7. Revolving doors shall not be part of an accessible route required by Section 1009 and Chapter 11.

TABLE 1010.1.4.1(1) MAXIMUM DOOR SPEED MANUAL REVOLVING DOORS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

TABLE 1010.1.4.1(2) MAXIMUM DOOR SPEED AUTOMATIC OR POWER-OPERATED REVOLVING DOORS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

1010.1.4.1.1 Egress component. A revolving door used as a component of a means of egress shall com- ply with Section 1010.1.4.1 and the following three conditions:

1. Revolving doors shall not be given credit for more than 50 percent of the minimum width or required capacity.

2. Each revolving door shall be credited with a capacity based on not more than a 50-person occupant load.

3. Each revolving door shall provide for egress in accordance with BHMA A156.27 with a breakout force of not more than 130 pounds (578 N).

1010.1.4.1.2 Other than egress component. A revolving door used as other than a component of a means of egress shall comply with Section 1010.1.4.1. The breakout force of a revolving door not used as a component of a means of egress shall not be more than 180 pounds (801 N).

Exception: A breakout force in excess of 180 pounds (801 N) is permitted if the collapsing force is reduced to not more than 130 pounds (578 N) when not less than one of the following conditions is satisfied:

1. There is a power failure or power is removed to the device holding the door wings in position.

2. There is an actuation of the automatic sprinkler system where such system is pro- vided.

3. There is an actuation of a smoke detection system that is installed in accordance with Section 907 to provide coverage in areas within the building that are within 75 feet (22 860 mm) of the revolving doors.

REVOLVING DOOR MAXIMUM NOMINAL DIAMETER (FT-IN)

MAXIMUM ALLOWABLE REVOLVING DOOR SPEED (RPM)

6-0 12

7-0 11

8-0 10

9-0 9

10-0 8

REVOLVING DOOR MAXIMUM NOMINAL DIAMETER (FT-IN)

MAXIMUM ALLOWABLE REVOLVING DOOR SPEED (RPM)

8-0 7.2

9-0 6.4

10-0 5.7

11-0 5.2

12-0 4.8

12-6 4.6

14-0 4.1

16-0 3.6

17-0 3.4

18-0 3.2

20-0 2.9

24-0 2.4

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4. There is an actuation of a manual control switch, in an approved location and clearly identified, that reduces the breakout force to not more than 130 pounds (578 N).

1010.1.4.2 Power-operated doors. Where means of egress doors are operated or assisted by power, the design shall be such that in the event of power failure, the door is capable of being opened manually to permit means of egress travel or closed where necessary to safeguard means of egress. The forces required to open these doors manually shall not exceed those specified in Section 1010.1.3, except that the force to set the door in motion shall not exceed 50 pounds (220 N). The door shall be capable of swinging open from any posi- tion to the full width of the opening in which such door is installed when a force is applied to the door on the side from which egress is made. Power-operated swing- ing doors, power-operated sliding doors and power- operated folding doors shall comply with BHMA A156.10. Power-assisted swinging doors and low- energy power-operated swinging doors shall comply with BHMA A156.19.

Exceptions:

1. Occupancies in Group I-3.

2. Horizontal sliding doors complying with Sec- tion 1010.1.4.3.

3. For a biparting door in the emergency break- out mode, a door leaf located within a multi- ple-leaf opening shall be exempt from the minimum 32-inch (813 mm) single-leaf requirement of Section 1010.1.1, provided a minimum 32-inch (813 mm) clear opening is provided when the two biparting leaves meet- ing in the center are broken out.

1010.1.4.3 Special purpose horizontal sliding, accor- dion or folding doors. In other than Group H occupan- cies, special purpose horizontal sliding, accordion or folding door assemblies permitted to be a component of a means of egress in accordance with Exception 6 to Section 1010.1.2 shall comply with all of the following criteria:

1. The doors shall be power operated and shall be capable of being operated manually in the event of power failure.

2. The doors shall be openable by a simple method from both sides without special knowledge or effort.

3. The force required to operate the door shall not exceed 30 pounds (133 N) to set the door in motion and 15 pounds (67 N) to close the door or open it to the minimum required width.

4. The door shall be openable with a force not to exceed 15 pounds (67 N) when a force of 250 pounds (1100 N) is applied perpendicular to the door adjacent to the operating device.

5. The door assembly shall comply with the applica- ble fire protection rating and, where rated, shall be self-closing or automatic closing by smoke detection in accordance with Section 716.5.9.3, shall be installed in accordance with NFPA 80 and shall comply with Section 716.

6. The door assembly shall have an integrated standby power supply.

7. The door assembly power supply shall be electri- cally supervised.

8. The door shall open to the minimum required width within 10 seconds after activation of the operating device.

1010.1.4.4 Security grilles. In Groups B, F, M and S, horizontal sliding or vertical security grilles are permit- ted at the main exit and shall be openable from the inside without the use of a key or special knowledge or effort during periods that the space is occupied. The grilles shall remain secured in the full-open position during the period of occupancy by the general public. Where two or more means of egress are required, not more than one-half of the exits or exit access doorways shall be equipped with horizontal sliding or vertical security grilles.

1010.1.4.5 Protection devices for emergency escape and rescue openings. The temporary installation or closure of storm shutters, panels and other approved hurricane protection devices shall be permitted on emergency escape and rescue openings and egress doors in Group R occupancies during the threat of a storm. Such devices shall not be required to comply with the operational constraints of Section 1030.4 or 1010.1.9. While such protection is provided, at least one means of escape from the dwelling or dwelling unit shall be provided. The means of escape shall be within the first floor of the dwelling or dwelling unit and shall not be located within a garage without a side-hinged door leading directly to the exterior. Occupants in any part of the dwelling or dwelling unit shall be able to access the means of escape without passing through a lockable door not under their control.

1010.1.5 Floor elevation. There shall be a floor or landing on each side of a door. Such floor or landing shall be at the same elevation on each side of the door. Landings shall be level except for exterior landings, which are permitted to have a slope not to exceed 0.25 unit vertical in 12 units horizontal (2-percent slope).

Exceptions:

1. Doors serving individual dwelling units in Groups R-2 and R-3 where the following apply:

1.1. A door is permitted to open at the top step of an interior flight of stairs, provided the door does not swing over the top step.

1.2. Screen doors and storm doors are permit- ted to swing over stairs or landings.

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2. Exterior doors as provided for in Section 1003.5, Exception 1, and Section 1022.2, which are not on an accessible route.

3. In Group R-3 occupancies not required to be Accessible units, the landing at an exterior door- way shall be not more than 73/4 inches (197 mm) below the top of the threshold, provided the door, other than an exterior storm or screen door, does not swing over the landing.

4. Variations in elevation due to differences in fin- ish materials, but not more than 1/2 inch (12.7 mm).

5. Reserved.

6. Doors serving equipment spaces not required to be accessible in accordance with Chapter 11 and serving an occupant load of five or less shall be permitted to have a landing on one side to be not more than 7 inches (178 mm) above or below the landing on the egress side of the door.

1010.1.6 Landings at doors. Landings shall have a width not less than the width of the stairway or the door, which- ever is greater. Doors in the fully open position shall not reduce a required dimension by more than 7 inches (178 mm). Where a landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing to less than one-half its required width. Landings shall have a length measured in the direction of travel of not less than 44 inches (1118 mm).

Exception: Landing length in the direction of travel in Groups R-3 and U and within individual units of Group R-2 need not exceed 36 inches (914 mm).

1010.1.7 Thresholds. Thresholds at doorways shall not exceed 3/4 inch (19.1 mm) in height above the finished floor or landing for sliding doors serving dwelling units or 1/2 inch (12.7 mm) above the finished floor or landing for other doors. Raised thresholds and floor level changes greater than 1/4 inch (6.4 mm) at doorways shall be beveled with a slope not greater than one unit vertical in two units horizontal (50-percent slope).

Exceptions:

1. In occupancy Group R-2 or R-3, threshold heights for sliding and side-hinged exterior doors shall be permitted to be up to 73/4 inches (197 mm) in height if all of the following apply:

1.1. The door is not part of the required means of egress.

1.2. The door is not part of an accessible route as required by Chapter 11.

1010.1.8 Door arrangement. Space between two doors in a series shall be 48 inches (1219 mm) minimum plus the width of a door swinging into the space. Doors in a series

shall swing either in the same direction or away from the space between the doors.

Exceptions:

1. The minimum distance between horizontal slid- ing power-operated doors in a series shall be 48 inches (1219 mm).

2. Storm and screen doors serving individual dwell- ing units in Groups R-2 and R-3 need not be spaced 48 inches (1219 mm) from the other door.

3. Doors within individual dwelling units in Groups R-2 and R-3.

1010.1.9 Door operations. Except as specifically permit- ted by this section, egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort.

1010.1.9.1 Hardware. Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 shall not require tight grasping, tight pinching or twisting of the wrist to oper- ate.

1010.1.9.2 Hardware height. Door handles, pulls, latches, locks and other operating devices shall be installed 34 inches (864 mm) minimum and 48 inches (1219 mm) maximum above the finished floor. Locks used only for security purposes and not used for normal operation are permitted at any height.

Exception: Access doors or gates in barrier walls and fences protecting pools, spas and hot tubs shall be permitted to have operable parts of the release of latch on self-latching devices at 54 inches (1370 mm) maximum above the finished floor or ground, provided the self-latching devices are not also self- locking devices operated by means of a key, elec- tronic opener or integral combination lock.

1010.1.9.3 Locks and latches. Locks and latches shall be permitted to prevent operation of doors where any of the following exist:

1. Places of detention or restraint.

2. In buildings in occupancy Group A having an occupant load of 300 or less, Groups B, F, M and S, and in places of religious worship, the main door or doors are permitted to be equipped with key-operated locking devices from the egress side provided:

2.1. The locking device is readily distinguish- able as locked.

2.2. A readily visible durable sign is posted on the egress side on or adjacent to the door stating: THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED. The sign shall be in letters 1

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inch (25 mm) high on a contrasting back- ground.

2.3. The use of the key-operated locking device is revocable by the building offi- cial for due cause.

3. Where egress doors are used in pairs, approved automatic flush bolts shall be permitted to be used, provided that the door leaf having the auto- matic flush bolts does not have a doorknob or surface-mounted hardware.

4. Doors from individual dwelling or sleeping units of Group R occupancies having an occupant load of 10 or less are permitted to be equipped with a night latch, dead bolt or security chain, provided such devices are openable from the inside with- out the use of a key or tool.

5. Fire doors after the minimum elevated tempera- ture has disabled the unlatching mechanism in accordance with listed fire door test procedures.

1010.1.9.4 Bolt locks. Manually operated flush bolts or surface bolts are not permitted.

Exceptions:

1. On doors not required for egress in individual dwelling units or sleeping units.

2. Where a pair of doors serves a storage or equipment room, manually operated edge- or surface-mounted bolts are permitted on the inactive leaf.

3. Where a pair of doors serves an occupant load of less than 50 persons in a Group B, F or S occupancy, manually operated edge- or sur- face-mounted bolts are permitted on the inac- tive leaf. The inactive leaf shall not contain doorknobs, panic bars or similar operating hardware.

4. Where a pair of doors serves a Group B, F or S occupancy, manually operated edge- or sur- face-mounted bolts are permitted on the inac- tive leaf provided such inactive leaf is not needed to meet egress capacity requirements and the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1. The inactive leaf shall not contain doorknobs, panic bars or similar operating hardware.

5. Where a pair of doors serves patient care rooms in Group I-2 occupancies, self-latching edge- or surface-mounted bolts are permitted on the inactive leaf provided that the inactive leaf is not needed to meet egress capacity requirements and the inactive leaf shall not contain doorknobs, panic bars or similar oper- ating hardware.

1010.1.9.5 Unlatching. The unlatching of any door or leaf shall not require more than one operation.

Exceptions:

1. Places of detention or restraint.

2. Where manually operated bolt locks are per- mitted by Section 1010.1.9.4.

3. Doors with automatic flush bolts as permitted by Section 1010.1.9.3, Item 3.

4. Doors from individual dwelling units and sleeping units of Group R occupancies as per- mitted by Section 1010.1.9.3, Item 4.

1010.1.9.5.1 Closet and bathroom doors in Group R-4 occupancies. In Group R-4 occupancies, closet doors that latch in the closed position shall be open- able from inside the closet, and bathroom doors that latch in the closed position shall be capable of being unlocked from the ingress side.

1010.1.9.6 Controlled egress doors in Groups I-1 and I-2. Electric locking systems, including electro- mechanical locking systems and electromagnetic lock- ing systems, shall be permitted to be locked in the means of egress in Group I-1 or I-2 occupancies where the clinical needs of persons receiving care require their containment. Controlled egress doors shall be permitted in such occupancies where the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or an approved automatic smoke or heat detection system installed in accordance with Section 907, provided that the doors are installed and operate in accordance with all of the following:

1. The door locks shall unlock on actuation of the automatic sprinkler system or automatic fire detection system.

2. The door locks shall unlock on loss of power con- trolling the lock or lock mechanism.

3. The door locking system shall be installed to have the capability of being unlocked by a switch located at the fire command center, a nursing sta- tion or other approved location. The switch shall directly break power to the lock.

4. A building occupant shall not be required to pass through more than one door equipped with a con- trolled egress locking system before entering an exit.

5. The procedures for unlocking the doors shall be described and approved as part of the emergency planning and preparedness required by the Flor- ida Fire Prevention Code.

6. All clinical staff shall have the keys, codes or other means necessary to operate the locking sys- tems.

7. Emergency lighting shall be provided at the door.

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8. The door locking system units shall be listed in accordance with UL 294.

Exceptions:

1. Items 1 through 4 shall not apply to doors to areas occupied by persons who, because of clinical needs, require restraint or containment as part of the function of a psychiatric treat- ment area.

2. Items 1 through 4 shall not apply to doors to areas where a listed egress control system is utilized to reduce the risk of child abduction from nursery and obstetric areas of a Group I- 2 hospital.

1010.1.9.7 Delayed egress. Delayed egress locking systems shall be permitted to be installed on doors serv- ing any occupancy except Group A, E and H in build- ings that are equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or an approved automatic smoke or heat detection sys- tem installed in accordance with Section 907. The lock- ing system shall be installed and operated in accordance with all of the following:

1. The delay electronics of the delayed egress lock- ing system shall deactivate upon actuation of the automatic sprinkler system or automatic fire detection system, allowing immediate, free egress.

2. The delay electronics of the delayed egress lock- ing system shall deactivate upon loss of power controlling the lock or lock mechanism, allowing immediate free egress.

3. The delayed egress locking system shall have the capability of being deactivated at the fire com- mand center and other approved locations.

4. An attempt to egress shall initiate an irreversible process that shall allow such egress in not more than 15 seconds when a physical effort to exit is applied to the egress side door hardware for not more than 3 seconds. Initiation of the irreversible process shall activate an audible signal in the vicinity of the door. Once the delay electronics have been deactivated, rearming the delay elec- tronics shall be by manual means only.

Exception: Where approved, a delay of not more than 30 seconds is permitted on a delayed egress door.

5. The egress path from any point shall not pass through more than one delayed egress locking system.

Exception: In Group I-2 or I-3 occupancies, the egress path from any point in the building shall pass through not more than two delayed egress locking systems provided the combined delay does not exceed 30 seconds.

6. A sign shall be provided on the door and shall be located above and within 12 inches (305 mm) of the door exit hardware:

6.1. For doors that swing in the direction of egress, the sign shall read: PUSH UNTIL ALARM SOUNDS. DOOR CAN BE OPENED IN 15 [30] SECONDS.

6.2. For doors that swing in the opposite direc- tion of egress, the sign shall read: PULL UNTIL ALARM SOUNDS. DOOR CAN BE OPENED IN 15 [30] SECONDS.

6.3. The sign shall comply with the visual character requirements in ICC A117.1.

Exception: Where approved, in Group I occu- pancies, the installation of a sign is not required where care recipients who because of clinical needs require restraint or containment as part of the function of the treatment area.

7. Emergency lighting shall be provided on the egress side of the door.

8. The delayed egress locking system units shall be listed in accordance with UL 294.

1010.1.9.8 Sensor release of electrically locked egress doors. The electric locks on sensor released doors located in a means of egress in buildings with an occupancy in Group A, B, E, I-1, I-2, I-4, M, R-1 or R- 2 and entrance doors to tenant spaces in occupancies in Group A, B, E, I-1, I-2, I-4, M, R-1 or R-2 are permit- ted where installed and operated in accordance with all of the following criteria:

1. The sensor shall be installed on the egress side, arranged to detect an occupant approaching the doors. The doors shall be arranged to unlock by a signal from or loss of power to the sensor.

2. Loss of power to the lock or locking system shall automatically unlock the doors.

3. The doors shall be arranged to unlock from a manual unlocking device located 40 inches to 48 inches (1016 mm to 1219 mm) vertically above the floor and within 5 feet (1524 mm) of the secured doors. Ready access shall be provided to the manual unlocking device and the device shall be clearly identified by a sign that reads “PUSH TO EXIT.” When operated, the manual unlock- ing device shall result in direct interruption of power to the lock—independent of other elec- tronics—and the doors shall remain unlocked for not less than 30 seconds.

4. Activation of the building fire alarm system, where provided, shall automatically unlock the doors, and the doors shall remain unlocked until the fire alarm system has been reset.

5. Activation of the building automatic sprinkler system or fire detection system, where provided, shall automatically unlock the doors. The doors

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shall remain unlocked until the fire alarm system has been reset.

6. The door locking system units shall be listed in accordance with UL 294.

1010.1.9.9 Electromagnetically locked egress doors. Doors in the means of egress in buildings with an occu- pancy in Group A, B, E, I-1, I-2, I-4, M, R-1 or R-2 and doors to tenant spaces in Group A, B, E, I-1, I-2, I-4, M, R-1 or R-2 shall be permitted to be locked with an electromagnetic locking system where equipped with hardware that incorporates a built-in switch and where installed and operated in accordance with all of the fol- lowing:

1. The hardware that is affixed to the door leaf has an obvious method of operation that is readily operated under all lighting conditions.

2. The hardware is capable of being operated with one hand.

3. Operation of the hardware directly interrupts the power to the electromagnetic lock and unlocks the door immediately.

4. Loss of power to the locking system automati- cally unlocks the door.

5. Where panic or fire exit hardware is required by Section 1010.1.10, operation of the panic or fire exit hardware also releases the electromagnetic lock.

6. The locking system units shall be listed in accor- dance with UL 294.

1010.1.9.10 Locking arrangements in correctional facilities. In occupancies in Groups A-2, A-3, A-4, B, E, F, I-2, I-3, M and S within correctional and detention facilities, doors in means of egress serving rooms or spaces occupied by persons whose movements are con- trolled for security reasons shall be permitted to be locked where equipped with egress control devices that shall unlock manually and by not less than one of the following means:

1. Activation of an automatic sprinkler system installed in accordance with Section 903.3.1.1.

2. Activation of an approved manual fire alarm box.

3. A signal from a constantly attended location.

1010.1.9.11 Stairway doors. Interior stairway means of egress doors shall be openable from both sides with- out the use of a key or special knowledge or effort.

Exceptions:

1. Stairway discharge doors shall be openable from the egress side and shall only be locked from the opposite side.

2. This section shall not apply to doors arranged in accordance with Section 403.5.3.

3. In stairways serving not more than four sto- ries, doors are permitted to be locked from the

side opposite the egress side, provided they are openable from the egress side and capable of being unlocked simultaneously without unlatching upon a signal from the fire com- mand center, if present, or a signal by emer- gency personnel from a single location inside the main entrance to the building.

4. Stairway exit doors shall be openable from the egress side and shall only be locked from the opposite side in Group B, F, M and S occu- pancies where the only interior access to the tenant space is from a single exit stairway where permitted in Section 1006.3.2.

5. Stairway exit doors shall be openable from the egress side and shall only be locked from the opposite side in Group R-2 occupancies where the only interior access to the dwelling unit is from a single exit stairway where permitted in Section 1006.3.2.

1010.1.10 Panic and fire exit hardware. Doors serving a Group H occupancy and doors serving rooms or spaces with an occupant load of 50 or more in a Group A or E occupancy shall not be provided with a latch or lock other than panic hardware or fire exit hardware.

Exceptions:

1. A main exit of a Group A occupancy shall be per- mitted to be locking in accordance with Section 1010.1.9.3, Item 2.

2. Doors serving a Group A or E occupancy shall be permitted to be electromagnetically locked in accordance with Section 1010.1.9.9.

3. Outdoor gates from residential and commercial swimming pools or swimming pool decks, except where the pool deck serves as a portion of the means of egress of a building or has an occupant load of 300 or greater.

Electrical rooms with equipment rated 1,200 amperes or more and over 6 feet (1829 mm) wide, and that contain overcurrent devices, switching devices or control devices with exit or exit access doors, shall be equipped with panic hardware or fire exit hardware. The doors shall swing in the direction of egress travel.

1010.1.10.1 Installation. Where panic or fire exit hardware is installed, it shall comply with the follow- ing:

1. Panic hardware shall be listed in accordance with UL 305.

2. Fire exit hardware shall be listed in accordance with UL 10C and UL 305.

3. The actuating portion of the releasing device shall extend not less than one-half of the door leaf width.

4. The maximum unlatching force shall not exceed 15 pounds (67 N).

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1010.1.10.2 Balanced doors. If balanced doors are used and panic hardware is required, the panic hard- ware shall be the push-pad type and the pad shall not extend more than one-half the width of the door mea- sured from the latch side.

1010.2 Gates. Gates serving the means of egress system shall comply with the requirements of this section. Gates used as a component in a means of egress shall conform to the applica- ble requirements for doors.

Exception: Horizontal sliding or swinging gates exceed- ing the 4-foot (1219 mm) maximum leaf width limitation are permitted in fences and walls surrounding a stadium.

1010.2.1 Stadiums. Panic hardware is not required on gates surrounding stadiums where such gates are under constant immediate supervision while the public is pres- ent, and where safe dispersal areas based on 3 square feet (0.28 m2) per occupant are located between the fence and enclosed space. Such required safe dispersal areas shall not be located less than 50 feet (15 240 mm) from the enclosed space. See Section 1028.5 for means of egress from safe dispersal areas.

1010.3 Turnstiles. Turnstiles or similar devices that restrict travel to one direction shall not be placed so as to obstruct any required means of egress.

Exception: Each turnstile or similar device shall be cred- ited with a capacity based on not more than a 50-person occupant load where all of the following provisions are met:

1. Each device shall turn free in the direction of egress travel when primary power is lost and on the manual release by an employee in the area.

2. Such devices are not given credit for more than 50 percent of the required egress capacity or width.

3. Each device is not more than 39 inches (991 mm) high.

4. Each device has not less than 161/2 inches (419 mm) clear width at and below a height of 39 inches (991 mm) and not less than 22 inches (559 mm) clear width at heights above 39 inches (991 mm).

Where located as part of an accessible route, turnstiles shall have not less than 36 inches (914 mm) clear at and below a height of 34 inches (864 mm), not less than 32 inches (813 mm) clear width between 34 inches (864 mm) and 80 inches (2032 mm) and shall consist of a mechanism other than a revolving device.

1010.3.1 High turnstile. Turnstiles more than 39 inches (991 mm) high shall meet the requirements for revolving doors.

1010.3.2 Additional door. Where serving an occupant load greater than 300, each turnstile that is not portable shall have a side-hinged swinging door that conforms to Section 1010.1 within 50 feet (15 240 mm).

SECTION 1011 STAIRWAYS

1011.1 General. Stairways serving occupied portions of a building shall comply with the requirements of Sections 1011.2 through 1011.13. Alternating tread devices shall com- ply with Section 1011.14. Ships ladders shall comply with Section 1011.15. Ladders shall comply with Section 1011.16.

Exception: Within rooms or spaces used for assembly purposes, stepped aisles shall comply with Section 1029.

1011.2 Width and capacity. The required capacity of stair- ways shall be determined as specified in Section 1005.1, but the minimum width shall be not less than 44 inches (1118 mm). See Section 1009 for accessible means of egress stair- ways.

Exceptions:

1. Stairways serving an occupant load of less than 50 shall have a width of not less than 36 inches (914 mm).

2. Spiral stairways as provided for in Section 1011.10.

3. Where an incline platform lift or stairway chairlift is installed on stairways serving occupancies in Group R-3, or within dwelling units in occupancies in Group R-2, a clear passage width not less than 20 inches (508 mm) shall be provided. Where the seat and platform can be folded when not in use, the dis- tance shall be measured from the folded position.

1011.3 Headroom. Stairways shall have a headroom clear- ance of not less than 80 inches (2032 mm) measured verti- cally from a line connecting the edge of the nosings. Such headroom shall be continuous above the stairway to the point where the line intersects the landing below, one tread depth beyond the bottom riser. The minimum clearance shall be maintained the full width of the stairway and landing.

Exceptions:

1. Spiral stairways complying with Section 1011.10 are permitted a 78-inch (1981 mm) headroom clear- ance.

2. In Group R-3 occupancies; within dwelling units in Group R-2 occupancies; and in Group U occupan- cies that are accessory to a Group R-3 occupancy or accessory to individual dwelling units in Group R-2 occupancies; where the nosings of treads at the side of a flight extend under the edge of a floor opening through which the stair passes, the floor opening shall be allowed to project horizontally into the required headroom not more than 43/4 inches (121 mm).

1011.4 Walkline. The walkline across winder treads shall be concentric to the direction of travel through the turn and located 12 inches (305 mm) from the side where the winders are narrower. The 12-inch (305 mm) dimension shall be mea- sured from the widest point of the clear stair width at the walking surface of the winder. Where winders are adjacent

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within the flight, the point of the widest clear stair width of the adjacent winders shall be used.

1011.5 Stair treads and risers. Stair treads and risers shall comply with Sections 1011.5.1 through 1011.5.5.3.

1011.5.1 Dimension reference surfaces. For the purpose of this section, all dimensions are exclusive of carpets, rugs or runners.

1011.5.2 Riser height and tread depth. Stair riser heights shall be 7 inches (178 mm) maximum and 4 inches (102 mm) minimum. The riser height shall be measured vertically between the nosings of adjacent treads. Rectan- gular tread depths shall be 11 inches (279 mm) minimum measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread’s nosing. Winder treads shall have a minimum tread depth of 11 inches (279 mm) between the vertical planes of the foremost projection of adjacent treads at the intersections with the walkline and a minimum tread depth of 10 inches (254 mm) within the clear width of the stair.

Exceptions:

1. Spiral stairways in accordance with Section 1011.10.

2. Stairways connecting stepped aisles to cross aisles or concourses shall be permitted to use the riser/tread dimension in Section 1029.13.2.

3. In Group R-3 occupancies; within dwelling units in Group R-2 occupancies; and in Group U occu- pancies that are accessory to a Group R-3 occu- pancy or accessory to individual dwelling units in Group R-2 occupancies; the maximum riser height shall be 73/4 inches (197 mm); the mini- mum tread depth shall be 10 inches (254 mm); the minimum winder tread depth at the walkline shall be 10 inches (254 mm); and the minimum winder tread depth shall be 6 inches (152 mm). A nosing projection not less than 3/4 inch (19.1 mm) but not more than 11/4 inches (32 mm) shall be provided on stairways with solid risers where the tread depth is less than 11 inches (279 mm).

4. See Section 403.1 of the Florida Building Code, Existing Building for the replacement of existing stairways.

5. In Group I-3 facilities, stairways providing access to guard towers, observation stations and control rooms, not more than 250 square feet (23 m2) in area, shall be permitted to have a maxi- mum riser height of 8 inches (203 mm) and a minimum tread depth of 9 inches (229 mm).

1011.5.3 Winder treads. Winder treads are not permitted in means of egress stairways except within a dwelling unit.

Exceptions:

1. Curved stairways in accordance with Section 1011.9.

2. Spiral stairways in accordance with Section 1011.10.

1011.5.4 Dimensional uniformity. Stair treads and risers shall be of uniform size and shape. The tolerance between the largest and smallest riser height or between the largest and smallest tread depth shall not exceed 3/8 inch (9.5 mm) in any flight of stairs. The greatest winder tread depth at the walkline within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm).

Exceptions:

1. Stairways connecting stepped aisles to cross aisles or concourses shall be permitted to comply with the dimensional nonuniformity in Section 1029.13.2.

2. Consistently shaped winders, complying with Section 1011.5, differing from rectangular treads in the same flight of stairs.

3. Nonuniform riser dimension complying with Section 1011.5.4.1.

1011.5.4.1 Nonuniform height risers. Where the bot- tom or top riser adjoins a sloping public way, walkway or driveway having an established grade and serving as a landing, the bottom or top riser is permitted to be reduced along the slope to less than 4 inches (102 mm) in height, with the variation in height of the bottom or top riser not to exceed one unit vertical in 12 units hori- zontal (8-percent slope) of stair width. The nosings or leading edges of treads at such nonuniform height risers shall have a distinctive marking stripe, different from any other nosing marking provided on the stair flight. The distinctive marking stripe shall be visible in descent of the stair and shall have a slip-resistant sur- face. Marking stripes shall have a width of not less than 1 inch (25 mm) but not more than 2 inches (51 mm).

1011.5.5 Nosing and riser profile. Nosings shall have a curvature or bevel of not less than 1/16 inch (1.6 mm) but not more than 9/16 inch (14.3 mm) from the foremost pro- jection of the tread. Risers shall be solid and vertical or sloped under the tread above from the underside of the nos- ing above at an angle not more than 30 degrees (0.52 rad) from the vertical.

1011.5.5.1 Nosing projection size. The leading edge (nosings) of treads shall project not more than 11/4 inches (32 mm) beyond the tread below.

1011.5.5.2 Nosing projection uniformity. Nosing pro- jections of the leading edges shall be of uniform size, including the projections of the nosing’s leading edge of the floor at the top of a flight.

1011.5.5.3 Solid risers. Risers shall be solid. Exceptions:

1. Solid risers are not required for stairways that are not required to comply with Section 1009, provided that the opening between treads does not permit the passage of a sphere with a diameter of 4 inches (102 mm).

2. Solid risers are not required for occupancies in Group I-3 or in Group F, H and S occupancies other than areas accessible to the public. There

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are no restrictions on the size of the opening in the riser.

3. Solid risers are not required for spiral stair- ways constructed in accordance with Section 1011.10.

1011.6 Stairway landings. There shall be a floor or landing at the top and bottom of each stairway. The width of landings shall be not less than the width of stairways served. Every landing shall have a minimum width measured perpendicular to the direction of travel equal to the width of the stairway. Where the stairway has a straight run the depth need not exceed 48 inches (1219 mm). Doors opening onto a landing shall not reduce the landing to less than one-half the required width. When fully open, the door shall not project more than 7 inches (178 mm) into a landing. Where wheelchair spaces are required on the stairway landing in accordance with Sec- tion 1009.6.3, the wheelchair space shall not be located in the required width of the landing and doors shall not swing over the wheelchair spaces.

Exception: Where stairways connect stepped aisles to cross aisles or concourses, stairway landings are not required at the transition between stairways and stepped aisles constructed in accordance with Section 1029.

1011.7 Stairway construction. Stairways shall be built of materials consistent with the types permitted for the type of construction of the building, except that wood handrails shall be permitted for all types of construction.

1011.7.1 Stairway walking surface. The walking surface of treads and landings of a stairway shall not be sloped steeper than one unit vertical in 48 units horizontal (2-per- cent slope) in any direction. Stairway treads and landings shall have a solid surface. Finish floor surfaces shall be securely attached.

Exceptions:

1. Openings in stair walking surfaces shall be a size that does not permit the passage of 1/2-inch-diam- eter (12.7 mm) sphere. Elongated openings shall be placed so that the long dimension is perpen- dicular to the direction of travel.

2. In Group F, H and S occupancies, other than areas of parking structures accessible to the pub- lic, openings in treads and landings shall not be prohibited provided a sphere with a diameter of 11/8 inches (29 mm) cannot pass through the opening.

3. See also the Florida Building Code, Accessibility.

1011.7.2 Outdoor conditions. Outdoor stairways and out- door approaches to stairways shall be designed so that water will not accumulate on walking surfaces.

1011.7.3 Enclosures under interior stairways. The walls and soffits within enclosed usable spaces under enclosed and unenclosed stairways shall be protected by 1-hour fire-resistance-rated construction or the fire-resistance rat- ing of the stairway enclosure, whichever is greater. Access

to the enclosed space shall not be directly from within the stairway enclosure.

Exception: Spaces under stairways serving and con- tained within a single residential dwelling unit in Group R-2 or R-3 shall be permitted to be protected on the enclosed side with 1/2-inch (12.7 mm) gypsum board.

1011.7.4 Enclosures under exterior stairways. There shall not be enclosed usable space under exterior exit stairways unless the space is completely enclosed in 1- hour fire-resistance-rated construction. The open space under exterior stairways shall not be used for any purpose.

1011.8 Vertical rise. A flight of stairs shall not have a verti- cal rise greater than 12 feet (3658 mm) between floor levels or landings.

Exception: Spiral stairways used as a means of egress from technical production areas.

1011.9 Curved stairways. Curved stairways with winder treads shall have treads and risers in accordance with Section 1011.5 and the smallest radius shall be not less than twice the minimum width or required capacity of the stairway.

Exception: The radius restriction shall not apply to curved stairways in Group R-3 and within individual dwelling units in Group R-2.

1011.10 Spiral stairways. Spiral stairways are permitted to be used as a component in the means of egress only within dwelling units or from a space not more than 250 square feet (23 m2) in area and serving not more than five occupants, or from technical production areas in accordance with Section 410.6.

A spiral stairway shall have a 71/2-inch (191 mm) mini- mum clear tread depth at a point 12 inches (305 mm) from the narrow edge. The risers shall be sufficient to provide a head- room of 78 inches (1981 mm) minimum, but riser height shall not be more than 91/2 inches (241 mm). The minimum stair- way clear width at and below the handrail shall be 26 inches (660 mm).

1011.11 Handrails. Stairways shall have handrails on each side and shall comply with Section 1014. Where glass is used to provide the handrail, the handrail shall comply with Sec- tion 2407.

Exceptions:

1. Stairways within dwelling units and spiral stairways are permitted to have a handrail on one side only.

2. Decks, patios and walkways that have a single change in elevation where the landing depth on each side of the change of elevation is greater than what is required for a landing do not require handrails.

3. In Group R-3 occupancies, a change in elevation consisting of a single riser at an entrance or egress door does not require handrails.

4. Changes in room elevations of three or fewer risers within dwelling units and sleeping units in Group R- 2 and R-3 do not require handrails.

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1011.12 Stairway to roof. In buildings four or more stories above grade plane, one stairway shall extend to the roof sur- face unless the roof has a slope steeper than four units vertical in 12 units horizontal (33-percent slope).

Exception: Other than where required by Section 1011.12.1, in buildings without an occupied roof access to the roof from the top story shall be permitted to be by an alternating tread device, a ships ladder or a permanent ladder.

1011.12.1 Stairway to elevator equipment. Roofs and penthouses containing elevator equipment that must be accessed for maintenance are required to be accessed by a stairway.

1011.12.2 Roof access. Where a stairway is provided to a roof, access to the roof shall be provided through a pent- house complying with Section 1510.2.

Exception: In buildings without an occupied roof, access to the roof shall be permitted to be a roof hatch or trap door not less than 16 square feet (1.5 m2) in area and having a minimum dimension of 2 feet (610 mm).

1011.13 Guards. Guards shall be provided along stairways and landings where required by Section 1015 and shall be constructed in accordance with Section 1015. Where the roof hatch opening providing the required access is located within 10 feet (3049 mm) of the roof edge, such roof access or roof edge shall be protected by guards installed in accordance with Section 1015.

1011.14 Alternating tread devices. Alternating tread devices are limited to an element of a means of egress in buildings of Groups F, H and S from a mezzanine not more than 250 square feet (23 m2) in area and that serves not more than five occupants; in buildings of Group I-3 from a guard tower, observation station or control room not more than 250 square feet (23 m2) in area and for access to unoccupied roofs. Alternating tread devices used as a means of egress shall not have a rise greater than 20 feet (6096 mm) between floor levels or landings.

1011.14.1 Handrails of alternating tread devices. Hand- rails shall be provided on both sides of alternating tread devices and shall comply with Section 1014.

1011.14.2 Treads of alternating tread devices. Alternat- ing tread devices shall have a minimum tread depth of 5 inches (127 mm), a minimum projected tread depth of 81/2 inches (216 mm), a minimum tread width of 7 inches (178 mm) and a maximum riser height of 91/2 inches (241 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projections of adjacent treads. The riser height shall be measured vertically between the leading edges of adjacent treads. The riser height and tread depth provided shall result in an angle of ascent from the horizontal of between 50 and 70 degrees (0.87 and 1.22 rad). The initial tread of the device shall begin at the same elevation as the platform, landing or floor surface.

Exception: Alternating tread devices used as an ele- ment of a means of egress in buildings from a mezza- nine area not more than 250 square feet (23 m2) in area

that serves not more than five occupants shall have a minimum tread depth of 3 inches (76 mm) with a mini- mum projected tread depth of 101/2 inches (267 mm). The rise to the next alternating tread surface shall not exceed 8 inches (203 mm).

1011.15 Ships ladders. Ships ladders are permitted to be used in Group I-3 as a component of a means of egress to and from control rooms or elevated facility observation stations not more than 250 square feet (23 m2) with not more than three occupants and for access to unoccupied roofs. The min- imum clear width at and below the handrails shall be 20 inches (508 mm).

1011.15.1 Handrails of ships ladders. Handrails shall be provided on both sides of ships ladders.

1011.15.2 Treads of ships ladders. Ships ladders shall have a minimum tread depth of 5 inches (127 mm). The tread shall be projected such that the total of the tread depth plus the nosing projection is not less than 81/2 inches (216 mm). The maximum riser height shall be 91/2 inches (241 mm).

1011.16 Ladders. Permanent ladders shall not serve as a part of the means of egress from occupied spaces within a build- ing. Permanent ladders shall be permitted to provide access to the following areas:

1. Spaces frequented only by personnel for maintenance, repair or monitoring of equipment.

2. Nonoccupiable spaces accessed only by catwalks, crawl spaces, freight elevators or very narrow passage- ways.

3. Raised areas used primarily for purposes of security, life safety or fire safety including, but not limited to, observation galleries, prison guard towers, fire towers or lifeguard stands.

4. Elevated levels in Group U not open to the general pub- lic.

5. Nonoccupied roofs that are not required to have stair- way access in accordance with Section 1011.12.1.

6. Ladders shall be constructed in accordance with Sec- tion 306.5 of the Florida Building Code, Mechanical.

1011.17 Accessible stairs. Stairs required to be accessible shall comply with the Florida Building Code, Accessibility.

SECTION 1012 RAMPS

1012.1 Scope. The provisions of this section shall apply to ramps used as a component of a means of egress.

Exceptions:

1. Ramped aisles within assembly rooms or spaces shall comply with the provisions in Section 1029.

2. Curb ramps not subject to Florida Building Code, Accessibility, shall comply with ICC A117.1.

3. Vehicle ramps in parking garages for pedestrian exit access shall not be required to comply with the pro- visions of the Florida Building Code, Accessibility

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when they are not an accessible route serving acces- sible parking spaces, other required accessible ele- ments or part of an accessible means of egress.

1012.2 Slope. Ramps used as part of a means of egress shall have a running slope not steeper than one unit vertical in 12 units horizontal (8-percent slope). The slope of other pedes- trian ramps shall not be steeper than one unit vertical in eight units horizontal (12.5-percent slope).

1012.3 Cross slope. The slope measured perpendicular to the direction of travel of a ramp shall not be steeper than one unit vertical in 48 units horizontal (2-percent slope).

Exception: See also the Florida Building Code, Accessi- bility.

1012.4 Vertical rise. The rise for any ramp run shall be 30 inches (762 mm) maximum.

1012.5 Minimum dimensions. The minimum dimensions of means of egress ramps shall comply with Sections 1012.5.1 through 1012.5.3.

1012.5.1 Width and capacity. The minimum width and required capacity of a means of egress ramp shall be not less than that required for corridors by Section 1020.2. The clear width of a ramp between handrails, if provided, or other permissible projections shall be 36 inches (914 mm) minimum.

1012.5.2 Headroom. The minimum headroom in all parts of the means of egress ramp shall be not less than 80 inches (2032 mm).

1012.5.3 Restrictions. Means of egress ramps shall not reduce in width in the direction of egress travel. Projec- tions into the required ramp and landing width are prohib- ited. Doors opening onto a landing shall not reduce the clear width to less than 42 inches (1067 mm).

1012.6 Landings. Ramps shall have landings at the bottom and top of each ramp, points of turning, entrance, exits at doors and in accordance with the Florida Building Code, Accessibility. Landings shall comply with Sections 1012.6.1 through 1012.6.5.

1012.6.1 Slope. Landings shall have a slope not steeper than one unit vertical in 48 units horizontal (2-percent slope) in any direction. Changes in level are not permitted.

Exception: See also the Florida Building Code, Acces- sibility.

1012.6.2 Width. The landing width shall be not less than the width of the widest ramp run adjoining the landing.

1012.6.3 Length. The landing length shall be 60 inches (1525 mm) minimum.

Exceptions:

1. In Group R-2 and R-3 individual dwelling and sleeping units that are not required to be Accessi- ble units, landings are permitted to be 36 inches (914 mm) minimum.

2. Where the ramp is not a part of an accessible route, the length of the landing shall not be required to be more than 48 inches (1220 mm) in the direction of travel.

3. Accessible landings shall comply with the Flor- ida Building Code, Accessibility.

1012.6.4 Change in direction. Where changes in direc- tion of travel occur at landings provided between ramp runs, the landing shall be 60 inches by 60 inches (1524 mm by 1524 mm) minimum.

Exception: In Group R-2 and R-3 individual dwelling or sleeping units that are not required to be Accessible units, in accordance with the Florida Building Code, Accessibility, landings are permitted to be 36 inches by 36 inches (914 mm by 914 mm) minimum.

1012.6.5 Doorways. Where doorways are located adjacent to a ramp landing, maneuvering clearances required by ICC A117.1 are permitted to overlap the required landing area.

1012.7 Ramp construction. Ramps shall be built of materi- als consistent with the types permitted for the type of con- struction of the building, except that wood handrails shall be permitted for all types of construction.

1012.7.1 Ramp surface. The surface of ramps shall be of slip-resistant materials that are securely attached.

1012.7.2 Outdoor conditions. Outdoor ramps and out- door approaches to ramps shall be designed so that water will not accumulate on walking surfaces.

1012.8 Handrails. Ramps with a rise greater than 6 inches (152 mm) shall have handrails on both sides. Handrails shall comply with Section 1014.

1012.9 Guards. Guards shall be provided where required by Section 1015 and shall be constructed in accordance with Section 1015.

1012.10 Edge protection. Edge protection complying with Section 1012.10.1 or 1012.10.2 shall be provided on each side of ramp runs and at each side of ramp landings.

Exceptions:

1. Edge protection is not required on ramps that are not required to have handrails, provided they have flared sides that comply with the provisions of the Florida Building Code, Accessibility.

2. Edge protection is not required on the sides of ramp landings serving an adjoining ramp run or stairway.

3. Edge protection is not required on the sides of ramp landings having a vertical dropoff of not more than 1/2 inch (12.7 mm) within 10 inches (254 mm) hori- zontally of the required landing area.

1012.10.1 Curb, rail, wall or barrier. A curb, rail, wall or barrier shall be provided to serve as edge protection. A curb shall be not less than 4 inches (102 mm) in height. Barriers shall be constructed so that the barrier prevents the passage of a 4-inch-diameter (102 mm) sphere, where any portion of the sphere is within 4 inches (102 mm) of the floor or ground surface.

1012.10.2 Extended floor or ground surface. The floor or ground surface of the ramp run or landing shall extend 12 inches (305 mm) minimum beyond the inside face of a handrail complying with Section 1014.

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SECTION 1013 EXIT SIGNS

1013.1 Where required. Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. The path of egress travel to exits and within exits shall be marked by readily visible exit signs to clearly indicate the direction of egress travel in cases where the exit or the path of egress travel is not immediately visible to the occupants. Intervening means of egress doors within exits shall be marked by exit signs. Exit sign place- ment shall be such that no point in an exit access corridor or exit passageway is more than 100 feet (30 480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign.

Exceptions:

1. Exit signs are not required in rooms or areas that require only one exit or exit access.

2. Main exterior exit doors or gates that are obviously and clearly identifiable as exits need not have exit signs where approved by the building official.

3. Exit signs are not required in occupancies in Group U and individual sleeping units or dwelling units in Group R-1, R-2 or R-3.

4. Exit signs are not required in dayrooms, sleeping rooms or dormitories in occupancies in Group I-3.

5. In occupancies in Groups A-4 and A-5, exit signs are not required on the seating side of vomitories or openings into seating areas where exit signs are pro- vided in the concourse that are readily apparent from the vomitories. Egress lighting is provided to iden- tify each vomitory or opening within the seating area in an emergency.

1013.2 Floor-level exit signs in Group R-1. Where exit signs are required in Group R-1 occupancies by Section 1013.1, additional low-level exit signs shall be provided in all areas serving guest rooms in Group R-1 occupancies and shall comply with Section 1013.5.

The bottom of the sign shall be not less than 10 inches (254 mm) nor more than 12 inches (305 mm) above the floor level. The sign shall be flush mounted to the door or wall. Where mounted on the wall, the edge of the sign shall be within 4 inches (102 mm) of the door frame on the latch side.

1013.3 Illumination. Exit signs shall be internally or exter- nally illuminated.

Exception: Tactile signs required by Section 1013.4 need not be provided with illumination.

1013.4 Raised character and braille exit signs. A sign stat- ing EXIT in visual characters, raised characters and braille and complying with the Florida Building Code, Accessibility shall be provided adjacent to each door to an area of refuge, an exterior area for assisted rescue, an exit stairway or ramp, an exit passageway and the exit discharge.

1013.5 Internally illuminated exit signs. Electrically pow- ered, self-luminous and photoluminescent exit signs shall be listed and labeled in accordance with UL 924 and shall be

installed in accordance with the manufacturer’s instructions and Chapter 27. Exit signs shall be illuminated at all times.

1013.6 Externally illuminated exit signs. Externally illumi- nated exit signs shall comply with Sections 1013.6.1 through 1013.6.3.

1013.6.1 Graphics. Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 3/4 inch (19.1 mm) wide. The word “EXIT” shall have letters having a width not less than 2 inches (51 mm) wide, except the letter “I,” and the minimum spacing between letters shall be not less than 3/8 inch (9.5 mm). Signs larger than the minimum established in this section shall have letter widths, strokes and spacing in proportion to their height.

The word “EXIT” shall be in high contrast with the background and shall be clearly discernible when the means of exit sign illumination is or is not energized. If a chevron directional indicator is provided as part of the exit sign, the construction shall be such that the direction of the chevron directional indicator cannot be readily changed.

1013.6.2 Exit sign illumination. The face of an exit sign illuminated from an external source shall have an intensity of not less than 5 footcandles (54 lux).

1013.6.3 Power source. Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emer- gency power system provided from storage batteries, unit equipment or an on-site generator. The installation of the emergency power system shall be in accordance with Chapter 27.

Exceptions:

1. Approved exit sign illumination means that pro- vide continuous illumination independent of external power sources for a duration of not less than 90 minutes, in case of primary power loss, are not required to be connected to an emergency electrical system.

2. Group I-2 Condition 2 exit sign illumination shall not be provided by unit equipment battery only.

SECTION 1014 HANDRAILS

1014.1 Where required. Handrails serving stairways, ramps, stepped aisles and ramped aisles shall be adequate in strength and attachment in accordance with Section 1607.8. Handrails required for stairways by Section 1011.11 shall comply with Sections 1014.2 through 1014.9. Handrails required for ramps by Section 1012.8 shall comply with Sec- tions 1014.2 through 1014.8. Handrails for stepped aisles and ramped aisles required by Section 1029.15 shall comply with Sections 1014.2 through 1014.8.

1014.2 Height. Handrail height, measured above stair tread nosings, or finish surface of ramp slope, shall be uniform, not less than 34 inches (864 mm) and not more than 38 inches

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(965 mm). Handrail height of alternating tread devices and ships ladders, measured above tread nosings, shall be uni- form, not less than 30 inches (762 mm) and not more than 34 inches (864 mm).

Exceptions:

1. Where handrail fittings or bendings are used to pro- vide continuous transition between flights, the fit- tings or bendings shall be permitted to exceed the maximum height.

2. In Group R-3 occupancies; within dwelling units in Group R-2 occupancies; and in Group U occupan- cies that are associated with a Group R-3 occupancy or associated with individual dwelling units in Group R-2 occupancies; where handrail fittings or bendings are used to provide continuous transition between flights, transition at winder treads, transi- tion from handrail to guard, or where used at the start of a flight, the handrail height at the fittings or bendings shall be permitted to exceed the maximum height.

3. Handrails on top of a guard where permitted along stepped aisles and ramped aisles in accordance with Section 1029.15.

1014.3 Handrail graspability. Required handrails shall comply with Section 1014.3.1 or shall provide equivalent graspability.

Exceptions:

1. In Group R-3 occupancies; within dwelling units in Group R-2 occupancies; and in Group U occupancies that are accessory to a Group R-3 occupancy or acces- sory to individual dwelling units in Group R-2 occu- pancies; handrails shall be Type I in accordance with Section 1014.3.1, Type II in accordance with Section 1014.3.2 or shall provide equivalent graspability.

2. Accessible handrails shall meet the requirements of the Florida Building Code, Accessibility.

1014.3.1 Type I. Handrails with a circular cross section shall have an outside diameter of not less than 11/4 inches (32 mm) and not greater than 2 inches (51 mm). Where the handrail is not circular, it shall have a perimeter dimension of not less than 4 inches (102 mm) and not greater than 61/4 inches (160 mm) with a maximum cross-sectional dimen- sion of 21/4 inches (57 mm) and minimum cross-sectional dimension of 1 inch (25 mm). Edges shall have a minimum radius of 0.01 inch (0.25 mm).

1014.3.2 Type II. Handrails with a perimeter greater than 61/4 inches (160 mm) shall provide a graspable finger recess area on both sides of the profile. The finger recess shall begin within a distance of 3/4 inch (19 mm) measured vertically from the tallest portion of the profile and achieve a depth of not less than 5/16 inch (8 mm) within

7/8 inch (22 mm) below the widest portion of the profile. This required depth shall continue for not less than 3/8 inch (10 mm) to a level that is not less than 13/4 inches (45 mm) below the tallest portion of the profile. The width of the handrail above the recess shall be not less than 11/4 inches

(32 mm) to not greater than 23/4 inches (70 mm). Edges shall have a minimum radius of 0.01 inch (0.25 mm).

1014.4 Continuity. Handrail gripping surfaces shall be con- tinuous, without interruption by newel posts or other obstruc- tions.

Exceptions:

1. Handrails within dwelling units are permitted to be interrupted by a newel post at a turn or landing.

2. Within a dwelling unit, the use of a volute, turnout, starting easing or starting newel is allowed over the lowest tread.

3. Handrail brackets or balusters attached to the bottom surface of the handrail that do not project horizon- tally beyond the sides of the handrail within 11/2 inches (38 mm) of the bottom of the handrail shall not be considered obstructions. For each 1/2 inch (12.7 mm) of additional handrail perimeter dimen- sion above 4 inches (102 mm), the vertical clearance dimension of 11/2 inches (38 mm) shall be permitted to be reduced by 1/8 inch (3.2 mm).

4. Where handrails are provided along walking sur- faces with slopes not steeper than 1:20, the bottoms of the handrail gripping surfaces shall be permitted to be obstructed along their entire length where they are integral to crash rails or bumper guards.

5. Handrails serving stepped aisles or ramped aisles are permitted to be discontinuous in accordance with Section 1029.15.1.

1014.5 Fittings. Handrails shall not rotate within their fit- tings.

1014.6 Handrail extensions. Handrails shall return to a wall, guard or the walking surface or shall be continuous to the handrail of an adjacent flight of stairs or ramp run. Where handrails are not continuous between flights, the handrails shall extend horizontally not less than 12 inches (305 mm) beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. At ramps where handrails are not continuous between runs, the handrails shall extend hori- zontally above the landing 12 inches (305 mm) minimum beyond the top and bottom of ramp runs. The extensions of handrails shall be in the same direction of the flights of stairs at stairways and the ramp runs at ramps.

Exceptions:

1. Handrails within a dwelling unit that is not required to be accessible need extend only from the top riser to the bottom riser.

2. Handrails serving aisles in rooms or spaces used for assembly purposes are permitted to comply with the handrail extensions in accordance with Section 1029.15.

3. Handrails for alternating tread devices and ships ladders are permitted to terminate at a location verti- cally above the top and bottom risers. Handrails for alternating tread devices are not required to be con- tinuous between flights or to extend beyond the top or bottom risers.

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4. Accessible handrail extensions shall be in accor- dance with the Florida Building Code, Accessibility.

1014.7 Clearance. Clear space between a handrail and a wall or other surface shall be not less than 11/2 inches (38 mm). A handrail and a wall or other surface adjacent to the handrail shall be free of any sharp or abrasive elements.

1014.8 Projections. On ramps and on ramped aisles that are part of an accessible route, the clear width between handrails shall be 36 inches (914 mm) minimum. Projections into the required width of aisles, stairways and ramps at each side shall not exceed 41/2 inches (114 mm) at or below the handrail height. Projections into the required width shall not be limited above the minimum headroom height required in Section 1011.3. Projections due to intermediate handrails shall not constitute a reduction in the egress width. Where a pair of intermediate handrails are provided within the stairway width without a walking surface between the pair of interme- diate handrails and the distance between the pair of interme- diate handrails is greater than 6 inches (152 mm), the available egress width shall be reduced by the distance between the closest edges of each such intermediate pair of handrails that is greater than 6 inches (152 mm).

1014.9 Intermediate handrails. Stairways shall have inter- mediate handrails located in such a manner that all portions of the stairway minimum width or required capacity are within 30 inches (762 mm) of a handrail. On monumental stairs, handrails shall be located along the most direct path of egress travel.

SECTION 1015 GUARDS

1015.1 General. Guards shall comply with the provisions of Sections 1015.2 through 1015.7. Operable windows with sills located more than 72 inches (1829 mm) above finished grade or other surface below shall comply with Section 1015.8.

1015.2 Where required. Guards shall be located along open-sided walking surfaces, including mezzanines, equip- ment platforms, aisles, stairs, ramps and landings that are located more than 30 inches (762 mm) measured vertically to the floor or grade below at any point within 36 inches (914 mm) horizontally to the edge of the open side. Guards shall be adequate in strength and attachment in accordance with Section 1607.8.

Exception: Guards are not required for the following locations:

1. On the loading side of loading docks or piers.

2. On the audience side of stages and raised platforms, including stairs leading up to the stage and raised platforms.

3. On raised stage and platform floor areas, such as runways, ramps and side stages used for entertain- ment or presentations.

4. At vertical openings in the performance area of stages and platforms.

5. At elevated walking surfaces appurtenant to stages and platforms for access to and utilization of special lighting or equipment.

6. Along vehicle service pits not accessible to the pub- lic.

7. In assembly seating areas at cross aisles in accor- dance with Section 1029.16.2.

1015.2.1 Glazing. Where glass is used to provide a guard or as a portion of the guard system, the guard shall com- ply with Section 2407. Where the glazing provided does not meet the strength and attachment requirements of Sec- tion 1607.8, complying guards shall be located along glazed sides of open-sided walking surfaces.

1015.3 Height. Required guards shall be not less than 42 inches (1067 mm) high, measured vertically as follows:

1. From the adjacent walking surfaces.

2. On stairways and stepped aisles, from the line connect- ing the leading edges of the tread nosings.

3. On ramps and ramped aisles, from the ramp surface at the guard.

Exceptions:

1. For occupancies in Group R-3 not more than three stories above grade in height and within individual dwelling units in occupancies in Group R-2 not more than three stories above grade in height with separate means of egress, required guards shall be not less than 36 inches (914 mm) in height measured vertically above the adjacent walking surfaces or adjacent fixed seating.

2. For occupancies in Group R-3, and within individual dwelling units in occupancies in Group R-2, guards on the open sides of stairs shall have a height not less than 34 inches (864 mm) measured vertically from a line connecting the leading edges of the treads.

3. For occupancies in Group R-3, and within individual dwelling units in occupancies in Group R-2, where the top of the guard also serves as a handrail on the open sides of stairs, the top of the guard shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm) measured vertically from a line connecting the leading edges of the treads.

4. The guard height in assembly seating areas shall comply with Section 1029.16 as applicable.

5. Along alternating tread devices and ships ladders, guards where the top rail also serves as a handrail shall have height not less than 30 inches (762 mm) and not more than 34 inches (864 mm), measured vertically from the leading edge of the device tread nosing.

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1015.4 Opening limitations. Required guards shall not have openings that allow passage of a sphere 4 inches (102 mm) in diameter from the walking surface to the required guard height.

Exceptions:

1. From a height of 36 inches (914 mm) to 42 inches (1067 mm), guards shall not have openings that allow passage of a sphere 43/8 inches (111 mm) in diameter.

2. The triangular openings at the open sides of a stair, formed by the riser, tread and bottom rail shall not allow passage of a sphere 6 inches (152 mm) in diameter.

3. At elevated walking surfaces for access to and use of electrical, mechanical or plumbing systems or equipment, guards shall not have openings that allow passage of a sphere 21 inches (533 mm) in diameter.

4. In areas that are not open to the public within occu- pancies in Group I-3, F, H or S, and for alternating tread devices and ships ladders, guards shall not have openings that allow passage of a sphere 21 inches (533 mm) in diameter.

5. In assembly seating areas, guards required at the end of aisles in accordance with Section 1029.16.4 shall not have openings that allow passage of a sphere 4 inches (102 mm) in diameter up to a height of 26 inches (660 mm). From a height of 26 inches (660 mm) to 42 inches (1067 mm) above the adjacent walking surfaces, guards shall not have openings that allow passage of a sphere 8 inches (203 mm) in diameter.

6. Within individual dwelling units and sleeping units in Group R-2 and R-3 occupancies, guards on the open sides of stairs shall not have openings that allow passage of a sphere 43/8 (111 mm) inches in diameter.

1015.5 Screen porches. Porches and decks that are enclosed with insect screening shall be provided with guards where the walking surface is located more than 30 inches (762 mm) above the floor or grade below.

1015.6 Mechanical equipment, systems and devices. Guards shall be provided where various components that require service are located within 10 feet (3048 mm) of a roof edge or open side of a walking surface and such edge or open side is located more than 30 inches (762 mm) above the floor, roof or grade below. The guard shall extend not less than 30 inches (762 mm) beyond each end of such components. The guard shall be constructed so as to prevent the passage of a sphere 21 inches (533 mm) in diameter.

Exception: Guards are not required where permanent fall arrest/restraint anchorage connector devices that comply

with ANSI/ASSE Z 359.1 are affixed for use during the entire roof covering lifetime. The devices shall be reevalu- ated for possible replacement when the entire roof cover- ing is replaced. The devices shall be placed not more than 10 feet (3048 mm) on center along hip and ridge lines and placed not less than 10 feet (3048 mm) from the roof edge or open side of the walking surface.

1015.7 Roof access. Guards shall be provided where the roof hatch opening is located within 10 feet (3048 mm) of a roof edge or open side of a walking surface and such edge or open side is located more than 30 inches (762 mm) above the floor, roof or grade below. The guard shall be constructed so as to prevent the passage of a sphere 21 inches (533 mm) in diame- ter.

Exception: Guards are not required where permanent fall arrest/restraint anchorage connector devices that comply with ANSI/ASSE Z 359.1 are affixed for use during the entire roof covering lifetime. The devices shall be reevalu- ated for possible replacement when the entire roof cover- ing is replaced. The devices shall be placed not more than 10 feet (3048 mm) on center along hip and ridge lines and placed not less than 10 feet (3048 mm) from the roof edge or open side of the walking surface.

1015.8 Window openings. Windows in Group R-2 and R-3 buildings including dwelling units, where the top of the sill of an operable window opening is located less than 36 inches above the finished floor and more than 72 inches (1829 mm) above the finished grade or other surface below on the exte- rior of the building, shall comply with one of the following:

1. Operable windows where the top of the sill of the open- ing is located more than 75 feet (22 860 mm) above the finished grade or other surface below and that are pro- vided with window fall prevention devices that comply with ASTM F2006.

2. Operable windows where the openings will not allow a 4-inch-diameter (102 mm) sphere to pass through the opening when the window is in its largest opened posi- tion.

3. Operable windows where the openings are provided with window fall prevention devices that comply with ASTM F2090.

4. Operable windows that are provided with window opening control devices that comply with Section 1015.8.1.

1015.8.1 Window opening control devices. Window opening control devices shall comply with ASTM F2090. The window opening control device, after operation to release the control device allowing the window to fully open, shall not reduce the minimum net clear opening area of the window unit to less than the area required by Sec- tion 1030.2.

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SECTION 1016 EXIT ACCESS

1016.1 General. The exit access shall comply with the appli- cable provisions of Sections 1003 through 1015. Exit access arrangement shall comply with Sections 1016 through 1021.

1016.2 Egress through intervening spaces. Egress through intervening spaces shall comply with this section.

1. Exit access through an enclosed elevator lobby is per- mitted. Access to not less than one of the required exits shall be provided without travel through the enclosed elevator lobbies required by Section 3006. Where the path of exit access travel passes through an enclosed elevator lobby, the level of protection required for the enclosed elevator lobby is not required to be extended to the exit unless direct access to an exit is required by other sections of this code.

2. Egress from a room or space shall not pass through adjoining or intervening rooms or areas, except where such adjoining rooms or areas and the area served are accessory to one or the other, are not a Group H occu- pancy and provide a discernible path of egress travel to an exit.

Exception: Means of egress are not prohibited through adjoining or intervening rooms or spaces in a Group H, S or F occupancy where the adjoining or intervening rooms or spaces are the same or a lesser hazard occupancy group.

3. An exit access shall not pass through a room that can be locked to prevent egress.

4. Means of egress from dwelling units or sleeping areas shall not lead through other sleeping areas, toilet rooms or bathrooms.

5. Egress shall not pass through kitchens, storage rooms, closets or spaces used for similar purposes.

Exceptions:

1. Means of egress are not prohibited through a kitchen area serving adjoining rooms consti- tuting part of the same dwelling unit or sleep- ing unit.

2. Means of egress are not prohibited through stockrooms in Group M occupancies where all of the following are met:

2.1. The stock is of the same hazard classi- fication as that found in the main retail area.

2.2. Not more than 50 percent of the exit access is through the stockroom.

2.3. The stockroom is not subject to lock- ing from the egress side.

2.4. There is a demarcated, minimum 44- inch-wide (1118 mm) aisle defined by full- or partial-height fixed walls or similar construction that will maintain the required width and lead directly from the retail area to the exit without obstructions.

1016.2.1 Multiple tenants. Where more than one tenant occupies any one floor of a building or structure, each tenant space, dwelling unit and sleeping unit shall be pro- vided with access to the required exits without passing through adjacent tenant spaces, dwelling units and sleep- ing units.

Exception: The means of egress from a smaller tenant space shall not be prohibited from passing through a larger adjoining tenant space where such rooms or spaces of the smaller tenant occupy less than 10 percent of the area of the larger tenant space through which they pass; are the same or similar occupancy group; a discernible path of egress travel to an exit is provided; and the means of egress into the adjoining space is not subject to locking from the egress side. A required means of egress serving the larger tenant space shall not pass through the smaller tenant space or spaces.

SECTION 1017 EXIT ACCESS TRAVEL DISTANCE

1017.1 General. Travel distance within the exit access por- tion of the means of egress system shall be in accordance with this section.

1017.2 Limitations. Exit access travel distance shall not exceed the values given in Table 1017.2.

1017.2.1 Exterior egress balcony increase. Exit access travel distances specified in Table 1017.2 shall be increased up to an additional 100 feet (30 480 mm) pro- vided the last portion of the exit access leading to the exit occurs on an exterior egress balcony constructed in accor- dance with Section 1021. The length of such balcony shall be not less than the amount of the increase taken.

1017.2.2 Group F-1 and S-1 increase. The maximum exit access travel distance shall be 400 feet (122 m) in Group F-1 or S-1 occupancies where all of the following condi- tions are met:

1. The portion of the building classified as Group F-1 or S-1 is limited to one story in height.

2. The minimum height from the finished floor to the bottom of the ceiling or roof slab or deck is 24 feet (7315 mm).

3. The building is equipped throughout with an auto- matic sprinkler system in accordance with Section 903.3.1.1.

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1017.3 Measurement. Exit access travel distance shall be measured from the most remote point within a story along the natural and unobstructed path of horizontal and vertical egress travel to the entrance to an exit.

Exception: In open parking garages, exit access travel distance is permitted to be measured to the closest riser of an exit access stairway or the closest slope of an exit access ramp.

1017.3.1 Exit access stairways and ramps. Travel dis- tance on exit access stairways or ramps shall be included in the exit access travel distance measurement. The mea- surement along stairways shall be made on a plane parallel and tangent to the stair tread nosings in the center of the stair and landings. The measurement along ramps shall be

made on the walking surface in the center of the ramp and landings.

SECTION 1018 AISLES

1018.1 General. Aisles and aisle accessways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle accessways shall be provided from all occupied portions of the exit access that contain seats, tables, furnishings, displays and similar fixtures or equipment. The minimum width or required capacity of aisles shall be unobstructed.

Exception: Encroachments complying with Section 1005.7.

1018.2 Aisles in assembly spaces. Aisles and aisle access- ways serving a room or space used for assembly purposes shall comply with Section 1029.

1018.3 Aisles in Groups B and M. In Group B and M occu- pancies, the minimum clear aisle width shall be determined by Section 1005.1 for the occupant load served, but shall be not less than that required for corridors by Section 1020.2.

Exception: Nonpublic aisles serving less than 50 people and not required to be accessible by Chapter 11 need not exceed 28 inches (711 mm) in width.

1018.4 Aisle accessways in Group M. An aisle accessway shall be provided on not less than one side of each element within the merchandise pad. The minimum clear width for an aisle accessway not required to be accessible shall be 30 inches (762 mm). The required clear width of the aisle accessway shall be measured perpendicular to the elements and merchandise within the merchandise pad. The 30-inch (762 mm) minimum clear width shall be maintained to pro- vide a path to an adjacent aisle or aisle accessway. The com- mon path of egress travel shall not exceed 30 feet (9144 mm) from any point in the merchandise pad.

Exception: For areas serving not more than 50 occupants, the common path of egress travel shall not exceed 75 feet (22 860 mm).

1018.5 Aisles in other than assembly spaces and Groups B and M. In other than rooms or spaces used for assembly pur- poses and Group B and M occupancies, the minimum clear aisle capacity shall be determined by Section 1005.1 for the occupant load served, but the width shall be not less than that required for corridors by Section 1020.2.

Exception: Nonpublic aisles serving less than 50 people and not required to be accessible by Chapter 11 need not exceed 28 inches (711 mm) in width.

SECTION 1019 EXIT ACCESS STAIRWAYS AND RAMPS

1019.1 General. Exit access stairways and ramps serving as an exit access component in a means of egress system shall comply with the requirements of this section. The number of stories connected by exit access stairways and ramps shall include basements, but not mezzanines.

�

TABLE 1017.2 EXIT ACCESS TRAVEL DISTANCEa

For SI: 1 foot = 304.8 mm. a. See the following sections for modifications to exit access travel distance

requirements: Section 402.8: For the distance limitation in malls. Section 404.9: For the distance limitation through an atrium space. Section 407.4: For the distance limitation in Group I-2. Sections 408.6.1 and 408.8.1: For the distance limitations in Group I-3. Section 411.4: For the distance limitation in special amusement

buildings. Section 412.7: For the distance limitations in aircraft manufacturing

facilities. Section 1006.2.2.2: For the distance limitation in refrigeration machinery

rooms. Section 1006.2.2.3: For the distance limitation in refrigerated rooms and

spaces. Section 1006.3.2: For buildings with one exit. Section 1017.2.2: For increased distance limitation in Groups F-1 and S-1. Section 1029.7: For increased limitation in assembly seating. Section 3103.4: For temporary structures. Section 3104.9: For pedestrian walkways.

b. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2. See Section 903 for occupancies where automatic sprinkler systems are permitted in accordance with Section 903.3.1.2.

c. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1.

d. Group H occupancies equipped throughout with an automatic sprinkler system in accordance with Section 903.2.5.1.

OCCUPANCY WITHOUT SPRINKLER

SYSTEM (feet)

WITH SPRINKLER SYSTEM

(feet)

A, E, F-1, M, R 200 250b

I-1 Not Permitted 250b

B 200 300c

F-2, S-2, U 300 400c

H-1 Not Permitted 75d

H-2 Not Permitted 100d

H-3 Not Permitted 150d

H-4 Not Permitted 175d

H-5 Not Permitted 200c

I-2, I-3, I-4 Not Permitted 200c

S-1 200 400b

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1019.2 All occupancies. Exit access stairways and ramps that serve floor levels within a single story are not required to be enclosed.

1019.3 Occupancies other than Groups I-2 and I-3. In other than Group I-2 and I-3 occupancies, floor openings con- taining exit access stairways or ramps that do not comply with one of the conditions listed in this section shall be enclosed with a shaft enclosure constructed in accordance with Section 713.

1. Exit access stairways and ramps that serve or atmo- spherically communicate between only two stories. Such interconnected stories shall not be open to other stories.

2. In Group R-1, R-2 or R-3 occupancies, exit access stairways and ramps connecting four stories or less serving and contained within an individual dwelling unit or sleeping unit or live/work unit.

3. Exit access stairways serving and contained within a Group R-3 congregate residence or a Group R-4 facility are not required to be enclosed.

4. Exit access stairways and ramps in buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, where the area of the vertical opening between stories does not exceed twice the horizontal projected area of the stairway or ramp and the opening is protected by a draft curtain and closely spaced sprinklers in accordance with NFPA 13. In other than Group B and M occupancies, this provi- sion is limited to openings that do not connect more than four stories.

5. Exit access stairways and ramps within an atrium com- plying with the provisions of Section 404.

6. Exit access stairways and ramps in open parking garages that serve only the parking garage.

7. Exit access stairways and ramps serving open-air seat- ing complying with the exit access travel distance requirements of Section 1029.7.

8. Exit access stairways and ramps serving the balcony, gallery or press box and the main assembly floor in occupancies such as theaters, places of religious wor- ship, auditoriums and sports facilities.

1019.4 Group I-2 and I-3 occupancies. In Group I-2 and I-3 occupancies, floor openings between stories containing exit access stairways or ramps are required to be enclosed with a shaft enclosure constructed in accordance with Section 713.

Exception: In Group I-3 occupancies, exit access stair- ways or ramps constructed in accordance with Section 408 are not required to be enclosed.

SECTION 1020 CORRIDORS

1020.1 Construction. Corridors shall be fire-resistance rated in accordance with Table 1020.1. The corridor walls required to be fire-resistance rated shall comply with Section 708 for fire partitions.

Exceptions:

1. A fire-resistance rating is not required for corridors in an occupancy in Group E where each room that is used for instruction has not less than one door open- ing directly to the exterior and rooms for assembly purposes have not less than one-half of the required means of egress doors opening directly to the exte- rior. Exterior doors specified in this exception are required to be at ground level.

2. A fire-resistance rating is not required for corridors contained within a dwelling unit or sleeping unit in an occupancy in Groups I-1 and R.

3. A fire-resistance rating is not required for corridors in open parking garages.

4. A fire-resistance rating is not required for corridors in an occupancy in Group B that is a space requiring only a single means of egress complying with Sec- tion 1006.2.

5. Corridors adjacent to the exterior walls of buildings shall be permitted to have unprotected openings on unrated exterior walls where unrated walls are per- mitted by Table 602 and unprotected openings are permitted by Table 705.8.

TABLE 1020.1 CORRIDOR FIRE-RESISTANCE RATING

a. For requirements for occupancies in Group I-2, see Sections 407.2 and 407.3.

b. For a reduction in the fire-resistance rating for occupancies in Group I-3, see Section 408.8.

c. Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or 903.3.1.2 where allowed.

1020.2 Width and capacity. The required capacity of corri- dors shall be determined as specified in Section 1005.1, but

�

OCCUPANCY OCCUPANT

LOAD SERVED BY CORRIDOR

REQUIRED FIRE-RESISTANCE RATING (hours)

Without sprinkler system

With sprinkler systemc

H-1, H-2, H-3 All Not Permitted 1

H-4, H-5 Greater than 30 Not Permitted 1

A, B, E, F, M, S, U Greater than 30 1 0

R Greater than 10 Not Permitted 0.5

I-2a, I-4 All Not Permitted 0

I-1, I-3 All Not Permitted 1b

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the minimum width shall be not less than that specified in Table 1020.2.

Exception: In Group I-2 occupancies, corridors are not required to have a clear width of 96 inches (2438 mm) in areas where there will not be stretcher or bed movement for access to care or as part of the defend-in-place strategy.

1020.3 Obstruction. The minimum width or required capac- ity of corridors shall be unobstructed.

Exception: Encroachments complying with Section 1005.7.

1020.4 Dead ends. Where more than one exit or exit access doorway is required, the exit access shall be arranged such that there are no dead ends in corridors more than 20 feet (6096 mm) in length.

Exceptions:

1. In occupancies in Group I-3 of Condition 2, 3 or 4, the dead end in a corridor shall not exceed 50 feet (15 240 mm).

2. In occupancies in Groups B, E, F, I-1, M, R-1, R-2, R-4, S and U, where the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, the length of the dead-end corridors shall not exceed 50 feet (15 240 mm).

3. A dead-end corridor shall not be limited in length where the length of the dead-end corridor is less than 2.5 times the least width of the dead-end corri- dor.

1020.5 Air movement in corridors. Corridors shall not serve as supply, return, exhaust, relief or ventilation air ducts.

Exceptions:

1. Use of a corridor as a source of makeup air for exhaust systems in rooms that open directly onto such corridors, including toilet rooms, bathrooms, dressing rooms, smoking lounges and janitor clos- ets, shall be permitted, provided that each such cor- ridor is directly supplied with outdoor air at a rate greater than the rate of makeup air taken from the corridor.

2. Where located within a dwelling unit, the use of cor- ridors for conveying return air shall not be prohib- ited.

3. Where located within tenant spaces of 1,000 square feet (93 m2) or less in area, utilization of corridors for conveying return air is permitted.

4. Incidental air movement from pressurized rooms within health care facilities, provided that the corri- dor is not the primary source of supply or return to the room.

1020.5.1 Corridor ceiling. Use of the space between the corridor ceiling and the floor or roof structure above as a return air plenum is permitted for one or more of the fol- lowing conditions:

1. The corridor is not required to be of fire-resistance- rated construction.

2. The corridor is separated from the plenum by fire- resistance-rated construction.

3. The air-handling system serving the corridor is shut down upon activation of the air-handling unit smoke detectors required by the Florida Building Code, Mechanical.

4. The air-handling system serving the corridor is shut down upon detection of sprinkler water flow where the building is equipped throughout with an auto- matic sprinkler system.

5. The space between the corridor ceiling and the floor or roof structure above the corridor is used as a component of an approved engineered smoke con- trol system.

1020.6 Corridor continuity. Fire-resistance-rated corri- dors shall be continuous from the point of entry to an exit, and shall not be interrupted by intervening rooms. Where the path of egress travel within a fire-resistance-rated corri- dor to the exit includes travel along unenclosed exit access stairways or ramps, the fire-resistance rating shall be con- tinuous for the length of the stairway or ramp and for the

TABLE 1020.2 MINIMUM CORRIDOR WIDTH

For SI: 1 inch = 25.4 mm.

OCCUPANCY MINIMUM WIDTH

(inches)

Any facilities not listed below 44

Access to and utilization of mechanical, plumbing or electrical systems or equipment

With an occupant load of less than 50 36

Within a dwelling unit 36

In Group E with a corridor having an occupant load of 100 or more

In corridors and areas serving stretcher traffic in occupancies where patients receive outpatient medical care that causes the patient to be incapable of self-preservation

Group I-2 in areas where required for bed movement

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length of the connecting corridor on the adjacent floor lead- ing to the exit.

Exceptions:

1. Foyers, lobbies or reception rooms constructed as required for corridors shall not be construed as intervening rooms.

2. Enclosed elevator lobbies as permitted by Item 1 of Section 1016.2 shall not be construed as intervening rooms.

SECTION 1021 EGRESS BALCONIES

1021.1 General. Balconies used for egress purposes shall conform to the same requirements as corridors for minimum width, required capacity, headroom, dead ends and projec- tions.

1021.2 Wall separation. Exterior egress balconies shall be separated from the interior of the building by walls and open- ing protectives as required for corridors.

Exception: Separation is not required where the exterior egress balcony is served by not less than two stairways and a dead-end travel condition does not require travel past an unprotected opening to reach a stairway.

1021.3 Openness. The long side of an egress balcony shall be at least 50 percent open, and the open area above the guards shall be so distributed as to minimize the accumulation of smoke or toxic gases.

1021.4 Location. Exterior egress balconies shall have a mini- mum fire separation distance of 10 feet (3048 mm) measured at right angles from the exterior edge of the egress balcony to the following:

1. Adjacent lot lines.

2. Other portions of the building.

3. Other buildings on the same lot unless the adjacent building exterior walls and openings are protected in accordance with Section 705 based on fire separation distance.

For the purposes of this section, other portions of the build- ing shall be treated as separate buildings.

SECTION 1022 EXITS

1022.1 General. Exits shall comply with Sections 1022 through 1027 and the applicable requirements of Sections 1003 through 1015. An exit shall not be used for any purpose that interferes with its function as a means of egress. Once a given level of exit protection is achieved, such level of pro- tection shall not be reduced until arrival at the exit discharge. Exits shall be continuous from the point of entry into the exit to the exit discharge.

1022.2 Exterior exit doors. Buildings or structures used for human occupancy shall have not less than one exterior door that meets the requirements of Section 1010.1.1.

1022.2.1 Detailed requirements. Exterior exit doors shall comply with the applicable requirements of Section 1010.1.

1022.2.2 Arrangement. Exterior exit doors shall lead directly to the exit discharge or the public way.

SECTION 1023 INTERIOR EXIT STAIRWAYS AND RAMPS

1023.1 General. Interior exit stairways and ramps serving as an exit component in a means of egress system shall comply with the requirements of this section. Interior exit stairways and ramps shall be enclosed and lead directly to the exterior of the building or shall be extended to the exterior of the building with an exit passageway conforming to the require- ments of Section 1024, except as permitted in Section 1028.1. An interior exit stairway or ramp shall not be used for any purpose other than as a means of egress and a circulation path.

1023.2 Construction. Enclosures for interior exit stairways and ramps shall be constructed as fire barriers in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both. Interior exit stairway and ramp enclosures shall have a fire-resistance rating of not less than 2 hours where connecting four stories or more and not less than 1 hour where connecting less than four stories. The number of stories connected by the interior exit stair- ways or ramps shall include any basements, but not any mez- zanines. Interior exit stairways and ramps shall have a fire- resistance rating not less than the floor assembly penetrated, but need not exceed 2 hours.

Exceptions:

1. Interior exit stairways and ramps in Group I-3 occu- pancies in accordance with the provisions of Section 408.3.8.

2. Interior exit stairways within an atrium enclosed in accordance with Section 404.6.

1023.3 Termination. Interior exit stairways and ramps shall terminate at an exit discharge or a public way.

Exception: A combination of interior exit stairways, inte- rior exit ramps and exit passageways, constructed in accordance with Sections 1023.2, 1023.3.1 and 1024, respectively, and forming a continuous protected enclo- sure, shall be permitted to extend an interior exit stairway or ramp to the exit discharge or a public way.

1023.3.1 Extension. Where interior exit stairways and ramps are extended to an exit discharge or a public way by an exit passageway, the interior exit stairway and ramp shall be separated from the exit passageway by a fire bar- rier constructed in accordance with Section 707 or a hori- zontal assembly constructed in accordance with Section 711, or both. The fire-resistance rating shall be not less than that required for the interior exit stairway and ramp. A fire door assembly complying with Section 716.5 shall be installed in the fire barrier to provide a means of egress from the interior exit stairway and ramp to the exit pas- sageway. Openings in the fire barrier other than the fire

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door assembly are prohibited. Penetrations of the fire bar- rier are prohibited.

Exceptions:

1. Penetrations of the fire barrier in accordance with Section 1023.5 shall be permitted.

2. Separation between an interior exit stairway or ramp and the exit passageway extension shall not be required where there are no openings into the exit passageway extension.

1023.4 Openings. Interior exit stairway and ramp opening protectives shall be in accordance with the requirements of Section 716.

Openings in interior exit stairways and ramps other than unprotected exterior openings shall be limited to those neces- sary for exit access to the enclosure from normally occupied spaces and for egress from the enclosure.

Elevators shall not open into interior exit stairways and ramps.

1023.5 Penetrations. Penetrations into or through interior exit stairways and ramps are prohibited except for equipment and ductwork necessary for independent ventilation or pres- surization, sprinkler piping, standpipes, electrical raceway for fire department communication systems and electrical race- way serving the interior exit stairway and ramp and terminat- ing at a steel box not exceeding 16 square inches (0.010 m2). Such penetrations shall be protected in accordance with Sec- tion 714. There shall not be penetrations or communication openings, whether protected or not, between adjacent interior exit stairways and ramps.

Exception: Membrane penetrations shall be permitted on the outside of the interior exit stairway and ramp. Such penetrations shall be protected in accordance with Section 714.3.2.

1023.6 Ventilation. Equipment and ductwork for interior exit stairway and ramp ventilation as permitted by Section 1023.5 shall comply with one of the following items:

1. Such equipment and ductwork shall be located exterior to the building and shall be directly connected to the interior exit stairway and ramp by ductwork enclosed in construction as required for shafts.

2. Where such equipment and ductwork is located within the interior exit stairway and ramp, the intake air shall be taken directly from the outdoors and the exhaust air shall be discharged directly to the outdoors, or such air shall be conveyed through ducts enclosed in construc- tion as required for shafts.

3. Where located within the building, such equipment and ductwork shall be separated from the remainder of the building, including other mechanical equipment, with construction as required for shafts.

In each case, openings into the fire-resistance-rated con- struction shall be limited to those needed for maintenance and operation and shall be protected by opening protectives in accordance with Section 716 for shaft enclosures.

The interior exit stairway and ramp ventilation systems shall be independent of other building ventilation systems.

1023.7 Interior exit stairway and ramp exterior walls. Exterior walls of the interior exit stairway or ramp shall com- ply with the requirements of Section 705 for exterior walls. Where nonrated walls or unprotected openings enclose the exterior of the stairway or ramps and the walls or openings are exposed by other parts of the building at an angle of less than 180 degrees (3.14 rad), the building exterior walls within 10 feet (3048 mm) horizontally of a nonrated wall or unprotected opening shall have a fire-resistance rating of not less than 1 hour. Openings within such exterior walls shall be protected by opening protectives having a fire protection rat- ing of not less than 3/4 hour. This construction shall extend vertically from the ground to a point 10 feet (3048 mm) above the topmost landing of the stairway or ramp, or to the roof line, whichever is lower.

1023.8 Discharge identification. An interior exit stairway and ramp shall not continue below its level of exit discharge unless an approved barrier is provided at the level of exit dis- charge to prevent persons from unintentionally continuing into levels below. Directional exit signs shall be provided as specified in Section 1013.

1023.9 Stairway identification signs. A sign shall be pro- vided at each floor landing in an interior exit stairway and ramp connecting more than three stories designating the floor level, the terminus of the top and bottom of the interior exit stairway and ramp and the identification of the stairway or ramp. The signage shall also state the story of, and the direc- tion to, the exit discharge and the availability of roof access from the interior exit stairway and ramp for the fire depart- ment. The sign shall be located 5 feet (1524 mm) above the floor landing in a position that is readily visible when the doors are in the open and closed positions. In addition to the stairway identification sign, a floor-level sign in visual char- acters, raised characters and braille complying with the Flor- ida Building Code, Accessibility shall be located at each floor-level landing adjacent to the door leading from the inte- rior exit stairway and ramp into the corridor to identify the floor level.

1023.9.1 Signage requirements. Stairway identification signs shall comply with all of the following requirements:

1. The signs shall be a minimum size of 18 inches (457 mm) by 12 inches (305 mm).

2. The letters designating the identification of the inte- rior exit stairway and ramp shall be not less than 11/2 inches (38 mm) in height.

3. The number designating the floor level shall be not less than 5 inches (127 mm) in height and located in the center of the sign.

4. Other lettering and numbers shall be not less than 1 inch (25 mm) in height.

5. Characters and their background shall have a non- glare finish. Characters shall contrast with their background, with either light characters on a dark background or dark characters on a light back- ground.

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6. Where signs required by Section 1023.9 are installed in the interior exit stairways and ramps of buildings subject to Section 1025, the signs shall be made of the same materials as required by Section 1025.4.

1023.10 Elevator lobby identification signs. At landings in interior exit stairways where two or more doors lead to the floor level, any door with direct access to an enclosed eleva- tor lobby shall be identified by signage located on the door or directly adjacent to the door stating “Elevator Lobby.” Sig- nage shall be in accordance with Section 1023.9.1, Items 4, 5 and 6.

1023.11 Smokeproof enclosures. Where required by Section 403.5.4 or 405.7.2, interior exit stairways and ramps shall be smokeproof enclosures in accordance with Section 909.20.

1023.11.1 Termination and extension. A smokeproof enclosure shall terminate at an exit discharge or a public way. The smokeproof enclosure shall be permitted to be extended by an exit passageway in accordance with Sec- tion 1023.3. The exit passageway shall be without open- ings other than the fire door assembly required by Section 1023.3.1 and those necessary for egress from the exit pas- sageway. The exit passageway shall be separated from the remainder of the building by 2-hour fire barriers con- structed in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

Exceptions:

1. Openings in the exit passageway serving a smokeproof enclosure are permitted where the exit passageway is protected and pressurized in the same manner as the smokeproof enclosure, and openings are protected as required for access from other floors.

2. The fire barrier separating the smokeproof enclo- sure from the exit passageway is not required, provided the exit passageway is protected and pressurized in the same manner as the smoke- proof enclosure.

3. A smokeproof enclosure shall be permitted to egress through areas on the level of exit discharge or vestibules as permitted by Section 1028.

1023.11.2 Enclosure access. Access to the stairway or ramp within a smokeproof enclosure shall be by way of a vestibule or an open exterior balcony.

Exception: Access is not required by way of a vesti- bule or exterior balcony for stairways and ramps using the pressurization alternative complying with Section 909.20.5.

SECTION 1024 EXIT PASSAGEWAYS

1024.1 Exit passageways. Exit passageways serving as an exit component in a means of egress system shall comply with the requirements of this section. An exit passageway shall not be used for any purpose other than as a means of egress and a circulation path.

1024.2 Width. The required capacity of exit passageways shall be determined as specified in Section 1005.1 but the minimum width shall be not less than 44 inches (1118 mm), except that exit passageways serving an occupant load of less than 50 shall be not less than 36 inches (914 mm) in width. The minimum width or required capacity of exit passageways shall be unobstructed.

Exception: Encroachments complying with Section 1005.7.

1024.3 Construction. Exit passageway enclosures shall have walls, floors and ceilings of not less than a 1-hour fire-resis- tance rating, and not less than that required for any connect- ing interior exit stairway or ramp. Exit passageways shall be constructed as fire barriers in accordance with Section 707 or horizontal assemblies constructed in accordance with Section 711, or both.

1024.4 Termination. Exit passageways on the level of exit discharge shall terminate at an exit discharge. Exit passage- ways on other levels shall terminate at an exit.

1024.5 Openings. Exit passageway opening protectives shall be in accordance with the requirements of Section 716.

Except as permitted in Section 402.8.7, openings in exit passageways other than unprotected exterior openings shall be limited to those necessary for exit access to the exit pas- sageway from normally occupied spaces and for egress from the exit passageway.

Where an interior exit stairway or ramp is extended to an exit discharge or a public way by an exit passageway, the exit passageway shall comply with Section 1023.3.1.

Elevators shall not open into an exit passageway.

1024.6 Penetrations. Penetrations into or through an exit passageway are prohibited except for equipment and ductwork necessary for independent pressurization, sprinkler piping, standpipes, electrical raceway for fire department communication and electrical raceway serving the exit pas- sageway and terminating at a steel box not exceeding 16 square inches (0.010 m2). Such penetrations shall be pro- tected in accordance with Section 714. There shall not be penetrations or communicating openings, whether protected or not, between adjacent exit passageways.

Exception: Membrane penetrations shall be permitted on the outside of the exit passageway. Such penetrations shall be protected in accordance with Section 714.3.2.

1024.7 Ventilation. Equipment and ductwork for exit pas- sageway ventilation as permitted by Section 1024.6 shall comply with one of the following:

1. The equipment and ductwork shall be located exterior to the building and shall be directly connected to the exit passageway by ductwork enclosed in construction as required for shafts.

2. Where the equipment and ductwork is located within the exit passageway, the intake air shall be taken directly from the outdoors and the exhaust air shall be discharged directly to the outdoors, or the air shall be conveyed through ducts enclosed in construction as required for shafts.

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3. Where located within the building, the equipment and ductwork shall be separated from the remainder of the building, including other mechanical equipment, with construction as required for shafts.

Exit passageway ventilation systems shall be independent of other building ventilation systems.

SECTION 1025 LUMINOUS EGRESS PATH MARKINGS

1025.1 General. Approved luminous egress path markings delineating the exit path shall be provided in high-rise build- ings of Group A, B, E, I, M, and R-1 occupancies in accor- dance with Sections 1025.1 through 1025.5.

Exception: Luminous egress path markings shall not be required on the level of exit discharge in lobbies that serve as part of the exit path in accordance with Section 1028.1, Exception 1.

1025.2 Markings within exit components. Egress path markings shall be provided in interior exit stairways, interior exit ramps and exit passageways, in accordance with Sections 1025.2.1 through 1025.2.6.

1025.2.1 Steps. A solid and continuous stripe shall be applied to the horizontal leading edge of each step and shall extend for the full length of the step. Outlining stripes shall have a minimum horizontal width of 1 inch (25 mm) and a maximum width of 2 inches (51 mm). The leading edge of the stripe shall be placed not more than 1/2 inch (12.7 mm) from the leading edge of the step and the stripe shall not overlap the leading edge of the step by not more than 1/2 inch (12.7 mm) down the vertical face of the step.

Exception: The minimum width of 1 inch (25 mm) shall not apply to outlining stripes listed in accordance with UL 1994.

1025.2.2 Landings. The leading edge of landings shall be marked with a stripe consistent with the dimensional requirements for steps.

1025.2.3 Handrails. Handrails and handrail extensions shall be marked with a solid and continuous stripe having a minimum width of 1 inch (25 mm). The stripe shall be placed on the top surface of the handrail for the entire length of the handrail, including extensions and newel post caps. Where handrails or handrail extensions bend or turn corners, the stripe shall not have a gap of more than 4 inches (102 mm).

Exception: The minimum width of 1 inch (25 mm) shall not apply to outlining stripes listed in accordance with UL 1994.

1025.2.4 Perimeter demarcation lines. Stair landings and other floor areas within interior exit stairways, inte- rior exit ramps and exit passageways, with the exception of the sides of steps, shall be provided with solid and con-

tinuous demarcation lines on the floor or on the walls or a combination of both. The stripes shall be 1 to 2 inches (25 mm to 51 mm) wide with interruptions not exceeding 4 inches (102 mm).

Exception: The minimum width of 1 inch (25 mm) shall not apply to outlining stripes listed in accordance with UL 1994.

1025.2.4.1 Floor-mounted demarcation lines. Perim- eter demarcation lines shall be placed within 4 inches (102 mm) of the wall and shall extend to within 2 inches (51 mm) of the markings on the leading edge of landings. The demarcation lines shall continue across the floor in front of all doors.

Exception: Demarcation lines shall not extend in front of exit discharge doors that lead out of an exit and through which occupants must travel to com- plete the exit path.

1025.2.4.2 Wall-mounted demarcation lines. Perime- ter demarcation lines shall be placed on the wall with the bottom edge of the stripe not more than 4 inches (102 mm) above the finished floor. At the top or bottom of the stairs, demarcation lines shall drop vertically to the floor within 2 inches (51 mm) of the step or landing edge. Demarcation lines on walls shall transition verti- cally to the floor and then extend across the floor where a line on the floor is the only practical method of outlin- ing the path. Where the wall line is broken by a door, demarcation lines on walls shall continue across the face of the door or transition to the floor and extend across the floor in front of such door.

Exception: Demarcation lines shall not extend in front of exit discharge doors that lead out of an exit and through which occupants must travel to com- plete the exit path.

1025.2.4.3 Transition. Where a wall-mounted demar- cation line transitions to a floor-mounted demarcation line, or vice versa, the wall-mounted demarcation line shall drop vertically to the floor to meet a compli- mentary extension of the floor-mounted demarcation line, thus forming a continuous marking.

1025.2.5 Obstacles. Obstacles at or below 6 feet 6 inches (1981 mm) in height and projecting more than 4 inches (102 mm) into the egress path shall be outlined with mark- ings not less than 1 inch (25 mm) in width comprised of a pattern of alternating equal bands, of luminous material and black, with the alternating bands not more than 2 inches (51 mm) thick and angled at 45 degrees (0.79 rad). Obstacles shall include, but are not limited to, standpipes, hose cabinets, wall projections and restricted height areas. However, such markings shall not conceal any required information or indicators including but not limited to instructions to occupants for the use of standpipes.

1025.2.6 Doors within the exit path. Doors through which occupants must pass in order to complete the exit path shall be provided with markings complying with Sec- tions 1025.2.6.1 through 1025.2.6.3.

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1025.2.6.1 Emergency exit symbol. The doors shall be identified by a low-location luminous emergency exit symbol complying with NFPA 170. The exit symbol shall be not less than 4 inches (102 mm) in height and shall be mounted on the door, centered horizontally, with the top of the symbol not higher than 18 inches (457 mm) above the finished floor.

1025.2.6.2 Door hardware markings. Door hardware shall be marked with not less than 16 square inches (406 mm2) of luminous material. This marking shall be located behind, immediately adjacent to, or on the door handle or escutcheon. Where a panic bar is installed, such material shall not be less than 1 inch (25 mm) wide for the entire length of the actuating bar or touch- pad.

1025.2.6.3 Door frame markings. The top and sides of the door frame shall be marked with a solid and contin- uous 1-inch- to 2-inch-wide (25 mm to 51 mm) stripe. Where the door molding does not provide sufficient flat surface on which to locate the stripe, the stripe shall be permitted to be located on the wall surrounding the frame.

1025.3 Uniformity. Placement and dimensions of markings shall be consistent and uniform throughout the same enclo- sure.

1025.4 Self-luminous and photoluminescent. Luminous egress path markings shall be permitted to be made of any material, including paint, provided that an electrical charge is not required to maintain the required luminance. Such materi- als shall include, but not be limited to, self-luminous materi- als and photoluminescent materials. Materials shall comply with either of the following standards:

1. UL 1994.

2. ASTM E2072, except that the charging source shall be 1 footcandle (11 lux) of fluorescent illumination for 60 minutes, and the minimum luminance shall be 30 mili- candelas per square meter at 10 minutes and 5 milican- delas per square meter after 90 minutes.

1025.5 Illumination. Where photoluminescent exit path markings are installed, they shall be provided with not less than 1 footcandle (11 lux) of illumination for not less than 60 minutes prior to periods when the building is occupied and continuously during occupancy.

SECTION 1026 HORIZONTAL EXITS

1026.1 Horizontal exits. Horizontal exits serving as an exit in a means of egress system shall comply with the require- ments of this section. A horizontal exit shall not serve as the only exit from a portion of a building, and where two or more

exits are required, not more than one-half of the total number of exits or total exit minimum width or required capacity shall be horizontal exits.

Exceptions:

1. Horizontal exits are permitted to comprise two- thirds of the required exits from any building or floor area for occupancies in Group I-2.

2. Horizontal exits are permitted to comprise 100 per- cent of the exits required for occupancies in Group I- 3. Not less than 6 square feet (0.6 m2) of accessible space per occupant shall be provided on each side of the horizontal exit for the total number of people in adjoining compartments.

1026.2 Separation. The separation between buildings or ref- uge areas connected by a horizontal exit shall be provided by a fire wall complying with Section 706; or by a fire barrier complying with Section 707 or a horizontal assembly com- plying with Section 711, or both. The minimum fire-resis- tance rating of the separation shall be 2 hours. Opening protectives in horizontal exits shall also comply with Section 716. Duct and air transfer openings in a fire wall or fire bar- rier that serves as a horizontal exit shall also comply with Section 717. The horizontal exit separation shall extend verti- cally through all levels of the building unless floor assemblies have a fire-resistance rating of not less than 2 hours with no unprotected openings.

Exception: A fire-resistance rating is not required at hor- izontal exits between a building area and an above-grade pedestrian walkway constructed in accordance with Sec- tion 3104, provided that the distance between connected buildings is more than 20 feet (6096 mm).

Horizontal exits constructed as fire barriers shall be con- tinuous from exterior wall to exterior wall so as to divide completely the floor served by the horizontal exit.

1026.3 Opening protectives. Fire doors in horizontal exits shall be self-closing or automatic-closing when activated by a smoke detector in accordance with Section 716.5.9.3. Doors, where located in a cross-corridor condition, shall be auto- matic-closing by activation of a smoke detector installed in accordance with Section 716.5.9.3.

1026.4 Refuge area. The refuge area of a horizontal exit shall be a space occupied by the same tenant or a public area and each such refuge area shall be adequate to accommodate the original occupant load of the refuge area plus the occu- pant load anticipated from the adjoining compartment. The anticipated occupant load from the adjoining compartment shall be based on the capacity of the horizontal exit doors entering the refuge area.

1026.4.1 Capacity. The capacity of the refuge area shall be computed based on a net floor area allowance of 3

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square feet (0.2787 m2) for each occupant to be accommo- dated therein.

Exceptions: The net floor area allowable per occupant shall be as follows for the indicated occupancies:

1. Six square feet (0.6 m2) per occupant for occu- pancies in Group I-3.

2. Fifteen square feet (1.4 m2) per occupant for ambulatory occupancies in Group I-2.

3. Thirty square feet (2.8 m2) per occupant for nonambulatory occupancies in Group I-2.

1026.4.2 Number of exits. The refuge area into which a horizontal exit leads shall be provided with exits adequate to meet the occupant requirements of this chapter, but not including the added occupant load imposed by persons entering the refuge area through horizontal exits from other areas. Not less than one refuge area exit shall lead directly to the exterior or to an interior exit stairway or ramp.

Exception: The adjoining compartment shall not be required to have a stairway or door leading directly out- side, provided the refuge area into which a horizontal exit leads has stairways or doors leading directly out- side and are so arranged that egress shall not require the occupants to return through the compartment from which egress originates.

SECTION 1027 EXTERIOR EXIT STAIRWAYS AND RAMPS

1027.1 Exterior exit stairways and ramps. Exterior exit stairways and ramps serving as an element of a required means of egress shall comply with this section.

1027.2 Use in a means of egress. Exterior exit stairways shall not be used as an element of a required means of egress for Group I-2 occupancies. For occupancies in other than Group I-2, exterior exit stairways and ramps shall be permit- ted as an element of a required means of egress for buildings not exceeding six stories above grade plane or that are not high-rise buildings.

1027.3 Open side. Exterior exit stairways and ramps serving as an element of a required means of egress shall be open on not less than one side, except for required structural columns, beams, handrails and guards. An open side shall have not less than 35 square feet (3.3 m2) of aggregate open area adja- cent to each floor level and the level of each intermediate landing. The required open area shall be located not less than 42 inches (1067 mm) above the adjacent floor or landing level.

1027.4 Side yards. The open areas adjoining exterior exit stairways or ramps shall be either yards, courts or public ways; the remaining sides are permitted to be enclosed by the exterior walls of the building.

1027.5 Location. Exterior exit stairways and ramps shall have a minimum fire separation distance of 10 feet (3048 mm) measured at right angles from the exterior edge of the stairway or ramps, including landings, to:

1. Adjacent lot lines.

2. Other portions of the building.

3. Other buildings on the same lot unless the adjacent building exterior walls and openings are protected in accordance with Section 705 based on fire separation distance.

For the purposes of this section, other portions of the build- ing shall be treated as separate buildings.

1027.6 Exterior exit stairway and ramp protection. Exte- rior exit stairways and ramps shall be separated from the interior of the building as required in Section 1023.2. Open- ings shall be limited to those necessary for egress from nor- mally occupied spaces. Where a vertical plane projecting from the edge of an exterior exit stairway or ramp and land- ings is exposed by other parts of the building at an angle of less than 180 degrees (3.14 rad), the exterior wall shall be rated in accordance with Section 1023.7.

Exceptions:

1. Separation from the interior of the building is not required for occupancies, other than those in Group R-1 or R-2, in buildings that are not more than two stories above grade plane where a level of exit dis- charge serving such occupancies is the first story above grade plane.

2. Separation from the interior of the building is not required where the exterior exit stairway or ramp is served by an exterior exit ramp or balcony that con- nects two remote exterior exit stairways or other approved exits with a perimeter that is not less than 50 percent open. To be considered open, the opening shall be not less than 50 percent of the height of the enclosing wall, with the top of the openings not less than 7 feet (2134 mm) above the top of the balcony.

3. Separation from the open-ended corridor of the building is not required for exterior exit stairways or ramps, provided that Items 3.1 through 3.5 are met:

3.1. The building, including open-ended corri- dors, and stairways and ramps, shall be equipped throughout with an automatic sprinkler system in accordance with Sec- tion 903.3.1.1 or 903.3.1.2.

3.2. The open-ended corridors comply with Section 1020.

3.3. The open-ended corridors are connected on each end to an exterior exit stairway or ramp complying with Section 1027.

3.4. The exterior walls and openings adjacent to the exterior exit stairway or ramp com- ply with Section 1023.7.

3.5. At any location in an open-ended corridor where a change of direction exceeding 45 degrees (0.79 rad) occurs, a clear opening of not less than 35 square feet (3.3 m2) or an exterior stairway or ramp shall be pro- vided. Where clear openings are provided,

�

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they shall be located so as to minimize the accumulation of smoke or toxic gases.

SECTION 1028 EXIT DISCHARGE

1028.1 General. Exits shall discharge directly to the exterior of the building. The exit discharge shall be at grade or shall provide a direct path of egress travel to grade. The exit dis- charge shall not reenter a building. The combined use of Exceptions 1 and 2 shall not exceed 50 percent of the number and minimum width or required capacity of the required exits.

Exceptions:

1. Not more than 50 percent of the number and mini- mum width or required capacity of interior exit stairways and ramps is permitted to egress through areas on the level of discharge provided all of the following conditions are met:

1.1. Discharge of interior exit stairways and ramps shall be provided with a free and unobstructed path of travel to an exterior exit door and such exit is readily visible and identifiable from the point of termina- tion of the enclosure.

1.2. The entire area of the level of exit dis- charge is separated from areas below by construction conforming to the fire-resis- tance rating for the enclosure.

1.3. The egress path from the interior exit stair- way and ramp on the level of exit discharge is protected throughout by an approved automatic sprinkler system. Portions of the level of exit discharge with access to the egress path shall be either equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2, or separated from the egress path in accordance with the requirements for the enclosure of interior exit stairways or ramps.

1.4. Where a required interior exit stairway or ramp and an exit access stairway or ramp serve the same floor level and terminate at the same level of exit discharge, the termi- nation of the exit access stairway or ramp and the exit discharge door of the interior exit stairway or ramp shall be separated by a distance of not less than 30 feet (9144 mm) or not less than one-fourth the length of the maximum overall diagonal dimen- sion of the building, whichever is less. The distance shall be measured in a straight line between the exit discharge door from the interior exit stairway or ramp and the last tread of the exit access stairway or termi- nation of slope of the exit access ramp.

2. Not more than 50 percent of the number and mini- mum width or required capacity of the interior exit stairways and ramps is permitted to egress through a vestibule provided all of the following conditions are met:

2.1. The entire area of the vestibule is separated from areas below by construction conform- ing to the fire-resistance rating of the inte- rior exit stairway or ramp enclosure.

2.2. The depth from the exterior of the building is not greater than 10 feet (3048 mm) and the length is not greater than 30 feet (9144 mm).

2.3. The area is separated from the remainder of the level of exit discharge by a fire parti- tion constructed in accordance with Sec- tion 708.

Exception: The maximum transmitted temperature rise is not required.

2.4. The area is used only for means of egress and exits directly to the outside.

3. Horizontal exits complying with Section 1026 shall not be required to discharge directly to the exterior of the building.

1028.2 Exit discharge width or capacity. The minimum width or required capacity of the exit discharge shall be not less than the minimum width or required capacity of the exits being served.

1028.3 Exit discharge components. Exit discharge compo- nents shall be sufficiently open to the exterior so as to mini- mize the accumulation of smoke and toxic gases.

1028.4 Egress courts. Egress courts serving as a portion of the exit discharge in the means of egress system shall com- ply with the requirements of Sections 1028.4.1 and 1028.4.2.

1028.4.1 Width or capacity. The required capacity of egress courts shall be determined as specified in Section 1005.1, but the minimum width shall be not less than 44 inches (1118 mm), except as specified herein. Egress courts serving Group R-3 and U occupancies shall be not less than 36 inches (914 mm) in width. The required capacity and width of egress courts shall be unobstructed to a height of 7 feet (2134 mm).

Exception: Encroachments complying with Section 1005.7.

Where an egress court exceeds the minimum required width and the width of such egress court is then reduced along the path of exit travel, the reduction in width shall be gradual. The transition in width shall be affected by a guard not less than 36 inches (914 mm) in height and shall not create an angle of more than 30 degrees (0.52 rad) with respect to the axis of the egress court along the path of egress travel. The width of the egress court shall not be less than the required capacity.

1028.4.2 Construction and openings. Where an egress court serving a building or portion thereof is less than 10 feet (3048 mm) in width, the egress court walls shall have

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not less than 1-hour fire-resistance-rated construction for a distance of 10 feet (3048 mm) above the floor of the egress court. Openings within such walls shall be pro- tected by opening protectives having a fire protection rat- ing of not less than 3/4 hour.

Exceptions:

1. Egress courts serving an occupant load of less than 10.

2. Egress courts serving Group R-3.

1028.5 Access to a public way. The exit discharge shall pro- vide a direct and unobstructed access to a public way.

Exception: Where access to a public way cannot be pro- vided, a safe dispersal area shall be provided where all of the following are met:

1. The area shall be of a size to accommodate not less than 5 square feet (0.46 m2) for each person.

2. The area shall be located on the same lot not less than 50 feet (15 240 mm) away from the building requiring egress.

3. The area shall be permanently maintained and iden- tified as a safe dispersal area.

4. The area shall be provided with a safe and unob- structed path of travel from the building.

SECTION 1029 ASSEMBLY

1029.1 General. A room or space used for assembly pur- poses that contains seats, tables, displays, equipment or other material shall comply with this section.

1029.1.1 Bleachers. Bleachers, grandstands and folding and telescopic seating, that are not building elements, shall comply with ICC 300.

1029.1.1.1 Spaces under grandstands and bleachers. Where spaces under grandstands or bleachers are used for purposes other than ticket booths less than 100 square feet (9.29 m2) and toilet rooms, such spaces shall be separated by fire barriers complying with Section 707 and horizontal assemblies complying with Section 711 with not less than 1-hour fire-resistance-rated con- struction.

1029.2 Assembly main exit. A building, room or space used for assembly purposes that has an occupant load of greater than 300 and is provided with a main exit, that main exit shall be of sufficient capacity to accommodate not less than one- half of the occupant load, but such capacity shall be not less than the total required capacity of all means of egress leading to the exit. Where the building is classified as a Group A occupancy, the main exit shall front on not less than one street or an unoccupied space of not less than 10 feet (3048 mm) in width that adjoins a street or public way. In a building, room or space used for assembly purposes where there is not a well-defined main exit or where multiple main exits are pro- vided, exits shall be permitted to be distributed around the perimeter of the building provided that the total capacity of egress is not less than 100 percent of the required capacity.

1029.3 Assembly other exits. In addition to having access to a main exit, each level in a building used for assembly pur- poses having an occupant load greater than 300 and provided with a main exit, shall be provided with additional means of egress that shall provide an egress capacity for not less than one-half of the total occupant load served by that level and shall comply with Section 1007.1. In a building used for assembly purposes where there is not a well-defined main exit or where multiple main exits are provided, exits for each level shall be permitted to be distributed around the perimeter of the building, provided that the total width of egress is not less than 100 percent of the required width.

1029.4 Foyers and lobbies. In Group A-1 occupancies, where persons are admitted to the building at times when seats are not available, such persons shall be allowed to wait in a lobby or similar space, provided such lobby or similar space shall not encroach upon the minimum width or required capacity of the means of egress. Such foyer, if not directly connected to a public street by all the main entrances or exits, shall have a straight and unobstructed corridor or path of travel to every such main entrance or exit.

1029.5 Interior balcony and gallery means of egress. For balconies, galleries or press boxes having a seating capacity of 50 or more located in a building, room or space used for assembly purposes, not less than two means of egress shall be provided, with one from each side of every balcony, gallery or press box.

1029.6 Capacity of aisle for assembly. The required capac- ity of aisles shall be not less than that determined in accor- dance with Section 1029.6.1 where smoke-protected assembly seating is not provided and with Section 1029.6.2 or 1029.6.3 where smoke-protected assembly seating is pro- vided.

1029.6.1 Without smoke protection. The required capac- ity in inches (mm) of the aisles for assembly seating with- out smoke protection shall be not less than the occupant load served by the egress element in accordance with all of the following, as applicable:

1. Not less than 0.3 inch (7.6 mm) of aisle capacity for each occupant served shall be provided on stepped aisles having riser heights 7 inches (178 mm) or less and tread depths 11 inches (279 mm) or greater, measured horizontally between tread nosings.

2. Not less than 0.005 inch (0.127 mm) of additional aisle capacity for each occupant shall be provided for each 0.10 inch (2.5 mm) of riser height above 7 inches (178 mm).

3. Where egress requires stepped aisle descent, not less than 0.075 inch (1.9 mm) of additional aisle capac- ity for each occupant shall be provided on those por- tions of aisle capacity having no handrail within a horizontal distance of 30 inches (762 mm).

4. Ramped aisles, where slopes are steeper than one unit vertical in 12 units horizontal (8-percent slope), shall have not less than 0.22 inch (5.6 mm) of clear aisle capacity for each occupant served. Level or ramped aisles, where slopes are not steeper than one

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unit vertical in 12 units horizontal (8-percent slope), shall have not less than 0.20 inch (5.1 mm) of clear aisle capacity for each occupant served.

1029.6.2 Smoke-protected assembly seating. The required capacity in inches (mm) of the aisle for smoke- protected assembly seating shall be not less than the occu- pant load served by the egress element multiplied by the appropriate factor in Table 1029.6.2. The total number of seats specified shall be those within the space exposed to the same smoke-protected environment. Interpolation is permitted between the specific values shown. A life safety evaluation, complying with NFPA 101, shall be done for a facility utilizing the reduced width requirements of Table 1029.6.2 for smoke-protected assembly seating.

Exception: For outdoor smoke-protected assembly seating with an occupant load not greater than 18,000, the required capacity in inches (mm) shall be deter- mined using the factors in Section 1029.6.3.

1029.6.2.1 Smoke control. Aisles and aisle accessways serving a smoke-protected assembly seating area shall be provided with a smoke control system complying with Section 909 or natural ventilation designed to maintain the smoke level not less than 6 feet (1829 mm) above the floor of the means of egress.

1029.6.2.2 Roof height. A smoke-protected assembly seating area with a roof shall have the lowest portion of the roof deck not less than 15 feet (4572 mm) above the highest aisle or aisle accessway.

Exception: A roof canopy in an outdoor stadium shall be permitted to be less than 15 feet (4572 mm) above the highest aisle or aisle accessway provided that there are no objects less than 80 inches (2032 mm) above the highest aisle or aisle accessway.

1029.6.2.3 Automatic sprinklers. Enclosed areas with walls and ceilings in buildings or structures containing smoke-protected assembly seating shall be protected with an approved automatic sprinkler system in accor- dance with Section 903.3.1.1.

Exceptions:

1. The floor area used for contests, performances or entertainment provided the roof construc- tion is more than 50 feet (15 240 mm) above the floor level and the use is restricted to low fire hazard uses.

2. Press boxes and storage facilities less than 1,000 square feet (93 m2) in area.

3. Outdoor seating facilities where seating and the means of egress in the seating area are essentially open to the outside.

1029.6.3 Outdoor smoke-protected assembly seating. The required capacity in inches (mm) of aisles shall be not less than the total occupant load served by the egress ele- ment multiplied by 0.08 (2.0 mm) where egress is by stepped aisle and multiplied by 0.06 (1.52 mm) where egress is by level aisles and ramped aisles.

Exception: The required capacity in inches (mm) of aisles shall be permitted to comply with Section 1029.6.2 for the number of seats in the outdoor smoke- protected assembly seating where Section 1029.6.2 permits less capacity.

1029.7 Travel distance. Exits and aisles shall be so located that the travel distance to an exit door shall be not greater than 200 feet (60 960 mm) measured along the line of travel in nonsprinklered buildings. Travel distance shall be not more than 250 feet (76 200 mm) in sprinklered buildings. Where aisles are provided for seating, the distance shall be measured along the aisles and aisle accessways without travel over or on the seats.

Exceptions:

1. Smoke-protected assembly seating: The travel dis- tance from each seat to the nearest entrance to a vomitory or concourse shall not exceed 200 feet (60 960 mm). The travel distance from the entrance to the vomitory or concourse to a stairway, ramp or walk on the exterior of the building shall not exceed 200 feet (60 960 mm).

2. Open-air seating: The travel distance from each seat to the building exterior shall not exceed 400 feet (122 m). The travel distance shall not be limited in facilities of Type I or II construction.

1029.8 Common path of egress travel. The common path of egress travel shall not exceed 30 feet (9144 mm) from any seat to a point where an occupant has a choice of two paths of egress travel to two exits.

Exceptions:

1. For areas serving less than 50 occupants, the com- mon path of egress travel shall not exceed 75 feet (22 860 mm).

TABLE 1029.6.2 CAPACITY FOR AISLES FOR SMOKE-PROTECTED ASSEMBLY

For SI: 1 inch = 25.4 mm.

TOTAL NUMBER OF SEATS IN THE SMOKE-PROTECTED

ASSEMBLY SEATING

INCHES OF CAPACITY PER SEAT SERVED

Stepped aisles with handrails within 30 inches

Stepped aisles without handrails within 30 inches

Level aisles or ramped aisles not steeper than 1 in 10 in slope

Ramped aisles steeper than 1 in 10 in slope

Equal to or less than 5,000 0.200 0.250 0.150 0.165

10,000 0.130 0.163 0.100 0.110

15,000 0.096 0.120 0.070 0.077

20,000 0.076 0.095 0.056 0.062

Equal to or greater than 25,000 0.060 0.075 0.044 0.048

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2. For smoke-protected assembly seating, the common path of egress travel shall not exceed 50 feet (15 240 mm).

1029.8.1 Path through adjacent row. Where one of the two paths of travel is across the aisle through a row of seats to another aisle, there shall be not more than 24 seats between the two aisles, and the minimum clear width between rows for the row between the two aisles shall be 12 inches (305 mm) plus 0.6 inch (15.2 mm) for each additional seat above seven in the row between aisles.

Exception: For smoke-protected assembly seating there shall be not more than 40 seats between the two aisles and the minimum clear width shall be 12 inches (305 mm) plus 0.3 inch (7.6 mm) for each additional seat.

1029.9 Assembly aisles are required. Every occupied por- tion of any building, room or space used for assembly pur- poses that contains seats, tables, displays, similar fixtures or equipment shall be provided with aisles leading to exits or exit access doorways in accordance with this section.

1029.9.1 Minimum aisle width. The minimum clear width for aisles shall comply with one of the following:

1. Forty-eight inches (1219 mm) for stepped aisles having seating on each side.

Exception: Thirty-six inches (914 mm) where the stepped aisles serve less than 50 seats.

2. Thirty-six inches (914 mm) for stepped aisles hav- ing seating on only one side.

Exception: Twenty-three inches (584 mm) between a stepped aisle handrail and seating where a stepped aisle does not serve more than five rows on one side.

3. Twenty-three inches (584 mm) between a stepped aisle handrail or guard and seating where the stepped aisle is subdivided by a mid-aisle handrail.

4. Forty-two inches (1067 mm) for level or ramped aisles having seating on both sides.

Exceptions:

1. Thirty-six inches (914 mm) where the aisle serves less than 50 seats.

2. Thirty inches (762 mm) where the aisle does not serve more than 14 seats.

5. Thirty-six inches (914 mm) for level or ramped aisles having seating on only one side.

Exception: For other than ramped aisles that serve as part of an accessible route, 30 inches (762 mm) where the ramped aisle does not serve more than 14 seats.

1029.9.2 Aisle catchment area. The aisle shall provide sufficient capacity for the number of persons accommo- dated by the catchment area served by the aisle. The catch- ment area served by an aisle is that portion of the total space served by that section of the aisle. In establishing catchment areas, the assumption shall be made that there is

a balanced use of all means of egress, with the number of persons in proportion to egress capacity.

1029.9.3 Converging aisles. Where aisles converge to form a single path of egress travel, the required capacity of that path shall be not less than the combined required capacity of the converging aisles.

1029.9.4 Uniform width and capacity. Those portions of aisles, where egress is possible in either of two directions, shall be uniform in minimum width or required capacity.

1029.9.5 Dead end aisles. Each end of an aisle shall be continuous to a cross aisle, foyer, doorway, vomitory, con- course or stairway in accordance with Section 1029.9.7 having access to an exit.

Exceptions:

1. Dead-end aisles shall be not greater than 20 feet (6096 mm) in length.

2. Dead-end aisles longer than 16 rows are permit- ted where seats beyond the 16th row dead-end aisle are not more than 24 seats from another aisle, measured along a row of seats having a minimum clear width of 12 inches (305 mm) plus 0.6 inch (15.2 mm) for each additional seat above seven in the row where seats have backrests or beyond 10 where seats are without backrests in the row.

3. For smoke-protected assembly seating, the dead end aisle length of vertical aisles shall not exceed a distance of 21 rows.

4. For smoke-protected assembly seating, a longer dead-end aisle is permitted where seats beyond the 21-row dead-end aisle are not more than 40 seats from another aisle, measured along a row of seats having an aisle accessway with a minimum clear width of 12 inches (305 mm) plus 0.3 inch (7.6 mm) for each additional seat above seven in the row where seats have backrests or beyond 10 where seats are without backrests in the row.

1029.9.6 Aisle measurement. The clear width for aisles shall be measured to walls, edges of seating and tread edges except for permitted projections.

Exception: The clear width of aisles adjacent to seat- ing at tables shall be permitted to be measured in accor- dance with Section 1029.12.1.

1029.9.6.1 Assembly aisle obstructions. There shall not be obstructions in the minimum width or required capacity of aisles.

Exception: Handrails are permitted to project into the required width of stepped aisles and ramped aisles in accordance with Section 1014.8.

1029.9.7 Stairways connecting to stepped aisles. A stairway that connects a stepped aisle to a cross aisle or concourse shall be permitted to comply with the assembly aisle walking surface requirements of Section 1029.13. Transitions between stairways and stepped aisles shall comply with Section 1029.10.

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1029.9.8 Stairways connecting to vomitories. A stair- way that connects a vomitory to a cross aisle or concourse shall be permitted to comply with the assembly aisle walk- ing surface requirements of Section 1029.13. Transitions between stairways and stepped aisles shall comply with Section 1029.10.

1029.10 Transitions. Transitions between stairways and stepped aisles shall comply with either Section 1029.10.1 or 1029.10.2.

1029.10.1 Transitions and stairways that maintain stepped aisle riser and tread dimensions. Stepped aisles, transitions and stairways that maintain riser and tread dimensions shall comply with Section 1029.13 as one exit access component.

1029.10.2 Transitions to stairways that do not maintain stepped aisle riser and tread dimensions. Transitions to stairways from stepped aisles with riser and tread dimen- sions that differ from the stairways shall comply with Sec- tions 1029.10.2.1 through 1029.10.3.

1029.10.2.1 Stairways and stepped aisles in a straight run. Transitions where the stairway is a straight run from the stepped aisle shall have a mini- mum depth of 22 inches (559 mm) where the treads on the descending side of the transition have greater depth and 30 inches (762 mm) where the treads on the descending side of the transition have lesser depth.

1029.10.2.2 Stairways and stepped aisles that change direction. Transitions where the stairway changes direction from the stepped aisle shall have a minimum depth of 11 inches (280 mm) or the stepped aisle tread depth, whichever is greater, between the stepped aisle and stairway.

1029.10.3 Transition marking. A distinctive marking stripe shall be provided at each nosing or leading edge adjacent to the transition. Such stripe shall be not less than 1 inch (25 mm), and not more than 2 inches (51 mm), wide. The edge marking stripe shall be distinctively differ- ent from the stepped aisle contrasting marking stripe.

1029.11 Construction. Aisles, stepped aisles and ramped aisles shall be built of materials consistent with the types per- mitted for the type of construction of the building.

Exception: Wood handrails shall be permitted for all types of construction.

1029.11.1 Walking surface. The surface of aisles, stepped aisles and ramped aisles shall be of slip-resistant materials that are securely attached. The surface for stepped aisles shall comply with Section 1011.7.1.

1029.11.2 Outdoor conditions. Outdoor aisles, stepped aisles and ramped aisles and outdoor approaches to aisles, stepped aisles and ramped aisles shall be designed so that water will not accumulate on the walking surface.

1029.12 Aisle accessways. Aisle accessways for seating at tables shall comply with Section 1029.12.1. Aisle access-

ways for seating in rows shall comply with Section 1029.12.2.

1029.12.1 Seating at tables. Where seating is located at a table or counter and is adjacent to an aisle or aisle access- way, the measurement of required clear width of the aisle or aisle accessway shall be made to a line 19 inches (483 mm) away from and parallel to the edge of the table or counter. The 19-inch (483 mm) distance shall be measured perpendicular to the side of the table or counter. In the case of other side boundaries for aisles or aisle access- ways, the clear width shall be measured to walls, edges of seating and tread edges.

Exception: Where tables or counters are served by fixed seats, the width of the aisle or aisle accessway shall be measured from the back of the seat.

1029.12.1.1 Aisle accessway capacity and width for seating at tables. Aisle accessways serving arrange- ments of seating at tables or counters shall comply with the capacity requirements of Section 1005.1 but shall not have less than 12 inches (305 mm) of width plus 1/2 inch (12.7 mm) of width for each additional 1 foot (305 mm), or fraction thereof, beyond 12 feet (3658 mm) of aisle accessway length measured from the center of the seat farthest from an aisle.

Exception: Portions of an aisle accessway having a length not exceeding 6 feet (1829 mm) and used by a total of not more than four persons.

1029.12.1.2 Seating at table aisle accessway length. The length of travel along the aisle accessway shall not exceed 30 feet (9144 mm) from any seat to the point where a person has a choice of two or more paths of egress travel to separate exits.

1029.12.2 Clear width of aisle accessways serving seat- ing in rows. Where seating rows have 14 or fewer seats, the minimum clear aisle accessway width shall be not less than 12 inches (305 mm) measured as the clear horizontal distance from the back of the row ahead and the nearest projection of the row behind. Where chairs have automatic or self-rising seats, the measurement shall be made with seats in the raised position. Where any chair in the row does not have an automatic or self-rising seat, the mea- surements shall be made with the seat in the down posi- tion. For seats with folding tablet arms, row spacing shall be determined with the tablet arm in the used position.

Exception: For seats with folding tablet arms, row spacing is permitted to be determined with the tablet arm in the stored position where the tablet arm when raised manually to vertical position in one motion auto- matically returns to the stored position by force of grav- ity.

1029.12.2.1 Dual access. For rows of seating served by aisles or doorways at both ends, there shall be not more than 100 seats per row. The minimum clear width of 12 inches (305 mm) between rows shall be increased by 0.3 inch (7.6 mm) for every additional seat beyond 14

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seats where seats have backrests or beyond 21 where seats are without backrests. The minimum clear width is not required to exceed 22 inches (559 mm).

Exception: For smoke-protected assembly seating, the row length limits for a 12-inch-wide (305 mm) aisle accessway, beyond which the aisle accessway minimum clear width shall be increased, are in Table 1029.12.2.1.

1029.12.2.2 Single access. For rows of seating served by an aisle or doorway at only one end of the row, the minimum clear width of 12 inches (305 mm) between rows shall be increased by 0.6 inch (15.2 mm) for every additional seat beyond seven seats where seats have backrests or beyond 10 where seats are without back- rests. The minimum clear width is not required to exceed 22 inches (559 mm).

1029.13 Assembly aisle walking surfaces. Ramped aisles shall comply with Sections 1029.13.1 through 1029.13.1.3. Stepped aisles shall comply with Sections 1029.13.2 through 1029.13.2.4.

1029.13.1 Ramped aisles. Aisles that are sloped more than one unit vertical in 20 units horizontal (5-percent slope) shall be considered a ramped aisle. Ramped aisles that serve as part of an accessible route in accordance with Sections 1009 and 1108.2 shall have a maximum slope of one unit vertical in 12 units horizontal (8-percent slope). The slope of other ramped aisles shall not exceed one unit vertical in 8 units horizontal (12.5-percent slope).

1029.13.1.1 Cross slope. The slope measured perpen- dicular to the direction of travel of a ramped aisle shall not be steeper than one unit vertical in 48 units horizon- tal (2-percent slope).

1029.13.1.2 Landings. Ramped aisles shall have land- ings in accordance with Sections 1012.6 through 1012.6.5. Landings for ramped aisles shall be permitted to overlap required aisles or cross aisles.

1029.13.1.3 Edge protection. Ramped aisles shall have edge protection in accordance with Sections 1012.10 and 1012.10.1.

Exception: In assembly spaces with fixed seating, edge protection is not required on the sides of ramped aisles where the ramped aisles provide access to the adjacent seating and aisle accessways.

1029.13.2 Stepped aisles. Aisles with a slope exceeding one unit vertical in eight units horizontal (12.5-percent slope) shall consist of a series of risers and treads that extends across the full width of aisles and complies with Sections 1029.13.2.1 through 1029.13.2.4.

1029.13.2.1 Treads. Tread depths shall be not less than 11 inches (279 mm) and shall have dimensional unifor- mity.

Exception: The tolerance between adjacent treads shall not exceed 3/16 inch (4.8 mm).

1029.13.2.2 Risers. Where the gradient of stepped aisles is to be the same as the gradient of adjoining seating areas, the riser height shall be not less than 4 inches (102 mm) nor more than 8 inches (203 mm) and shall be uniform within each flight.

Exceptions:

1. Riser height nonuniformity shall be limited to the extent necessitated by changes in the gra- dient of the adjoining seating area to maintain adequate sightlines. Where nonuniformities exceed 3/16 inch (4.8 mm) between adjacent risers, the exact location of such nonuniformi- ties shall be indicated with a distinctive mark- ing stripe on each tread at the nosing or leading edge adjacent to the nonuniform ris- ers. Such stripe shall be not less than 1 inch (25 mm), and not more than 2 inches (51 mm), wide. The edge marking stripe shall be distinc- tively different from the contrasting marking stripe.

2. Riser heights not exceeding 9 inches (229 mm) shall be permitted where they are neces- sitated by the slope of the adjacent seating areas to maintain sightlines.

TABLE 1029.12.2.1 SMOKE-PROTECTED ASSEMBLY AISLE ACCESSWAYS

For SI: 1 inch = 25.4 mm.

TOTAL NUMBER OF SEATS IN THE SMOKE- PROTECTED ASSEMBLY SEATING

MAXIMUM NUMBER OF SEATS PER ROW PERMITTED TO HAVE A MINIMUM 12-INCH CLEAR WIDTH AISLE ACCESSWAY

Aisle or doorway at both ends of row Aisle or doorway at one end of row only Seats with backrests Seats without backrests Seats with backrests Seats without backrests

Less than 4,000 14 21 7 10 4,000 15 22 7 10 7,000 16 23 8 11

10,000 17 24 8 11 13,000 18 25 9 12 16,000 19 26 9 12 19,000 20 27 10 13

22,000 and greater 21 28 11 14

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1029.13.2.2.1 Construction tolerances. The toler- ance between adjacent risers on a stepped aisle that were designed to be equal height shall not exceed 3/16 inch (4.8 mm). Where the stepped aisle is designed in accordance with Exception 1 of Section 1029.13.2.2, the stepped aisle shall be constructed so that each riser of unequal height, determined in the direction of descent, is not more than 3/8 inch (9.5 mm) in height different from adjacent risers where stepped aisle treads are less than 22 inches (560 mm) in depth and 3/4 inch (19.1 mm) in height different from adjacent risers where stepped aisle treads are 22 inches (560 mm) or greater in depth.

1029.13.2.3 Tread contrasting marking stripe. A contrasting marking stripe shall be provided on each tread at the nosing or leading edge such that the loca- tion of each tread is readily apparent when viewed in descent. Such stripe shall be not less than 1 inch (25 mm), and not more than 2 inches (51 mm), wide.

Exception: The contrasting marking stripe is per- mitted to be omitted where tread surfaces are such that the location of each tread is readily apparent when viewed in descent.

1029.13.2.4 Nosing and profile. Nosing and riser pro- file shall comply with Sections 1011.5.5 through 1011.5.5.3.

1029.14 Seat stability. In a building, room or space used for assembly purposes, the seats shall be securely fastened to the floor.

Exceptions:

1. In a building, room or space used for assembly pur- poses or portions thereof without ramped or tiered floors for seating and with 200 or fewer seats, the seats shall not be required to be fastened to the floor.

2. In a building, room or space used for assembly pur- poses or portions thereof with seating at tables and without ramped or tiered floors for seating, the seats shall not be required to be fastened to the floor.

3. In a building, room or space used for assembly pur- poses or portions thereof without ramped or tiered floors for seating and with greater than 200 seats, the seats shall be fastened together in groups of not less than three or the seats shall be securely fastened to the floor.

4. In a building, room or space used for assembly pur- poses where flexibility of the seating arrangement is an integral part of the design and function of the space and seating is on tiered levels, not more than 200 seats shall not be required to be fastened to the floor. Plans showing seating, tiers and aisles shall be submitted for approval.

5. Groups of seats within a building, room or space used for assembly purposes separated from other seating by railings, guards, partial height walls or similar barriers with level floors and having not more than 14 seats per group shall not be required to be fastened to the floor.

6. Seats intended for musicians or other performers and separated by railings, guards, partial height walls or similar barriers shall not be required to be fastened to the floor.

1029.15 Handrails. Ramped aisles having a slope exceeding one unit vertical in 15 units horizontal (6.7-percent slope) and stepped aisles shall be provided with handrails in compliance with Section 1014 located either at one or both sides of the aisle or within the aisle width.

Exceptions:

1. Handrails are not required for ramped aisles with seating on both sides.

2. Handrails are not required where, at the side of the aisle, there is a guard with a top surface that com- plies with the graspability requirements of handrails in accordance with Section 1014.3.

3. Handrail extensions are not required at the top and bottom of stepped aisles and ramped aisles to permit crossovers within the aisles.

1029.15.1 Discontinuous handrails. Where there is seat- ing on both sides of the aisle, the mid-aisle handrails shall be discontinuous with gaps or breaks at intervals not exceeding five rows to facilitate access to seating and to permit crossing from one side of the aisle to the other. These gaps or breaks shall have a clear width of not less than 22 inches (559 mm) and not greater than 36 inches (914 mm), measured horizontally, and the mid-aisle hand- rail shall have rounded terminations or bends.

1029.15.2 Handrail termination. Handrails located on the side of stepped aisles shall return to a wall, guard or the walking surface or shall be continuous to the handrail of an adjacent stepped aisle flight.

1029.15.3 Mid-aisle termination. Mid-aisle handrails shall not extend beyond the lowest riser and shall termi- nate within 18 inches (381 mm), measured horizontally, from the lowest riser. Handrail extensions are not required.

Exception: Mid-aisle handrails shall be permitted to extend beyond the lowest riser where the handrail extensions do not obstruct the width of the cross aisle.

1029.15.4 Rails. Where mid-aisle handrails are provided in stepped aisles, there shall be an additional rail located approximately 12 inches (305 mm) below the handrail. The rail shall be adequate in strength and attachment in accordance with Section 1607.8.1.2.

1029.16 Assembly guards. Guards adjacent to seating in a building, room or space used for assembly purposes shall be provided where required by Section 1015 and shall be con- structed in accordance with Section 1015 except where pro- vided in accordance with Sections 1029.16.1 through 1029.16.4. At bleachers, grandstands and folding and tele- scopic seating, guards must be provided where required by ICC 300 and Section 1029.16.1.

1029.16.1 Perimeter guards. Perimeter guards shall be provided where the footboards or walking surface of seat- ing facilities are more than 30 inches (762 mm) above the

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floor or grade below. Where the seatboards are adjacent to the perimeter, guard height shall be 42 inches (1067 mm) high minimum, measured from the seatboard. Where the seats are self-rising, guard height shall be 42 inches (1067 mm) high minimum, measured from the floor surface. Where there is an aisle between the seating and the perim- eter, the guard height shall be measured in accordance with Section 1015.2.

Exceptions:

1. Guards that impact sightlines shall be permitted to comply with Section 1029.16.3.

2. Bleachers, grandstands and folding and tele- scopic seating shall not be required to have perimeter guards where the seating is located adjacent to a wall and the space between the wall and the seating is less than 4 inches (102 mm).

1029.16.2 Cross aisles. Cross aisles located more than 30 inches (762 mm) above the floor or grade below shall have guards in accordance with Section 1015.

Where an elevation change of 30 inches (762 mm) or less occurs between a cross aisle and the adjacent floor or grade below, guards not less than 26 inches (660 mm) above the aisle floor shall be provided.

Exception: Where the backs of seats on the front of the cross aisle project 24 inches (610 mm) or more above the adjacent floor of the aisle, a guard need not be pro- vided.

1029.16.3 Sightline-constrained guard heights. Unless subject to the requirements of Section 1029.16.4, a fascia or railing system in accordance with the guard require- ments of Section 1015 and having a minimum height of 26 inches (660 mm) shall be provided where the floor or foot- board elevation is more than 30 inches (762 mm) above the floor or grade below and the fascia or railing would otherwise interfere with the sightlines of immediately adjacent seating.

1029.16.4 Guards at the end of aisles. A fascia or railing system complying with the guard requirements of Section 1015 shall be provided for the full width of the aisle where the foot of the aisle is more than 30 inches (762 mm) above the floor or grade below. The fascia or railing shall be a minimum of 36 inches (914 mm) high and shall pro- vide a minimum 42 inches (1067 mm) measured diago- nally between the top of the rail and the nosing of the nearest tread.

SECTION 1030 EMERGENCY ESCAPE AND RESCUE

1030.1 General. In addition to the means of egress required by this chapter, provisions shall be made for emergency escape and rescue openings in Group R-2 occupancies in accordance with Tables 1006.3.2(1) and 1006.3.2(2) and Group R-3 occupancies. Basements and sleeping rooms below the fourth story above grade plane shall have at least one exterior emergency escape and rescue opening in accor- dance with this section. Where basements contain one or

more sleeping rooms, emergency escape and rescue openings shall be required in each sleeping room, but shall not be required in adjoining areas of the basement. Such openings shall open directly into a public way or to a yard or court that opens to a public way.

Exceptions:

1. Basements with a ceiling height of less than 80 inches (2032 mm) shall not be required to have emergency escape and rescue openings.

2. Emergency escape and rescue openings are not required from basements or sleeping rooms that have an exit door or exit access door that opens directly into a public way or to a yard, court or exte- rior exit balcony that opens to a public way.

3. Basements without habitable spaces and having not more than 200 square feet (18.6 m2) in floor area shall not be required to have emergency escape and rescue openings.

1030.2 Minimum size. Emergency escape and rescue open- ings shall have a minimum net clear opening of 5.7 square feet (0.53 m2).

Exception: The minimum net clear opening for grade- floor emergency escape and rescue openings shall be 5 square feet (0.46 m2).

1030.2.1 Minimum dimensions. The minimum net clear opening height dimension shall be 24 inches (610 mm). The minimum net clear opening width dimension shall be 20 inches (508 mm). The net clear opening dimensions shall be the result of normal operation of the opening.

1030.3 Maximum height from floor. Emergency escape and rescue openings shall have the bottom of the clear opening not greater than 44 inches (1118 mm) measured from the floor.

1030.4 Operational constraints. Emergency escape and res- cue openings shall be operational from the inside of the room without the use of keys or tools. Bars, grilles, grates or similar devices are permitted to be placed over emergency escape and rescue openings provided the minimum net clear opening size complies with Section 1030.2 and such devices shall be releasable or removable from the inside without the use of a key, tool or force greater than that which is required for nor- mal operation of the emergency escape and rescue opening. Where such bars, grilles, grates or similar devices are installed in existing buildings, smoke alarms shall be installed in accordance with Section 907.2.11 regardless of the valua- tion of the alteration.

1030.5 Window wells. An emergency escape and rescue opening with a finished sill height below the adjacent ground level shall be provided with a window well in accordance with Sections 1030.5.1 and 1030.5.2.

1030.5.1 Minimum size. The minimum horizontal area of the window well shall be 9 square feet (0.84 m2), with a minimum dimension of 36 inches (914 mm). The area of the window well shall allow the emergency escape and rescue opening to be fully opened.

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1030.5.2 Ladders or steps. Window wells with a vertical depth of more than 44 inches (1118 mm) shall be equipped with an approved permanently affixed ladder or steps. Ladders or rungs shall have an inside width of at least 12 inches (305 mm), shall project at least 3 inches (76 mm) from the wall and shall be spaced not more than 18 inches (457 mm) on center (o.c.) vertically for the full height of the window well. The ladder or steps shall not encroach into the required dimensions of the window well by more than 6 inches (152 mm). The ladder or steps shall not be obstructed by the emergency escape and rescue opening. Ladders or steps required by this section are exempt from the stairway requirements of Section 1011.

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CHAPTER 11

ACCESSIBILITY

SECTION 1101 GENERAL

1101.1 Scope. This chapter governs the design and construc- tion of buildings for accessibility.

1101.1.1 Criteria. Buildings shall be designed and con- structed in accordance with the Florida Building Code, Accessibility.

1101.2 Design. Reserved.

SECTION 1102 DEFINITIONS RESERVED

SECTION 1103 SCOPING REQUIREMENTS

RESERVED

SECTION 1104 ACCESSIBLE ROUTE

RESERVED

SECTION 1105 ACCESSIBLE ENTRANCES

RESERVED

SECTION 1106 PARKING AND PASSENGER LOADING FACILITIES

RESERVED

SECTION 1107 DWELLING UNITS AND SLEEPING UNITS

RESERVED

SECTION 1108 SPECIAL OCCUPANCIES

RESERVED

SECTION 1109 OTHER FEATURES AND FACILITIES

RESERVED

SECTION 1110 RECREATIONAL FACILITIES

RESERVED

SECTION 1111 SIGNAGE

RESERVED

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CHAPTER 12

INTERIOR ENVIRONMENT

SECTION 1201 GENERAL

1201.1 Scope. The provisions of this chapter shall govern ventilation, temperature control, lighting, yards and courts, sound transmission, room dimensions, surrounding materials and rodentproofing associated with the interior spaces of buildings.

SECTION 1202 DEFINITIONS

1202.1 General. The following terms are defined in Chapter 2:

SUNROOM.

THERMAL ISOLATION.

SECTION 1203 VENTILATION

1203.1 General. Buildings shall be provided with natural ventilation in accordance with Section 1203.4, or mechanical ventilation in accordance with the Florida Building Code, Mechanical.

Where the air infiltration rate in a dwelling unit is less than 3 air changes per hour when tested with a blower door at a pressure 0.2 inch w.c. (50 Pa) in accordance with Section R402.4.1.2 of the Florida Building Code, Energy Conserva- tion—Residential Provisions, the dwelling unit shall be venti- lated by mechanical means in accordance with Section 403 of the Florida Building Code, Mechanical. Ambulatory care facilities and Group I-2 occupancies shall be ventilated by mechanical means in accordance with Section 407 of the Florida Building Code, Mechanical.

1203.2 Ventilation required. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof framing members shall have cross ventila- tion for each separate space by ventilation openings protected against the entrance of rain and snow. Blocking and bridging shall be arranged so as not to interfere with the movement of air. An airspace of not less than 1 inch (25 mm) shall be pro- vided between the insulation and the roof sheathing. The net free ventilating area shall be not less than 1/150 of the area of the space ventilated. Ventilators shall be installed in accor- dance with manufacturer’s installation instructions.

Exception: The net free cross-ventilation area shall be permitted to be reduced to 1/300 provided both of the fol- lowing conditions are met:

1. In Climate Zones 6, 7 and 8, a Class I or II vapor retarder is installed on the warm-in-winter side of the ceiling.

2. At least 40 percent and not more than 50 percent of the required venting area is provided by ventilators

located in the upper portion of the attic or rafter space. Upper ventilators shall be located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the bal- ance of the ventilation provided by eave or cornice vents. Where the location of wall or roof framing members conflicts with the installation of upper ventilators, installation more than 3 feet (914 mm) below the ridge or highest point of the space shall be permitted.

1203.2.1 Openings into attic. Exterior openings into the attic space of any building intended for human occupancy shall be protected to prevent the entry of birds, squirrels, rodents, snakes and other similar creatures. Openings for ventilation having a least dimension of not less than 1/16 inch (1.6 mm) and not more than 1/4 inch (6.4 mm) shall be permitted. Openings for ventilation having a least dimen- sion larger than 1/4 inch (6.4 mm) shall be provided with corrosion-resistant wire cloth screening, hardware cloth, perforated vinyl or similar material with openings having a least dimension of not less than 1/16 inch (1.6 mm) and not more than 1/4 inch (6.4 mm). Where combustion air is obtained from an attic area, it shall be in accordance with Chapter 7 of the Florida Building Code, Mechanical.

1203.3 Unvented attic and unvented enclosed rafter assemblies. Unvented attics and unvented enclosed roof framing assemblies created by ceilings applied directly to the underside of the roof framing members/rafters and the struc- tural roof sheathing at the top of the roof framing members shall be permitted where all the following conditions are met:

1. The unvented attic space is completely within the building thermal envelope.

2. No interior Class I vapor retarders are installed on the ceiling side (attic floor) of the unvented attic assembly or on the ceiling side of the unvented enclosed roof framing assembly.

3. Where wood shingles or shakes are used, a minimum 1/4- inch (6.4 mm) vented airspace separates the shingles or shakes and the roofing underlayment above the struc- tural sheathing.

4. In Climate Zones 5, 6, 7 and 8, any air-impermeable insulation shall be a Class II vapor retarder or shall have a Class II vapor retarder coating or covering in direct contact with the underside of the insulation.

5. Insulation shall be located in accordance with the fol- lowing:

5.1. Item 5.1.1, 5.1.2, 5.1.3 or 5.1.4 shall be met, depending on the air permeability of the insula- tion directly under the structural roof sheathing.

5.1.1. Where only air-impermeable insula- tion is provided, it shall be applied

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in direct contact with the underside of the structural roof sheathing.

5.1.2. Where air-permeable insulation is provided inside the building thermal envelope, it shall be installed in accordance with Item 5.1. In addi- tion to the air-permeable insulation installed directly below the struc- tural sheathing, rigid board or sheet insulation shall be installed directly above the structural roof sheathing in accordance with the R values in Table 1203.3 for condensation con- trol.

5.1.3. Where both air-impermeable and air-permeable insulation are pro- vided, the air-impermeable insula- tion shall be applied in direct contact with the underside of the structural roof sheathing in accordance with Item 5.1.1 and shall be in accor- dance with the R values in Table 1203.3 for condensation control. The air-permeable insulation shall be installed directly under the air- impermeable insulation.

5.1.4. Alternatively, sufficient rigid board or sheet insulation shall be installed directly above the structural roof sheathing to maintain the monthly average temperature of the under- side of the structural roof sheathing above 45°F (7°C). For calculation purposes, an interior air temperature of 68°F (20°C) is assumed and the exterior air temperature is assumed to be the monthly average outside air temperature of the three coldest months.

5.2. Where preformed insulation board is used as the air-impermeable insulation layer, it shall be

sealed at the perimeter of each individual sheet interior surface to form a continuous layer.

Exceptions:

1. Section 1203.3 does not apply to special use struc- tures or enclosures such as swimming pool enclo- sures, data processing centers, hospitals or art galleries.

2. Section 1203.3 does not apply to enclosures in Cli- mate Zones 5 through 8 that are humidified beyond 35 percent during the three coldest months.

1203.4 Under-floor ventilation. The space between the bot- tom of the floor joists and the earth under any building except spaces occupied by basements or cellars shall be provided with ventilation openings through foundation walls or exte- rior walls. Such openings shall be placed so as to provide cross ventilation of the under-floor space.

1203.4.1 Openings for under-floor ventilation. The net area of ventilation openings shall be not less than 1 square foot for each 150 square feet (0.67 m2 for each 100 m2) of crawl-space area. Ventilation openings shall be covered for their height and width with any of the following mate- rials, provided that the least dimension of the covering shall be not greater than 1/4 inch (6.4 mm):

1. Perforated sheet metal plates not less than 0.070 inch (1.8 mm) thick.

2. Expanded sheet metal plates not less than 0.047 inch (1.2 mm) thick.

3. Cast-iron grilles or gratings.

4. Extruded load-bearing vents.

5. Hardware cloth of 0.035-inch (0.89 mm) wire or heavier.

6. Corrosion-resistant wire mesh, with the least dimen- sion not greater than 1/8 inch (3.2 mm).

1203.4.2 Exceptions. The following are exceptions to Sections 1203.4 and 1203.4.1:

1. Where warranted by climatic conditions, ventilation openings to the outdoors are not required if ventila- tion openings to the interior are provided.

TABLE 1203.3 INSULATION FOR CONDENSATION CONTROL

a. Contributes to, but does not supersede, thermal resistance requirements for attic and roof assemblies in Section C402.2.1 of the Florida Building Code, Energy Conservation.

CLIMATE ZONE MINIMUM R-VALUE OF AIR-IMPERMEABLE INSULATIONa

2B and 3B tile roof only 0 (none required)

1, 2A, 2B, 3A, 3B, 3C R-5

4C R-10

4A, 4B R-15

5 R-20

6 R-25

7 R-30

8 R-35

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2. The total area of ventilation openings is permitted to be reduced to 1/1,500 of the under-floor area where the ground surface is covered with a Class I vapor retarder material and the required openings are placed so as to provide cross ventilation of the space. The installation of operable louvers shall not be prohibited.

3. Ventilation openings are not required where contin- uously operated mechanical ventilation is provided at a rate of 1.0 cubic foot per minute (cfm) for each 50 square feet (1.02 L/s for each 10 m2) of crawl- space floor area and the ground surface is covered with a Class I vapor retarder.

4. Ventilation openings are not required where the ground surface is covered with a Class I vapor retarder, the perimeter walls are insulated and the space is conditioned in accordance with the Florida Building Code, Energy Conservation.

5. For buildings in flood hazard areas as established in Section 1612.3, the openings for under-floor ventila- tion shall be deemed as meeting the flood opening requirements of ASCE 24 provided that the ventila- tion openings are designed and installed in accor- dance with ASCE 24.

1203.5 Natural ventilation. Natural ventilation of an occu- pied space shall be through windows, doors, louvers or other openings to the outdoors. The operating mechanism for such openings shall be provided with ready access so that the openings are readily controllable by the building occupants.

1203.5.1 Ventilation area required. The openable area of the openings to the outdoors shall be not less than 4 per- cent of the floor area being ventilated.

1203.5.1.1 Adjoining spaces. Where rooms and spaces without openings to the outdoors are ventilated through an adjoining room, the opening to the adjoining room shall be unobstructed and shall have an area of not less than 8 percent of the floor area of the interior room or space, but not less than 25 square feet (2.3 m2). The openable area of the openings to the outdoors shall be based on the total floor area being ventilated.

Exception: Exterior openings required for ventila- tion shall be permitted to open into a sunroom with thermal isolation or a patio cover provided that the openable area between the sunroom addition or patio cover and the interior room shall have an area of not less than 8 percent of the floor area of the interior room or space, but not less than 20 square feet (1.86 m2). The openable area of the openings to the outdoors shall be based on the total floor area being ventilated.

1203.5.1.2 Openings below grade. Where openings below grade provide required natural ventilation, the outside horizontal clear space measured perpendicular to the opening shall be one and one-half times the depth of the opening. The depth of the opening shall be mea- sured from the average adjoining ground level to the bottom of the opening.

1203.5.2 Contaminants exhausted. Contaminant sources in naturally ventilated spaces shall be removed in accor- dance with the Florida Building Code, Mechanical and the Florida Fire Prevention Code.

1203.5.2.1 Bathrooms. Rooms containing bathtubs, showers, spas and similar bathing fixtures shall be mechanically ventilated in accordance with the Florida Building Code, Mechanical.

1203.5.3 Openings on yards or courts. Where natural ventilation is to be provided by openings onto yards or courts, such yards or courts shall comply with Section 1206.

1203.6 Other ventilation and exhaust systems. Ventilation and exhaust systems for occupancies and operations involv- ing flammable or combustible hazards or other contaminant sources as covered in the Florida Building Code, Mechanical or the Florida Fire Prevention Code shall be provided as required by both codes.

SECTION 1204 TEMPERATURE CONTROL

1204.1 Equipment and systems. Interior spaces intended for human occupancy shall be provided with active or passive space heating systems capable of maintaining an indoor tem- perature of not less than 68°F (20°C) at a point 3 feet (914 mm) above the floor on the design heating day.

Exceptions: Space heating systems are not required for:

1. Interior spaces where the primary purpose of the space is not associated with human comfort.

2. Group F, H, S or U occupancies.

SECTION 1205 LIGHTING

1205.1 General. Every space intended for human occupancy shall be provided with natural light by means of exterior glazed openings in accordance with Section 1205.2 or shall be provided with artificial light in accordance with Section 1205.3. Exterior glazed openings shall open directly onto a public way or onto a yard or court in accordance with Section 1206.

1205.2 Natural light. The minimum net glazed area shall be not less than 8 percent of the floor area of the room served.

1205.2.1 Adjoining spaces. For the purpose of natural lighting, any room is permitted to be considered as a por- tion of an adjoining room where one-half of the area of the common wall is open and unobstructed and provides an opening of not less than one-tenth of the floor area of the interior room or 25 square feet (2.32 m2), whichever is greater.

Exception: Openings required for natural light shall be permitted to open into a sunroom with thermal isola- tion or a patio cover where the common wall provides a glazed area of not less than one-tenth of the floor area of the interior room or 20 square feet (1.86 m2), which- ever is greater.

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1205.2.2 Exterior openings. Exterior openings required by Section 1205.2 for natural light shall open directly onto a public way, yard or court, as set forth in Section 1206.

Exceptions:

1. Required exterior openings are permitted to open into a roofed porch where the porch meets all of the following criteria:

1.1. Abuts a public way, yard or court.

1.2. Has a ceiling height of not less than 7 feet (2134 mm).

1.3. Has a longer side at least 65 percent open and unobstructed.

2. Skylights are not required to open directly onto a public way, yard or court.

1205.3 Artificial light. Artificial light shall be provided that is adequate to provide an average illumination of 10 footcan- dles (107 lux) over the area of the room at a height of 30 inches (762 mm) above the floor level.

1205.4 Stairway illumination. Stairways within dwelling units and exterior stairways serving a dwelling unit shall have an illumination level on tread runs of not less than 1 footcan- dle (11 lux). Stairways in other occupancies shall be gov- erned by Chapter 10.

1205.4.1 Controls. The control for activation of the required stairway lighting shall be in accordance with NFPA 70.

1205.5 Emergency egress lighting. The means of egress shall be illuminated in accordance with Section 1008.1.

SECTION 1206 YARDS OR COURTS

1206.1 General. This section shall apply to yards and courts adjacent to exterior openings that provide natural light or ventilation. Such yards and courts shall be on the same lot as the building.

1206.2 Yards. Yards shall be not less than 3 feet (914 mm) in width for buildings two stories or less above grade plane. For buildings more than two stories above grade plane, the mini- mum width of the yard shall be increased at the rate of 1 foot (305 mm) for each additional story. For buildings exceeding 14 stories above grade plane, the required width of the yard shall be computed on the basis of 14 stories above grade plane.

1206.3 Courts. Courts shall be not less than 3 feet (914 mm) in width. Courts having windows opening on opposite sides shall be not less than 6 feet (1829 mm) in width. Courts shall be not less than 10 feet (3048 mm) in length unless bounded on one end by a public way or yard. For buildings more than two stories above grade plane, the court shall be increased 1 foot (305 mm) in width and 2 feet (610 mm) in length for each additional story. For buildings exceeding 14 stories

above grade plane, the required dimensions shall be com- puted on the basis of 14 stories above grade plane.

1206.3.1 Court access. Access shall be provided to the bottom of courts for cleaning purposes.

1206.3.2 Air intake. Courts more than two stories in height shall be provided with a horizontal air intake at the bottom not less than 10 square feet (0.93 m2) in area and leading to the exterior of the building unless abutting a yard or public way.

1206.3.3 Court drainage. The bottom of every court shall be properly graded and drained to a public sewer or other approved disposal system complying with the Florida Building Code, Plumbing.

SECTION 1207 SOUND TRANSMISSION

1207.1 Scope. This section shall apply to common interior walls, partitions and floor/ceiling assemblies between adja- cent dwelling units and sleeping units or between dwelling units and sleeping units and adjacent public areas such as halls, corridors, stairways or service areas.

1207.2 Air-borne sound. Walls, partitions and floor/ceiling assemblies separating dwelling units and sleeping units from each other or from public or service areas shall have a sound transmission class of not less than 50, or not less than 45 if field tested, for air-borne noise when tested in accordance with ASTM E90. Penetrations or openings in construction assemblies for piping; electrical devices; recessed cabinets; bathtubs; soffits; or heating, ventilating or exhaust ducts shall be sealed, lined, insulated or otherwise treated to maintain the required ratings. This requirement shall not apply to entrance doors; however, such doors shall be tight fitting to the frame and sill.

1207.2.1 Masonry. The sound transmission class of con- crete masonry and clay masonry assemblies shall be calcu- lated in accordance with TMS 0302 or determined through testing in accordance with ASTM E90.

1207.3 Structure-borne sound. Floor/ceiling assemblies between dwelling units and sleeping units or between a dwell- ing unit or sleeping unit and a public or service area within the structure shall have an impact insulation class rating of not less than 50, or not less than 45 if field tested, when tested in accordance with ASTM E492.

SECTION 1208 INTERIOR SPACE DIMENSIONS

1208.1 Minimum room widths. Habitable spaces, other than a kitchen, shall be not less than 7 feet (2134 mm) in any plan dimension. Kitchens shall have a clear passageway of not less than 3 feet (914 mm) between counter fronts and appliances or counter fronts and walls.

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1208.2 Minimum ceiling heights. Occupiable spaces, habit- able spaces and corridors shall have a ceiling height of not less than 7 feet 6 inches (2286 mm). Bathrooms, toilet rooms, kitchens, storage rooms and laundry rooms shall have a ceil- ing height of not less than 7 feet (2134 mm).

Exceptions:

1. In one- and two-family dwellings, beams or girders spaced not less than 4 feet (1219 mm) on center shall be permitted to project not more than 6 inches (152 mm) below the required ceiling height.

2. If any room in a building has a sloped ceiling, the prescribed ceiling height for the room is required in one-half the area thereof. Any portion of the room measuring less than 5 feet (1524 mm) from the fin- ished floor to the ceiling shall not be included in any computation of the minimum area thereof.

3. The height of mezzanines and spaces below mezza- nines shall be in accordance with Section 505.1.

4. Corridors contained within a dwelling unit or sleep- ing unit in a Group R occupancy shall have a ceiling height of not less than 7 feet (2134 mm).

1208.2.1 Furred ceiling. Any room with a furred ceiling shall be required to have the minimum ceiling height in two-thirds of the area thereof, but in no case shall the height of the furred ceiling be less than 7 feet (2134 mm).

1208.3 Room area. Every dwelling unit shall have no fewer than one room that shall have not less than 120 square feet (11.2 m2) of net floor area. Other habitable rooms shall have a net floor area of not less than 70 square feet (6.5 m2).

Exception: Kitchens are not required to be of a minimum floor area.

1208.4 Efficiency dwelling units. An efficiency living unit shall conform to the requirements of the code except as mod- ified herein:

1. The unit shall have a living room of not less than 220 square feet (20.4 m2) of floor area. An additional 100 square feet (9.3 m2) of floor area shall be provided for each occupant of such unit in excess of two.

2. The unit shall be provided with a separate closet.

3. The unit shall be provided with a kitchen sink, cooking appliance and refrigeration facilities, each having a clear working space of not less than 30 inches (762 mm) in front. Light and ventilation conforming to this code shall be provided.

4. The unit shall be provided with a separate bathroom containing a water closet, lavatory and bathtub or shower.

SECTION 1209 ACCESS TO UNOCCUPIED SPACES

1209.1 Crawl spaces. Crawl spaces shall be provided with not fewer than one access opening that shall be not less than 18 inches by 24 inches (457 mm by 610 mm).

1209.2 Attic spaces. An opening not less than 20 inches by 30 inches (559 mm by 762 mm) shall be provided to any attic area having a clear height of over 30 inches (762 mm). Clear headroom of not less than 30 inches (762 mm) shall be pro- vided in the attic space at or above the access opening.

1209.3 Mechanical appliances. Access to mechanical appli- ances installed in under-floor areas, in attic spaces and on roofs or elevated structures shall be in accordance with the Florida Building Code, Mechanical.

SECTION 1210 TOILET AND BATHROOM REQUIREMENTS

[P] 1210.1 Required fixtures. The number and type of plumbing fixtures provided in any occupancy shall comply with Chapter 29.

1210.2 Finish materials. Walls, floors and partitions in toilet and bathrooms shall comply with Sections 1210.2.1 through 1210.2.4.

1210.2.1 Floors and wall bases. In other than dwelling units, toilet, bathing and shower room floor finish materi- als shall have a smooth, hard, nonabsorbent surface. The intersections of such floors with walls shall have a smooth, hard, nonabsorbent vertical base that extends upward onto the walls not less than 4 inches (102 mm).

1210.2.2 Walls and partitions. Walls and partitions within 2 feet (610 mm) of service sinks, urinals and water closets shall have a smooth, hard, nonabsorbent surface, to a height of not less than 4 feet (1219 mm) above the floor, and except for structural elements, the materials used in such walls shall be of a type that is not adversely affected by moisture.

Exception: This section does not apply to the follow- ing buildings and spaces:

1. Dwelling units and sleeping units.

2. Toilet rooms that are not accessible to the public and that have not more than one water closet.

Accessories such as grab bars, towel bars, paper dis- pensers and soap dishes, provided on or within walls, shall be installed and sealed to protect structural elements from moisture.

1210.2.3 Showers. Shower compartments and walls above bathtubs with installed shower heads shall be finished with a smooth, nonabsorbent surface to a height not less than 72 inches (1829 mm) above the drain inlet.

1210.2.4 Waterproof joints. Built-in tubs with showers shall have waterproof joints between the tub and adjacent wall.

[P] 1210.3 Privacy. Privacy at water closets and urinals shall be provided in accordance with Sections 1210.3.1 and 1210.3.2.

[P] 1210.3.1 Water closet compartment. Each water closet utilized by the public or employees shall occupy a

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separate compartment with walls or partitions and a door enclosing the fixtures to ensure privacy.

Exceptions:

1. Water closet compartments shall not be required in a single-occupant toilet room with a lockable door.

2. Toilet rooms located in child day care facilities and containing two or more water closets shall be permitted to have one water closet without an enclosing compartment.

3. This provision is not applicable to toilet areas located within Group I-3 occupancy housing areas.

[P] 1210.3.2 Urinal partitions. Each urinal utilized by the public or employees shall occupy a separate area with walls or partitions to provide privacy. The walls or parti- tions shall begin at a height not more than 12 inches (305 mm) from and extend not less than 60 inches (1524 mm) above the finished floor surface. The walls or partitions shall extend from the wall surface at each side of the urinal not less than 18 inches (457 mm) or to a point not less than 6 inches (152 mm) beyond the outermost front lip of the urinal measured from the finished backwall surface, whichever is greater.

Exceptions:

1. Urinal partitions shall not be required in a single- occupant or family or assisted-use toilet room with a lockable door.

2. Toilet rooms located in child day care facilities and containing two or more urinals shall be per- mitted to have one urinal without partitions.

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CHAPTER 13

ENERGY EFFICIENCY

SECTION 1301 GENERAL

[E] 1301.1 Scope. This chapter governs the design and con- struction of buildings for energy efficiency.

[E] 1301.1.1 Criteria. Buildings shall be designed and constructed in accordance with the Florida Building Code, Energy Conservation.

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420 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by JUAN RUGERO ([email protected]), (-) Order Number #100635307 on Mar 28, 2019 07:24 AM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CHAPTER 14

EXTERIOR WALLS

SECTION 1401 GENERAL

1401.1 Scope. The provisions of this chapter shall establish the minimum requirements for exterior walls; exterior wall coverings; exterior wall openings; exterior windows and doors; architectural trim; balconies and similar projections; and bay and oriel windows.

SECTION 1402 DEFINITIONS

1402.1 Definitions. The following terms are defined in Chap- ter 2:

ADHERED MASONRY VENEER.

ANCHORED MASONRY VENEER.

BACKING.

EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS).

EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) WITH DRAINAGE.

EXTERIOR WALL.

EXTERIOR WALL COVERING.

EXTERIOR WALL ENVELOPE.

FENESTRATION.

FIBER-CEMENT SIDING.

HIGH-PRESSURE DECORATIVE EXTERIOR- GRADE COMPACT LAMINATE (HPL).

HIGH-PRESSURE DECORATIVE EXTERIOR- GRADE COMPACT LAMINATE (HPL) SYSTEM.

METAL COMPOSITE MATERIAL (MCM).

METAL COMPOSITE MATERIAL (MCM) SYSTEM.

POLYPROPYLENE SIDING.

PORCELAIN TILE.

VENEER.

VINYL SIDING.

WATER-RESISTIVE BARRIER.

SECTION 1403 PERFORMANCE REQUIREMENTS

1403.1 General. The provisions of this section shall apply to exterior walls, wall coverings and components thereof.

1403.2 Weather protection. Exterior walls shall provide the building with a weather-resistant exterior wall envelope. The exterior wall envelope shall include flashing, as described in Section 1405.4. The exterior wall envelope shall be designed and constructed in such a manner as to prevent the accumula- tion of water within the wall assembly by providing a water- resistive barrier behind the exterior veneer, as described in Section 1404.2, and a means for draining water that enters the assembly to the exterior. Protection against condensation in the exterior wall assembly shall be provided in accordance with Section 1405.3.

Exceptions:

1. A weather-resistant exterior wall envelope shall not be required over concrete or masonry walls designed in accordance with Chapters 19 and 21, respectively.

2. Compliance with the requirements for a means of drainage, and the requirements of Sections 1404.2 and 1405.4, shall not be required for an exterior wall envelope that has been demonstrated through testing to resist wind-driven rain, including joints, penetra- tions and intersections with dissimilar materials, in accordance with ASTM E331 under the following conditions:

2.1. Exterior wall envelope test assemblies shall include at least one opening, one con- trol joint, one wall/eave interface and one wall sill. Tested openings and penetrations shall be representative of the intended end- use configuration.

2.2. Exterior wall envelope test assemblies shall be at least 4 feet by 8 feet (1219 mm by 2438 mm) in size.

2.3. Exterior wall envelope assemblies shall be tested at a minimum differential pressure of 6.24 pounds per square foot (psf) (0.297 kN/m2).

2.4. Exterior wall envelope assemblies shall be subjected to a minimum test exposure duration of 2 hours.

The exterior wall envelope design shall be con- sidered to resist wind-driven rain where the results of testing indicate that water did not penetrate con- trol joints in the exterior wall envelope, joints at the perimeter of openings or intersections of termina- tions with dissimilar materials.

3. Exterior insulation and finish systems (EIFS) com- plying with Section 1408.4.1.

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[BS] 1403.3 Structural. Exterior walls, and the associated openings, shall be designed and constructed to resist safely the superimposed loads required by Chapter 16.

1403.4 Fire resistance. Exterior walls shall be fire-resistance rated as required by other sections of this code with opening protection as required by Chapter 7.

1403.5 Vertical and lateral flame propagation. Exterior walls on buildings of Type I, II, III or IV construction that are greater than 40 feet (12 192 mm) in height above grade plane and contain a combustible water-resistive barrier shall be tested in accordance with and comply with the acceptance criteria of NFPA 285. For the purposes of this section, fenes- tration products and flashing of fenestration products shall not be considered part of the water-resistive barrier.

Exceptions:

1. Walls in which the water-resistive barrier is the only combustible component and the exterior wall has a wall covering of brick, concrete, stone, terra cotta, stucco or steel with minimum thicknesses in accordance with Table 1405.2.

2. Walls in which the water-resistive barrier is the only combustible component and the water-resistive barrier has a peak heat release rate of less than 150 kW/m2, a total heat release of less than 20 MJ/m2

and an effective heat of combustion of less than 18 MJ/kg as determined in accordance with ASTM E1354 and has a flame spread index of 25 or less and a smoke-developed index of 450 or less as determined in accordance with ASTM E84 or UL 723. The ASTM E1354 test shall be conducted on specimens at the thickness intended for use, in the horizontal orientation and at an incident radiant heat flux of 50 kW/m2.

[BS] 1403.6 Flood resistance. For buildings in flood hazard areas as established in Section 1612.3, exterior walls extend- ing below the elevation required by Section 1612 shall be constructed with flood-damage-resistant materials.

[BS] 1403.7 Flood resistance for coastal high-hazard areas and coastal A zones. For buildings in coastal high-hazard areas and coastal A zones as established in Section 1612.3, electrical, mechanical and plumbing system components shall not be mounted on or penetrate through exterior walls that are designed to break away under flood loads.

1403.8 In order to provide for inspection for termite infesta- tion, clearance between exterior wall coverings and final

earth grade on the exterior of a building shall not be less than 6 inches (152 mm).

Exceptions:

1. Paint or decorative cementitious finish less than 5/8 inch (17.1 mm) thick adhered directly to the masonry foundation sidewall.

2. Access or vehicle ramps which rise to the interior finish floor elevation for the width of such ramps only.

3. A 4-inch (102 mm) inspection space above patio and garage slabs and entry areas.

4. If the patio has been soil treated for termites, the fin- ish elevation may match the building interior finish floor elevations on masonry construction only.

5. Masonry veneers constructed in accordance with Section 2114.2.

SECTION 1404 MATERIALS

1404.1 General. Materials used for the construction of exte- rior walls shall comply with the provisions of this section. Materials not prescribed herein shall be permitted, provided that any such alternative has been approved.

1404.2 Water-resistive barrier. Not fewer than one layer of No.15 asphalt felt, complying with ASTM D226 for Type 1 felt or other approved materials, shall be attached to the studs or sheathing, with flashing as described in Section 1405.4, in such a manner as to provide a continuous water-resistive bar- rier behind the exterior wall veneer.

[BS] 1404.3 Wood. Exterior walls of wood construction shall be designed and constructed in accordance with Chapter 23.

[BS] 1404.3.1 Basic hardboard. Basic hardboard shall conform to the requirements of AHA A135.4.

[BS] 1404.3.2 Hardboard siding. Hardboard siding shall conform to the requirements of AHA A135.6 and, where used structurally, shall be so identified by the label of an approved agency.

[BS] 1404.4 Masonry. Exterior walls of masonry construc- tion shall be designed and constructed in accordance with this section and Chapter 21. Masonry units, mortar and metal accessories used in anchored and adhered veneer shall meet the physical requirements of Chapter 21. The backing of anchored and adhered veneer shall be of concrete, masonry, steel framing or wood framing. Continuous insulation meet-

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ing the applicable requirements of this code shall be permit- ted between the backing and the masonry veneer.

[BS] 1404.5 Metal. Exterior walls constructed of cold- formed steel, structural steel or aluminum shall be designed in accordance with Chapters 22 and 20, respectively.

[BS] 1404.5.1 Aluminum siding. Aluminum siding shall conform to the requirements of AAMA 1402. AAMA 1402 shall be modified to read as follows:

3.0 SIDING SPECIFICATIONS.

3.2.1.1 Static Pressure Test.

3.2.1.1.1 All siding products shall be capable of resisting the design pressures specified for walls for components and cladding loads in accordance with Section 1609.1.1. To verify that the soffit will per- form under these conditions, it shall be tested in the maximum unsupported length for which the manu- facturer seeks conformance when tested in accor- dance with Test Method #1, “Standard for Testing of Aluminum Siding/Fastener and Windload Resis- tance.”

The static test pressure shall be as required to demonstrate compliance with the provisions of Sec- tion 1609.1.

3.2.1.1.2 For applications where the effective design pressure as specified in Section 1609.1.1 is greater than 1040 Pa (21.7 psf) [e.g., wind zone areas greater than 36 m/s (80 mph) or elevations above 33 feet (10 m) the product shall be tested in accordance with Test Method #1 under a static test pressure determined by the formula:

PT = × 1.5 × DPp

Where:

PT = Static Test Pressure [Pa (psf)]

DPp = Design Pressure [Pa (psf)]

1.5 = Safety Factor

Appendix A1.0 Windload Criteria is deleted in its entirety.

[BS] 1404.5.2 Cold-rolled copper. Copper shall conform to the requirements of ASTM B370.

[BS] 1404.5.3 Lead-coated copper. Lead-coated copper shall conform to the requirements of ASTM B101.

[BS] 1404.6 Concrete. Exterior walls of concrete construc- tion shall be designed and constructed in accordance with Chapter 19.

[BS] 1404.7 Glass-unit masonry. Exterior walls of glass- unit masonry shall be designed and constructed in accordance with Chapter 21.

1404.8 Plastics. Plastic panel, apron or spandrel walls as defined in this code shall not be limited in thickness, provided

that such plastics and their assemblies conform to the require- ments of Chapter 26 and are constructed of approved weather-resistant materials of adequate strength to resist the wind loads for cladding specified in Chapter 16.

1404.9 Vinyl siding. Vinyl siding shall be certified and labeled as conforming to the requirements of ASTM D3679 by an approved quality control agency.

1404.10 Fiber-cement siding. Fiber-cement siding shall con- form to the requirements of ASTM C1186, Type A (or ISO 8336, Category A), and shall be so identified on labeling list- ing an approved quality control agency.

1404.11 Exterior insulation and finish systems. Exterior insulation and finish systems (EIFS) and exterior insulation and finish systems (EIFS) with drainage shall comply with Section 1408.

1404.12 Polypropylene siding. Polypropylene siding shall be certified and labeled as conforming to the requirements of ASTM D7254 and those of Section 1404.12.1 or 1404.12.2 by an approved quality control agency. Polypropylene siding shall be installed in accordance with the requirements of Sec- tion 1405.18 and in accordance with the manufacturer’s instructions. Polypropylene siding shall be secured to the building so as to provide weather protection for the exterior walls of the building.

1404.12.1 Flame spread index. The certification of the flame spread index shall be accompanied by a test report stating that all portions of the test specimen ahead of the flame front remained in position during the test in accor- dance with ASTM E84 or UL 723.

1404.12.2 Fire separation distance. The fire separation distance between a building with polypropylene siding and the adjacent building shall be not less than 10 feet (3048 mm).

1404.13 Foam plastic insulation. Foam plastic insulation used in exterior wall covering assemblies shall comply with Chapter 26.

1404.14 Manufactured soffit materials and systems shall be labeled in accordance with the provisions of Section 1709.10 of this code.

SECTION 1405 INSTALLATION OF WALL COVERINGS

1405.1 General. Exterior wall coverings shall be designed and constructed in accordance with the applicable provisions of this section and TAS 202 and 203 in the HVHZ.

1405.2 Weather protection. Exterior walls shall provide weather protection for the building. The materials of the min- imum nominal thickness specified in Table 1405.2 shall be acceptable as approved weather coverings.

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1405.3 Vapor retarders. Vapor retarders as described in Section 1405.3.3 shall be provided in accordance with Sec- tions 1405.3.1 and 1405.3.2, or an approved design using accepted engineering practice for hygrothermal analysis.

1405.3.1 Class I and II vapor retarders. Class I and II vapor retarders shall not be provided on the interior side of frame walls in Zones 1 and 2. Class I vapor retarders shall not be provided on the interior side of frame walls in Zones 3 and 4. Class I or II vapor retarders shall be pro- vided on the interior side of frame walls in Zones 5, 6, 7, 8 and Marine 4. The appropriate zone shall be selected in accordance with Chapter 3 [CE] of the Florida Building Code, Energy Conservation-Commercial Provisions.

Exceptions:

1. Basement walls.

2. Below-grade portion of any wall.

3. Construction where moisture or its freezing will not damage the materials.

4. Conditions where Class III vapor retarders are required in Section 1405.3.2.

1405.3.2 Class III vapor retarders. Class III vapor retarders shall be permitted where any one of the condi- tions in Table 1405.3.2 is met. Only Class III vapor retard- ers shall be used on the interior side of frame walls where foam plastic insulating sheathing with a perm rating of less than 1 is applied in accordance with Table 1405.3.2 on the exterior side of the frame wall.

TABLE 1405.3.2 CLASS III VAPOR RETARDERS

For SI: 1 pound per cubic foot = 16 kg/m3. a. Spray foam with a minimum density of 2 lbs/ft3 applied to the interior

cavity side of wood structural panels, fiberboard, insulating sheathing or gypsum is deemed to meet the insulating sheathing requirement where the spray foam R-value meets or exceeds the specified insulating sheathing R- value.

1405.3.3 Material vapor retarder class. The vapor retarder class shall be based on the manufacturer’s certi- fied testing or a tested assembly.

ZONE CLASS III VAPOR RETARDERS PERMITTED FOR:a

Marine 4

Vented cladding over wood structural panels Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ R2.5 over 2 × 4 wall Insulated sheathing with R-value ≥ R3.75 over 2 × 6 wall

Vented cladding over wood structural panels Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ R5 over 2 × 4 wall Insulated sheathing with R-value ≥ R7.5 over 2 × 6 wall

Vented cladding over fiberboard Vented cladding over gypsum Insulated sheathing with R-value ≥ R7.5 over 2 × 4 wall Insulated sheathing with R-value ≥ R11.25 over 2 × 6 wall

7 and 8 Insulated sheathing with R-value ≥ R10 over 2 × 4 wall Insulated sheathing with R-value ≥ R15 over 2 × 6 wall

TABLE 1405.2 MINIMUM THICKNESS OF WEATHER COVERINGS

For SI: 1 inch = 25.4 mm, 1 ounce = 28.35 g, 1 square foot = 0.093 m2. a. Wood siding of thicknesses less than 0.5 inch shall be placed over

sheathing that conforms to Section 2304.6. (HVHZ, see Section 2322) b. Exclusive of texture. c. As measured at the bottom of decorative grooves. d. 16 ounces per square foot for cold-rolled copper and lead-coated copper,

12 ounces per square foot for copper shingles, high-yield copper and lead- coated high-yield copper.

COVERING TYPE MINIMUM THICKNESS

(inches)

Adhered masonry veneer 0.25

Aluminum siding 0.019

Anchored masonry veneer 2.625

Asbestos-cement boards 0.125

Asbestos shingles 0.156

Cold-rolled copperd 0.0216 nominal

Copper shinglesd 0.0162 nominal

Exterior plywood (with sheathing) 0.313

Exterior plywood (without sheathing)

See Section 2304.6 (HVHZ, see Section 2322)

Fiber cement lap siding 0.25c

Fiber cement panel siding 0.25c

Fiberboard siding 0.5

Glass-fiber reinforced concrete pan- els

0.375

Hardboard sidingc 0.25

High-yield copperd 0.0162 nominal

Lead-coated copperd 0.0216 nominal

Lead-coated high-yield copper 0.0162 nominal

Marble slabs 1

Particleboard (with sheathing) See Section 2304.6 (HVHZ,

see Section 2315.1.11)

Particleboard (without sheathing) See Section 2304.6 (HVHZ,

see Section 2315.1.11)

Porcelain tile 0.25

Steel (approved corrosion resistant) 0.0149

Stone (cast artificial, anchored) 1.5

Stone (natural) 2

Structural glass 0.344

Stucco or exterior cement plaster

Three-coat work over:

Metal plaster base 0.875b

Unit masonry 0.625b

Cast-in-place or precast concrete 0.625b

Two-coat work over:

Unit masonry 0.5b

Cast-in-place or precast concrete 0.375b

Terra cotta (anchored) 1

Terra cotta (adhered) 0.25

Vinyl siding 0.035

Wood shingles 0.375

Wood siding (without sheathing)a 0.5

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The following shall be deemed to meet the class speci- fied:

Class I: Sheet polyethylene, nonperforated aluminum foil with a perm rating of less than or equal to 0.1.

Class II: Kraft-faced fiberglass batts or paint with a perm rating greater than 0.1 and less than or equal to 1.0.

Class III: Latex or enamel paint with a perm rating of greater than 1.0 and less than or equal to 10.0.

1405.3.4 Minimum clear airspaces and vented openings for vented cladding. For the purposes of this section, vented cladding shall include the following minimum clear airspaces:

1. Vinyl lap or horizontal aluminum siding applied over a weather-resistive barrier as specified in this chapter.

2. Brick veneer with a clear airspace as specified in this code.

3. Other approved vented claddings.

1405.4 Flashing. Flashing shall be installed in such a manner so as to prevent moisture from entering the wall or to redirect that moisture to the exterior. Flashing shall be installed at the perimeters of exterior door and window assemblies, penetra- tions and terminations of exterior wall assemblies, exterior wall intersections with roofs, chimneys, porches, decks, bal- conies and similar projections and at built-in gutters and sim- ilar locations where moisture could enter the wall. Flashing with projecting flanges shall be installed on both sides and the ends of copings, under sills and continuously above pro- jecting trim. When self-adhered membranes are used as flash- ing in wall assemblies, those self-adhered flashings shall comply with AAMA-711. When fluid applied membranes are used as flashing for exterior wall openings, those fluid applied membrane flashings shall comply with AAMA 714. Approved corrosion-resistant flashing shall be applied at the following locations:

1. Exterior window and door openings. Flashing at exte- rior window and door openings shall extend to the sur- face of the exterior wall finish or to the water-resistive barrier for subsequent drainage. Flashing at exterior window and door openings shall be installed in accor- dance with one or more of the following:

1.1. The fenestration manufacturer’s installation and flashing instructions, or for applications not addressed in the fenestration manufacturer’s instructions, in accordance with the flashing man- ufacturer’s instructions. Where flashing instruc- tions or details are not provided, pan flashing shall be installed at the sill of exterior window and door openings. Pan flashing shall be sealed or sloped in such a manner as to direct water to the surface of the exterior wall finish or to the water-resistive barrier for subsequent drainage. Openings using pan flashing shall also incorporate flashing or pro- tection at the head and sides.

1.2. In accordance with the flashing design or method of a registered design professional.

1.3. In accordance with other approved methods.

1.4 In accordance with FMA/AAMA 100, FMA/ AAMA 200, FMA/WDMA 250, FMA/AAMA/ WDMA 300 or FMA/AAMA/WDMA 400.

2. At the intersection of chimneys or other masonry con- struction with frame or stucco walls, with projecting lips on both sides under stucco copings.

3. Under and at the ends of masonry, wood or metal cop- ings and sills.

4. Continuously above all projecting wood trim.

5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood-frame construction.

6. At wall and roof intersections.

7. At built-in gutters.

1405.4.1 Exterior wall pockets. In exterior walls of buildings or structures, wall pockets or crevices in which moisture can accumulate shall be avoided or protected with caps or drips, or other approved means shall be pro- vided to prevent water damage.

1405.4.2 Masonry. Flashing and weep holes in anchored veneer shall be located in the first course of masonry above finished ground level above the foundation wall or slab, and other points of support, including structural floors, shelf angles and lintels where anchored veneers are designed in accordance with Section 1405.6.

1405.5 Wood veneers. Wood veneers on exterior walls of buildings of Type I, II, III and IV construction shall be not less than 1 inch (25 mm) nominal thickness, 0.438-inch (11.1 mm) exterior hardboard siding or 0.375-inch (9.5 mm) exte- rior-type wood structural panels or particleboard and shall conform to the following:

1. The veneer shall not exceed 40 feet (12 190 mm) in height above grade. Where fire-retardant-treated wood is used, the height shall not exceed 60 feet (18 290 mm) in height above grade.

2. The veneer is attached to or furred from a noncombusti- ble backing that is fire-resistance rated as required by other provisions of this code.

3. Where open or spaced wood veneers (without con- cealed spaces) are used, they shall not project more than 24 inches (610 mm) from the building wall.

[BS] 1405.6 Anchored masonry veneer. Anchored masonry veneer shall comply with the provisions of Sections 1405.6, 1405.7, 1405.8 and 1405.9 and Sections 12.1 and 12.2 of TMS 402/ACI 530/ASCE 5.

[BS] 1405.6.1 Tolerances. Anchored masonry veneers in accordance with Chapter 14 are not required to meet the tolerances in Article 3.3 F1 of TMS 602/ACI 530.1/ASCE 6.

[BS] 1405.6.2 Seismic requirements. Anchored masonry veneer located in Seismic Design Category C, D, E or F

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shall conform to the requirements of Section 12.2.2.10 of TMS 402/ACI 530/ASCE 5.

[BS] 1405.7 Stone veneer. Anchored stone veneer units not exceeding 10 inches (254 mm) in thickness shall be anchored directly to masonry, concrete or to stud construction by one of the following methods:

1. With concrete or masonry backing, anchor ties shall be not less than 0.1055-inch (2.68 mm) corrosion-resistant wire, or approved equal, formed beyond the base of the backing. The legs of the loops shall be not less than 6 inches (152 mm) in length bent at right angles and laid in the mortar joint, and spaced so that the eyes or loops are 12 inches (305 mm) maximum on center in both directions. There shall be provided not less than a 0.1055-inch (2.68 mm) corrosion-resistant wire tie, or approved equal, threaded through the exposed loops for every 2 square feet (0.2 m2) of stone veneer. This tie shall be a loop having legs not less than 15 inches (381 mm) in length bent so that the tie will lie in the stone veneer mortar joint. The last 2 inches (51 mm) of each wire leg shall have a right-angle bend. One-inch (25 mm) minimum thickness of cement grout shall be placed between the backing and the stone veneer.

2. With wood stud backing, a 2-inch by 2-inch (51 by 51 mm) 0.0625-inch (1.59 mm) zinc-coated or nonmetallic coated wire mesh with two layers of water-resistive barrier in accordance with Section 1404.2 shall be applied directly to wood studs spaced not more than 16 inches (406 mm) on center. On studs, the mesh shall be attached with 2-inch-long (51 mm) corrosion-resistant steel wire furring nails at 4 inches (102 mm) on center providing a minimum 1.125-inch (29 mm) penetration into each stud and with 8d annular threaded nails at 8 inches (203 mm) on center. into top and bottom plates or with equivalent wire ties. There shall be not less than a 0.1055-inch (2.68 mm) zinc-coated or nonmetallic coated wire, or approved equal, attached to the stud with not smaller than an 8d (0.120 in. diameter) annular threaded nail for every 2 square feet (0.2 m2) of stone veneer. This tie shall be a loop having legs not less than 15 inches (381 mm) in length, so bent that the tie will lie in the stone veneer mortar joint. The last 2 inches (51 mm) of each wire leg shall have a right- angle bend. One-inch (25 mm) minimum thickness of cement grout shall be placed between the backing and the stone veneer.

3. With cold-formed steel stud backing, a 2-inch by 2-inch (51 by 51 mm) 0.0625-inch (1.59 mm) zinc-coated or nonmetallic coated wire mesh with two layers of water- resistive barrier in accordance with Section 1404.2 shall be applied directly to steel studs spaced a not more than 16 inches (406 mm) on center. The mesh shall be attached with corrosion-resistant #8 self-drill- ing, tapping screws at 4 inches (102 mm) on center, and at 8 inches (203 mm) on center into top and bottom tracks or with equivalent wire ties. Screws shall extend through the steel connection not fewer than three exposed threads. There shall be not less than a 0.1055- inch (2.68 mm) corrosion-resistant wire, or approved

equal, attached to the stud with not smaller than a #8 self-drilling, tapping screw extending through the steel framing not fewer than three exposed threads for every 2 square feet (0.2 m2) of stone veneer. This tie shall be a loop having legs not less than 15 inches (381 mm) in length, so bent that the tie will lie in the stone veneer mortar joint. The last 2 inches (51 mm) of each wire leg shall have a right-angle bend. One-inch (25 mm) mini- mum thickness of cement grout shall be placed between the backing and the stone veneer. The cold-formed steel framing members shall have a minimum bare steel thickness of 0.0428 inches (1.087 mm).

[BS] 1405.8 Slab-type veneer. Anchored slab-type veneer units not exceeding 2 inches (51 mm) in thickness shall be anchored directly to masonry, concrete or light-frame con- struction. For veneer units of marble, travertine, granite or other stone units of slab form, ties of corrosion-resistant dow- els in drilled holes shall be located in the middle third of the edge of the units, spaced not more than 24 inches (610 mm) apart around the periphery of each unit with not less than four ties per veneer unit. Units shall not exceed 20 square feet (1.9 m2) in area. If the dowels are not tight fitting, the holes shall be drilled not more than 0.063 inch (1.6 mm) larger in diame- ter than the dowel, with the hole countersunk to a diameter and depth equal to twice the diameter of the dowel in order to provide a tight-fitting key of cement mortar at the dowel loca- tions where the mortar in the joint has set. Veneer ties shall be corrosion-resistant metal capable of resisting, in tension or compression, a force equal to two times the weight of the attached veneer. If made of sheet metal, veneer ties shall be not smaller in area than 0.0336 by 1 inch (0.853 by 25 mm) or, if made of wire, not smaller in diameter than 0.1483-inch (3.76 mm) wire.

[BS] 1405.9 Terra cotta. Anchored terra cotta or ceramic units not less than 15/8 inches (41 mm) thick shall be anchored directly to masonry, concrete or stud construction. Tied terra cotta or ceramic veneer units shall be not less than 15/8 inches (41 mm) thick with projecting dovetail webs on the back sur- face spaced approximately 8 inches (203 mm) on center. The facing shall be tied to the backing wall with corrosion-resis- tant metal anchors of not less than No. 8 gage wire installed at the top of each piece in horizontal bed joints not less than 12 inches (305 mm) nor more than 18 inches (457 mm) on center; these anchors shall be secured to 1/4-inch (6.4 mm) corrosion-resistant pencil rods that pass through the vertical aligned loop anchors in the backing wall. The veneer ties shall have sufficient strength to support the full weight of the veneer in tension. The facing shall be set with not less than a 2-inch (51 mm) space from the backing wall and the space shall be filled solidly with Portland cement grout and pea gravel. Immediately prior to setting, the backing wall and the facing shall be drenched with clean water and shall be dis- tinctly damp when the grout is poured.

[BS] 1405.10 Adhered masonry veneer. Adhered masonry veneer shall comply with the applicable requirements in this section and Sections 12.1 and 12.3 of TMS 402/ACI 530/ ASCE 5.

[BS] 1405.10.1 Exterior adhered masonry veneer. Exterior adhered masonry veneer shall be installed in

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accordance with Section 1405.10 and the manufacturer’s instructions.

[BS] 1405.10.1.1 Water-resistive barriers. Water- resistive barriers shall be installed as required in Sec- tion 2510.6.

[BS] 1405.10.1.2 Flashing. Flashing shall comply with the applicable requirements of Section 1405.4 and the following.

[BS] 1405.10.1.2.1 Flashing at foundation. A cor- rosion-resistant screed or flashing of a minimum 0.019-inch (0.48 mm) or 26 gage galvanized or plas- tic with a minimum vertical attachment flange of 31/2 inches (89 mm) shall be installed to extend not less than 1 inch (25 mm) below the foundation plate line on exterior stud walls in accordance with Sec- tion 1405.4. The water-resistive barrier shall lap over the exterior of the attachment flange of the screed or flashing.

[BS] 1405.10.1.3 Clearances. On exterior stud walls, adhered masonry veneer shall be installed not less than 4 inches (102 mm) above the earth, or not less than 2 inches (51 mm) above paved areas, or not less than 1/2 inch (12.7 mm) above exterior walking surfaces that are supported by the same foundation that supports the exterior wall.

[BS] 1405.10.1.4 Adhered masonry veneer installed with lath and mortar. Exterior adhered masonry veneer installed with lath and mortar shall comply with the following.

[BS] 1405.10.1.4.1 Lathing. Lathing shall comply with the requirements of Section 2510.

[BS] 1405.10.1.4.2 Scratch coat. A nominal 1/2- inch-thick (12.7 mm) layer of mortar complying with the material requirements of Sections 2103 and 2512.2 shall be applied, encapsulating the lathing. The surface of this mortar shall be scored horizon- tally, resulting in a scratch coat.

[BS] 1405.10.1.4.3 Adhering veneer. The masonry veneer units shall be adhered to the mortar scratch coat with a nominal 1/2-inch-thick (12.7 mm) setting bed of mortar complying with Sections 2103 and 2512.2 applied to create a full setting bed for the back of the masonry veneer units. The masonry veneer units shall be worked into the setting bed resulting in a nominal 3/8-inch (9.5 mm) setting bed after the masonry veneer units are applied.

[BS] 1405.10.1.5 Adhered masonry veneer applied directly to masonry and concrete. Adhered masonry veneer applied directly to masonry or concrete shall comply with the applicable requirements of Section 1405.10 and with the requirements of Section 1405.10.1.4 or 2510.7.

[BS] 1405.10.1.6 Cold weather construction. Cold weather construction of adhered masonry veneer shall comply with the requirements of Sections 2104 and 2512.4.

[BS] 1405.10.1.7 Hot weather construction. Hot weather construction of adhered masonry veneer shall comply with the requirements of Section 2104.

[BS] 1405.10.2 Exterior adhered masonry veneers— porcelain tile. Adhered units shall not exceed 5/8 inch (15.8 mm) thickness and 24 inches (610 mm) in any face dimension nor more than 3 square feet (0.28 m2) in total face area and shall not weigh more than 9 pounds psf (0.43 kN/m2). Porcelain tile shall be adhered to an approved backing system.

[BS] 1405.10.3 Interior adhered masonry veneers. Inte- rior adhered masonry veneers shall have a maximum weight of 20 psf (0.958 kg/m2) and shall be installed in accordance with Section 1405.10. Where the interior adhered masonry veneer is supported by wood construc- tion, the supporting members shall be designed to limit deflection to 1/600 of the span of the supporting members.

[BS] 1405.11 Metal veneers. Veneers of metal shall be fabri- cated from approved corrosion-resistant materials or shall be protected front and back with porcelain enamel, or otherwise be treated to render the metal resistant to corrosion. Such veneers shall be not less than 0.0149-inch (0.378 mm) nomi- nal thickness sheet steel mounted on wood or metal furring strips or approved sheathing on light-frame construction.

[BS] 1405.11.1 Attachment. Exterior metal veneer shall be securely attached to the supporting masonry or framing members with corrosion-resistant fastenings, metal ties or by other approved devices or methods. The spacing of the fastenings or ties shall not exceed 24 inches (610 mm) either vertically or horizontally, but where units exceed 4 square feet (0.4 m2) in area there shall be not less than four attachments per unit. The metal attachments shall have a cross-sectional area not less than provided by W 1.7 wire. Such attachments and their supports shall be designed and constructed to resist the wind loads as specified in Section 1609 for components and cladding.

1405.11.2 Weather protection. Metal supports for exte- rior metal veneer shall be protected by painting, galvaniz- ing or by other equivalent coating or treatment. Wood studs, furring strips or other wood supports for exterior metal veneer shall be approved pressure-treated wood or protected as required in Section 1403.2. Joints and edges exposed to the weather shall be caulked with approved durable waterproofing material or by other approved means to prevent penetration of moisture.

1405.11.3 Backup. Masonry backup shall not be required for metal veneer unless required by the fire-resistance requirements of this code.

1405.11.4 Grounding. Grounding of metal veneers on buildings shall comply with the requirements of Chapter 27 of this code.

[BS] 1405.12 Glass veneer. The area of a single section of thin exterior structural glass veneer shall not exceed 10 square feet (0.93 m2) where that section is not more than 15 feet (4572 mm) above the level of the sidewalk or grade level directly below, and shall not exceed 6 square feet (0.56 m2) where it is more than 15 feet (4572 mm) above that level.

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[BS] 1405.12.1 Length and height. The length or height of any section of thin exterior structural glass veneer shall not exceed 48 inches (1219 mm).

[BS] 1405.12.2 Thickness. The thickness of thin exterior structural glass veneer shall be not less than 0.344 inch (8.7 mm).

[BS] 1405.12.3 Application. Thin exterior structural glass veneer shall be set only after backing is thoroughly dry and after application of an approved bond coat uniformly over the entire surface of the backing so as to effectively seal the surface. Glass shall be set in place with an approved mastic cement in sufficient quantity so that at least 50 percent of the area of each glass unit is directly bonded to the backing by mastic not less than 1/4 inch (6.4 mm) thick and not more than 5/8 inch (15.9 mm) thick. The bond coat and mastic shall be evaluated for compatibility and shall bond firmly together.

[BS] 1405.12.4 Installation at sidewalk level. Where glass extends to a sidewalk surface, each section shall rest in an approved metal molding, and be set at least 1/4 inch (6.4 mm) above the highest point of the sidewalk. The space between the molding and the sidewalk shall be thor- oughly caulked and made water tight.

[BS] 1405.12.4.1 Installation above sidewalk level. Where thin exterior structural glass veneer is installed above the level of the top of a bulkhead facing, or at a level more than 36 inches (914 mm) above the sidewalk level, the mastic cement binding shall be supplemented with approved nonferrous metal shelf angles located in the horizontal joints in every course. Such shelf angles shall be not less than 0.0478-inch (1.2 mm) thick and not less than 2 inches (51 mm) long and shall be spaced at approved intervals, with not less than two angles for each glass unit. Shelf angles shall be secured to the wall or backing with expansion bolts, toggle bolts or by other approved methods.

[BS] 1405.12.5 Joints. Unless otherwise specifically approved by the building official, abutting edges of thin exterior structural glass veneer shall be ground square. Mitered joints shall not be used except where specifically approved for wide angles. Joints shall be uniformly but- tered with an approved jointing compound and horizontal joints shall be held to not less than 0.063 inch (1.6 mm) by an approved nonrigid substance or device. Where thin exterior structural glass veneer abuts nonresilient material at sides or top, expansion joints not less than 1/4 inch (6.4 mm) wide shall be provided.

[BS] 1405.12.6 Mechanical fastenings. Thin exterior structural glass veneer installed above the level of the heads of show windows and veneer installed more than 12 feet (3658 mm) above sidewalk level shall, in addition to the mastic cement and shelf angles, be held in place by the use of fastenings at each vertical or horizontal edge, or at the four corners of each glass unit. Fastenings shall be secured to the wall or backing with expansion bolts, toggle bolts or by other methods. Fastenings shall be so designed as to hold the glass veneer in a vertical plane independent

of the mastic cement. Shelf angles providing both support and fastenings shall be permitted.

[BS] 1405.12.7 Flashing. Exposed edges of thin exterior structural glass veneer shall be flashed with overlapping corrosion-resistant metal flashing and caulked with a waterproof compound in a manner to effectively prevent the entrance of moisture between the glass veneer and the backing.

1405.13 Exterior windows and doors. Windows and doors installed in exterior walls shall conform to the testing and performance requirements of Section 1709.5.

1405.13.1 Installation. Windows and doors shall be installed in accordance with approved manufacturer’s instructions. Fastener size and spacing shall be provided in such instructions and shall be calculated based on maxi- mum loads and spacing used in the tests.

[BS] 1405.14 Vinyl siding. Vinyl siding conforming to the requirements of this section and complying with ASTM D3679 shall be permitted on exterior walls of buildings located in areas where Vasd as determined in accordance with Section 1609.3.1 does not exceed 100 miles per hour (45 m/s) and the building height is less than or equal to 40 feet (12 192 mm) in Exposure C. Where construction is located in areas where Vasd as determined in accordance with Section 1609.3.1 exceeds 100 miles per hour (45 m/s), or building heights are in excess of 40 feet (12 192 mm), tests or calculations indicat- ing compliance with Chapter 16 shall be submitted. Vinyl siding shall be secured to the building so as to provide weather protection for the exterior walls of the building.

[BS] 1405.14.1 Application. The siding shall be applied over sheathing or materials listed in Section 2304.6. Sid- ing shall be applied to conform to the water-resistive bar- rier requirements in Section 1403. Siding and accessories shall be installed in accordance with approved manufac- turer’s instructions. Unless otherwise specified in the approved manufacturer’s instructions, nails used to fasten the siding and accessories shall have a minimum 0.313- inch (7.9 mm) head diameter and 1/8-inch (3.18 mm) shank diameter. The nails shall be corrosion resistant and shall be long enough to penetrate the studs or nailing strip at least 3/4 inch (19 mm). For cold-formed steel light-frame construction, corrosion-resistant fasteners shall be used. Screw fasteners shall penetrate the cold-formed steel fram- ing at least three exposed threads. Other fasteners shall be installed in accordance with the approved construction documents and manufacturer’s instructions. Where the siding is installed horizontally, the fastener spacing shall not exceed 16 inches (406 mm) horizontally and 12 inches (305 mm) vertically. Where the siding is installed verti- cally, the fastener spacing shall not exceed 12 inches (305 mm) horizontally and 12 inches (305 mm) vertically.

[BS] 1405.15 Cement plaster. Cement plaster applied to exterior walls shall conform to the requirements specified in Chapter 25.

[BS] 1405.16 Fiber-cement siding. Fiber-cement siding complying with Section 1404.10 shall be permitted on exte- rior walls of Type I, II, III, IV and V construction for wind pressure resistance or wind speed exposures as indicated by

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the manufacturer’s listing and label and approved installation instructions. Where specified, the siding shall be installed over sheathing or materials listed in Section 2304.6 and shall be installed to conform to the water-resistive barrier require- ments in Section 1403. Siding and accessories shall be installed in accordance with approved manufacturer’s instructions. Unless otherwise specified in the approved man- ufacturer’s instructions, nails used to fasten the siding to wood studs shall be corrosion-resistant round head smooth shank and shall be long enough to penetrate the studs at least 1 inch (25 mm). For cold-formed steel light-frame construc- tion, corrosion-resistant fasteners shall be used. Screw fasten- ers shall penetrate the cold-formed steel framing at least three exposed full threads. Other fasteners shall be installed in accordance with the approved construction documents and manufacturer’s instructions.

[BS] 1405.16.1 Panel siding. Fiber-cement panels shall comply with the requirements of ASTM C1186, Type A, minimum Grade II (or ISO 8336, Category A, minimum Class 2). Panels shall be installed with the long dimension either parallel or perpendicular to framing. Vertical and horizontal joints shall occur over framing members and shall be protected with caulking, with battens or flashing, or be vertical or horizontal shiplap or otherwise designed to comply with Section 1403.2. Panel siding shall be installed with fasteners in accordance with the approved manufacturer’s instructions.

[BS] 1405.16.2 Lap siding. Fiber-cement lap siding hav- ing a maximum width of 12 inches (305 mm) shall comply with the requirements of ASTM C1186, Type A, mini- mum Grade II (or ISO 8336, Category A, minimum Class 2). Lap siding shall be lapped a minimum of 11/4 inches (32 mm) and lap siding not having tongue-and-groove end joints shall have the ends protected with caulking, covered with an H-section joint cover, located over a strip of flash- ing or shall be otherwise designed to comply with Section 1403.2. Lap siding courses shall be installed with the fas- tener heads exposed or concealed in accordance with the approved manufacturer's instructions.

[BS] 1405.17 Fastening. Weather boarding and wall cover- ings shall be securely fastened with aluminum, copper, zinc, zinc-coated or other approved corrosion-resistant fasteners in accordance with the nailing schedule in Table 2304.10.1, the HVHZ shall comply with Table 2324.1 or the approved man- ufacturer’s instructions. Shingles and other weather coverings shall be attached with appropriate standard-shingle nails to furring strips securely nailed to studs, or with approved mechanically bonding nails, except where sheathing is of wood not less than 1-inch (25 mm) nominal thickness or of wood structural panels as specified in Table 2308.9.3(3) (the HVHZ shall comply with Section 2322).

[BS] 1405.18 Polypropylene siding. Polypropylene siding conforming to the requirements of this section and complying with Section 1404.12 shall be limited to exterior walls of Type VB construction located in areas where the wind speed specified in Chapter 16 does not exceed 100 miles per hour (45 m/s) and the building height is less than or equal to 40

feet (12 192 mm) in Exposure C. Where construction is located in areas where the basic wind speed exceeds 100 miles per hour (45 m/s), or building heights are in excess of 40 feet (12 192 mm), tests or calculations indicating compli- ance with Chapter 16 shall be submitted. Polypropylene sid- ing shall be installed in accordance with the manufacturer’s instructions. Polypropylene siding shall be secured to the building so as to provide weather protection for the exterior walls of the building.

SECTION 1406 COMBUSTIBLE MATERIALS ON THE

EXTERIOR SIDE OF EXTERIOR WALLS

1406.1 General. Section 1406 shall apply to exterior wall coverings; balconies and similar projections; and bay and oriel windows constructed of combustible materials.

1406.2 Combustible exterior wall coverings. Combustible exterior wall coverings shall comply with this section.

Exception: Plastics complying with Chapter 26.

1406.2.1 Type I, II, III and IV construction. On build- ings of Type I, II, III and IV construction, exterior wall coverings shall be permitted to be constructed of combus- tible materials, complying with the following limitations:

1. Combustible exterior wall coverings shall not exceed 10 percent of an exterior wall surface area where the fire separation distance is 5 feet (1524 mm) or less.

2. Combustible exterior wall coverings shall be limited to 40 feet (12 192 mm) in height above grade plane.

3. Combustible exterior wall coverings constructed of fire-retardant-treated wood complying with Section 2303.2 for exterior installation shall not be limited in wall surface area where the fire separation distance is 5 feet (1524 mm) or less and shall be permitted up to 60 feet (18 288 mm) in height above grade plane regardless of the fire separation distance.

4. Wood veneers shall comply with Section 1405.5.

1406.2.1.1 Ignition resistance. Where permitted by Section 1406.2.1, combustible exterior wall coverings shall be tested in accordance with NFPA 268.

Exceptions:

1. Wood or wood-based products.

2. Other combustible materials covered with an exterior weather covering, other than vinyl sidings, included in and complying with the thickness requirements of Table 1405.2.

3. Aluminum having a minimum thickness of 0.019 inch (0.48 mm).

1406.2.1.1.1 Fire separation 5 feet or less. Where installed on exterior walls having a fire separation distance of 5 feet (1524 mm) or less, combustible

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exterior wall coverings shall not exhibit sustained flaming as defined in NFPA 268.

1406.2.1.1.2 Fire separation greater than 5 feet. For fire separation distances greater than 5 feet (1524 mm), any exterior wall covering shall be per- mitted that has been exposed to a reduced level of incident radiant heat flux in accordance with the NFPA 268 test method without exhibiting sustained flaming. The minimum fire separation distance required for the exterior wall covering shall be determined from Table 1406.2.1.1.2 based on the maximum tolerable level of incident radiant heat flux that does not cause sustained flaming of the exterior wall covering.

TABLE 1406.2.1.1.2 MINIMUM FIRE SEPARATION FOR

COMBUSTIBLE EXTERIOR WALL COVERINGS

For SI: 1 foot = 304.8 mm, 1 Btu/H2 × °F = 0.0057 kW/m2 × K.

1406.2.2 Location. Combustible exterior wall coverings located along the top of exterior walls shall be completely backed up by the exterior wall and shall not extend over or above the top of the exterior wall.

1406.2.3 Fireblocking. Where the combustible exterior wall covering is furred out from the exterior wall and forms a solid surface, the distance between the back of the exterior wall covering and the exterior wall shall not exceed 15/8 inches (41 mm). The concealed space thereby created shall be fireblocked in accordance with Section 718.

Exception: The distance between the back of the exte- rior wall covering and the exterior wall shall be permit- ted to exceed 15/8 inches (41 mm) where the concealed space is not required to be fireblocked by Section 718.

1406.3 Balconies and similar projections. Balconies and similar projections of combustible construction other than fire-retardant-treated wood shall be fire-resistance rated where required by Table 601 for floor construction or shall be of Type IV construction in accordance with Section 602.4.

The aggregate length of the projections shall not exceed 50 percent of the building’s perimeter on each floor.

Exceptions:

1. On buildings of Type I and II construction, three sto- ries or less above grade plane, fire-retardant-treated wood shall be permitted for balconies, porches, decks and exterior stairways not used as required exits.

2. Untreated wood is permitted for pickets and rails or similar guardrail devices that are limited to 42 inches (1067 mm) in height.

3. Balconies and similar projections on buildings of Type III, IV and V construction shall be permitted to be of Type V construction, and shall not be required to have a fire-resistance rating where sprinkler pro- tection is extended to these areas.

4. Where sprinkler protection is extended to the bal- cony areas, the aggregate length of the balcony on each floor shall not be limited.

1406.4 Bay and oriel windows. Bay and oriel windows shall conform to the type of construction required for the building to which they are attached.

Exception: Fire-retardant-treated wood shall be permit- ted on buildings three stories or less above grade plane of Type I, II, III or IV construction.

SECTION 1407 METAL COMPOSITE MATERIALS (MCM)

1407.1 General. The provisions of this section shall govern the materials, construction and quality of metal composite materials (MCM) for use as exterior wall coverings in addi- tion to other applicable requirements of Chapters 14 and 16.

1407.2 Exterior wall finish. MCM used as exterior wall fin- ish or as elements of balconies and similar projections and bay and oriel windows to provide cladding or weather resis- tance shall comply with Sections 1407.4 through 1407.14.

1407.3 Architectural trim and embellishments. MCM used as architectural trim or embellishments shall comply with Sections 1407.7 through 1407.14.

1407.4 Structural design. MCM systems shall be designed and constructed to resist wind loads as required by Chapter 16 for components and cladding.

1407.5 Approval. Results of approved tests or an engineer- ing analysis shall be submitted to the building official to ver- ify compliance with the requirements of Chapter 16 for wind loads.

1407.6 Weather resistance. MCM systems shall comply with Section 1403 and shall be designed and constructed to resist wind and rain in accordance with this section and the manufacturer’s installation instructions.

FIRE SEPARATION

DISTANCE (feet)

TOLERABLE LEVEL INCIDENT RADIANT HEAT

ENERGY (kW/m2)

FIRE SEPARATION

DISTANCE (feet)

TOLERABLE LEVEL INCIDENT RADIANT HEAT

ENERGY (kW/m2)

5 12.5 16 5.9

6 11.8 17 5.5

7 11.0 18 5.2

8 10.3 19 4.9

9 9.6 20 4.6

10 8.9 21 4.4

11 8.3 22 4.1

12 7.7 23 3.9

13 7.2 24 3.7

14 6.7 25 3.5

15 6.3

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1407.7 Durability. MCM systems shall be constructed of approved materials that maintain the performance character- istics required in Section 1407 for the duration of use.

1407.8 Fire-resistance rating. Where MCM systems are used on exterior walls required to have a fire-resistance rat- ing in accordance with Section 705, evidence shall be submit- ted to the building official that the required fire-resistance rating is maintained.

Exception: MCM systems not containing foam plastic insulation, which are installed on the outer surface of a fire-resistance-rated exterior wall in a manner such that the attachments do not penetrate through the entire exte- rior wall assembly, shall not be required to comply with this section.

1407.9 Surface-burning characteristics. Unless otherwise specified, MCM shall have a flame spread index of 75 or less and a smoke-developed index of 450 or less when tested in the maximum thickness intended for use in accordance with ASTM E84 or UL 723.

1407.10 Type I, II, III and IV construction. Where installed on buildings of Type I, II, III and IV construction, MCM systems shall comply with Sections 1407.10.1 through 1407.10.4, or Section 1407.11.

1407.10.1 Surface-burning characteristics. MCM shall have a flame spread index of not more than 25 and a smoke-developed index of not more than 450 when tested as an assembly in the maximum thickness intended for use in accordance with ASTM E84 or UL 723.

1407.10.2 Thermal barriers. MCM shall be separated from the interior of a building by an approved thermal bar- rier consisting of 1/2 -inch (12.7 mm) gypsum wallboard or a material that is tested in accordance with and meets the acceptance criteria of both the Temperature Transmission Fire Test and the Integrity Fire Test of NFPA 275.

1407.10.3 Thermal barrier not required. The thermal barrier specified for MCM in Section 1407.10.2 is not required where:

1. The MCM system is specifically approved based on tests conducted in accordance with NFPA 286 and with the acceptance criteria of Section 803.1.2.1, UL 1040 or UL 1715. Such testing shall be performed with the MCM in the maximum thickness intended for use. The MCM system shall include seams, joints and other typical details used in the installa- tion and shall be tested in the manner intended for use.

2. The MCM is used as elements of balconies and sim- ilar projections, architectural trim or embellish- ments.

1407.10.4 Full-scale tests. The MCM system shall be tested in accordance with, and comply with, the accep- tance criteria of NFPA 285. Such testing shall be per- formed on the MCM system with the MCM in the maximum thickness intended for use.

1407.11 Alternate conditions. MCM and MCM systems shall not be required to comply with Sections 1407.10.1

through 1407.10.4 provided such systems comply with Sec- tion 1407.11.1, 1407.11.2, 1407.11.3 or 1407.11.4.

1407.11.1 Installations up to 40 feet in height. MCM shall not be installed more than 40 feet (12 190 mm) in height above grade where installed in accordance with Sections 1407.11.1.1 and 1407.11.1.2.

1407.11.1.1 Fire separation distance of 5 feet or less. Where the fire separation distance is 5 feet (1524 mm) or less, the area of MCM shall not exceed 10 percent of the exterior wall surface.

1407.11.1.2 Fire separation distance greater than 5 feet. Where the fire separation distance is greater than 5 feet (1524 mm), there shall be no limit on the area of exterior wall surface coverage using MCM.

1407.11.2 Installations up to 50 feet in height. MCM shall not be installed more than 50 feet (15 240 mm) in height above grade where installed in accordance with Sections 1407.11.2.1 and 1407.11.2.2.

1407.11.2.1 Self-ignition temperature. MCM shall have a self-ignition temperature of 650°F (343°C) or greater when tested in accordance with ASTM D1929.

1407.11.2.2 Limitations. Sections of MCM shall not exceed 300 square feet (27.9 m2) in area and shall be separated by not less than 4 feet (1219 mm) vertically.

1407.11.3 Installations up to 75 feet in height (Option 1). MCM shall not be installed more than 75 feet (22 860 mm) in height above grade plane where installed in accor- dance with Sections 1407.11.3.1 through 1407.11.3.5.

Exception: Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 shall be exempt from the height limitation.

1407.11.3.1 Prohibited occupancies. MCM shall not be permitted on buildings classified as Group A-1, A-2, H, I-2 or I-3 occupancies.

1407.11.3.2 Nonfire-resistance-rated exterior walls. MCM shall not be permitted on exterior walls required to have a fire-resistance rating by other provisions of this code.

1407.11.3.3 Specifications. MCM shall be required to comply with all of the following:

1. MCM shall have a self-ignition temperature of 650°F (343°C) or greater when tested in accor- dance with ASTM D1929.

2. MCM shall conform to one of the following com- bustibility classifications when tested in accor- dance with ASTM D635:

Class CC1: Materials that have a burning extent of 1 inch (25 mm) or less when tested at a nominal thickness of 0.060 inch (1.5 mm) or in the thickness intended for use.

Class CC2: Materials that have a burning rate of 21/2 inches per minute (1.06 mm/s) or less when tested at a nominal thickness of 0.060 inch (1.5 mm) or in the thickness intended for use.

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1407.11.3.4 Area limitation and separation. The maximum area of a single MCM panel and the mini- mum vertical and horizontal separation requirements for MCM panels shall be as provided for in Table 1407.11.3.4. The maximum percentage of exterior wall area of any story covered with MCM panels shall not exceed that indicated in Table 1407.11.3.4 or the per- centage of unprotected openings permitted by Section 705.8, whichever is smaller.

Exception: In buildings provided with flame barri- ers complying with Section 705.8.5 and extending 30 inches (760 mm) beyond the exterior wall in the plane of the floor, a vertical separation shall not be required at the floor other than that provided by the vertical thickness of the flame barrier.

1407.11.3.5 Automatic sprinkler system increases. Where the building is equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1, the maximum percentage area of exterior wall of any story covered with MCM panels and the maximum square footage of a single area of MCM panels in Table 1407.11.3.4 shall be increased 100 per- cent. The area of MCM panels shall not exceed 50 per- cent of the exterior wall area of any story or the area permitted by Section 704.8 for unprotected openings, whichever is smaller.

1407.11.4 Installations up to 75 feet in height (Option 2). MCM shall not be installed more than 75 feet (22 860 mm) in height above grade plane where installed in accor- dance with Sections 1407.11.4.1 through 1407.11.4.4.

Exception: Buildings equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 shall be exempt from the height limitation.

1407.11.4.1 Minimum fire separation distance. MCM shall not be installed on any wall with a fire sep- aration distance less than 30 feet (9 144 mm).

Exception: Where the building is equipped through- out with an automatic sprinkler system in accor- dance with Section 903.3.1.1, the fire separation

distance shall be permitted to be reduced to not less than 20 feet (6096 mm).

1407.11.4.2 Specifications. MCM shall be required to comply with all of the following:

1. MCM shall have a self-ignition temperature of 650°F (343°C) or greater when tested in accor- dance with ASTM D1929.

2. MCM shall conform to one of the following com- bustibility classifications when tested in accor- dance with ASTM D635:

Class CC1: Materials that have a burning extent of 1 inch (25 mm) or less when tested at a nominal thickness of 0.060 inch (1.5 mm), or in the thickness intended for use.

Class CC2: Materials that have a burning rate of 21/2 inches per minute (1.06 mm/s) or less when tested at a nominal thickness of 0.060 inch (1.5 mm), or in the thickness intended for use.

1407.11.4.3 Area and size limitations. The aggregate area of MCM panels shall not exceed 25 percent of the area of any exterior wall face of the story on which those panels are installed. The area of a single MCM panel installed above the first story above grade plane shall not exceed 16 square feet (1.5 m2) and the vertical dimension of a single MCM panel shall not exceed 4 feet (1219 mm).

Exception: Where the building is equipped through- out with an automatic sprinkler system in accor- dance with Section 903.3.1.1, the maximum aggregate area of MCM panels shall be increased to 50 percent of the exterior wall face of the story on which those panels are installed and there shall not be a limit on the maximum dimension or area of a single MCM panel.

1407.11.4.4 Vertical separations. Flame barriers com- plying with Section 705.8 and extending 30 inches (762 mm) beyond the exterior wall or a vertical separation of

TABLE 1407.11.3.4 AREA LIMITATION AND SEPARATION REQUIREMENTS FOR MCM PANELS

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2. a. For reductions in the minimum vertical separation, see Section 1407.11.3.4.

FIRE SEPARATION DISTANCE (feet)

COMBUSTIBILITY CLASS OF MCM

MAXIMUM PERCENTAGE AREA OF EXTERIOR WALL

COVERED WITH MCM PANELS

MAXIMUM SINGLE AREA OF MCM PANELS (square feet)

MINIMUM SEPARATION OF MCM PANELS

(feet)

Vertical Horizontal

Less than 6 — Not Permitted Not Permitted — —

6 or more but less than 11 CC1 10 50 8 4

CC2 Not Permitted Not Permitted — —

11 or more but less than or equal to 30

CC1 25 90 6 4

CC2 15 70 8 4

More than 30 CC1 50 Not Limited 3a 0

CC2 50 100 6a 3

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not less than 4 feet (1219 mm) in height shall be pro- vided to separate MCM panels located on the exterior walls at one-story intervals.

Exception: Buildings equipped throughout with an automatic sprinkler system in accordance with Sec- tion 903.3.1.1.

1407.12 Type V construction. MCM shall be permitted to be installed on buildings of Type V construction.

1407.13 Foam plastic insulation. MCM systems containing foam plastic insulation shall also comply with the require- ments of Section 2603.

1407.14 Labeling. MCM shall be labeled in accordance with Section 1703.5.

SECTION 1408 EXTERIOR INSULATION AND FINISH SYSTEMS

(EIFS)

1408.1 General. The provisions of this section shall govern the materials, construction and quality of exterior insulation and finish systems (EIFS) for use as exterior wall coverings in addition to other applicable requirements of Chapters 7, 14, 16, 17 and 26.

1408.2 Performance characteristics. EIFS shall be con- structed such that it meets the performance characteristics required in ASTM E2568.

[BS] 1408.3 Structural design. The underlying structural framing and substrate shall be designed and constructed to resist loads as required by Chapter 16.

1408.4 Weather resistance. EIFS shall comply with Section 1403 and shall be designed and constructed to resist wind and rain in accordance with this section and the manufacturer’s application instructions.

1408.4.1 EIFS with drainage. EIFS with drainage shall have an average minimum drainage efficiency of 90 per- cent when tested in accordance the requirements of ASTM E2273 and is required on framed walls of Type V con- struction, Group R1, R2, R3 and R4 occupancies.

1408.4.1.1 Water-resistive barrier. For EIFS with drainage, the water-resistive barrier shall comply with Section 1404.2 or ASTM E2570.

1408.5 Installation. Installation of the EIFS and EIFS with drainage shall be in accordance with the EIFS manufacturer’s instructions.

1408.6 Special inspections. Reserved.

SECTION 1409 HIGH-PRESSURE DECORATIVE

EXTERIOR-GRADE COMPACT LAMINATES (HPL)

1409.1 General. The provisions of this section shall govern the materials, construction and quality of High-Pressure Dec- orative Exterior-Grade Compact Laminates (HPL) for use as exterior wall coverings in addition to other applicable requirements of Chapters 14 and 16.

1409.2 Exterior wall finish. HPL used as exterior wall cov- ering or as elements of balconies and similar projections and bay and oriel windows to provide cladding or weather resis- tance shall comply with Sections 1409.4 and 1409.14.

1409.3 Architectural trim and embellishments. HPL used as architectural trim or embellishments shall comply with Sections 1409.7 through 1409.14.

[BS] 1409.4 Structural design. HPL systems shall be designed and constructed to resist wind loads as required by Chapter 16 for components and cladding.

1409.5 Approval. Results of approved tests or an engineer- ing analysis shall be submitted to the building official to ver- ify compliance with the requirements of Chapter 16 for wind loads.

1409.6 Weather resistance. HPL systems shall comply with Section 1403 and shall be designed and constructed to resist wind and rain in accordance with this section and the manu- facturer’s instructions.

1409.7 Durability. HPL systems shall be constructed of approved materials that maintain the performance character- istics required in Section 1409 for the duration of use.

1409.8 Fire-resistance rating. Where HPL systems are used on exterior walls required to have a fire-resistance rating in accordance with Section 705, evidence shall be submitted to the building official that the required fire-resistance rating is maintained.

Exception: HPL systems not containing foam plastic insu- lation, which are installed on the outer surface of a fire- resistance-rated exterior wall in a manner such that the attachments do not penetrate through the entire exterior wall assembly, shall not be required to comply with this section.

1409.9 Surface-burning characteristics. Unless otherwise specified, HPL shall have a flame spread index of 75 or less and a smoke-developed index of 450 or less when tested in the minimum and maximum thicknesses intended for use in accordance with ASTM E84 or UL 723.

1409.10 Type I, II, III and IV construction. Where installed on buildings of Type I, II, III and IV construction, HPL systems shall comply with Sections 1409.10.1 through 1409.10.4, or Section 1409.11.

1409.10.1 Surface-burning characteristics. HPL shall have a flame spread index of not more than 25 and a smoke-developed index of not more than 450 when tested in the minimum and maximum thicknesses intended for use in accordance with ASTM E84 or UL 723.

1409.10.2 Thermal barriers. HPL shall be separated from the interior of a building by an approved thermal bar- rier consisting of 1/2-inch (12.7 mm) gypsum wallboard or a material that is tested in accordance with and meets the acceptance criteria of both the Temperature Transmission Fire Test and the Integrity Fire Test of NFPA 275.

1409.10.3 Thermal barrier not required. The thermal barrier specified for HPL in Section 1409.10.2 is not required where:

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1. The HPL system is specifically approved based on tests conducted in accordance with UL 1040 or UL 1715. Such testing shall be performed with the HPL in the minimum and maximum thicknesses intended for use. The HPL system shall include seams, joints and other typical details used in the installation and shall be tested in the manner intended for use.

2. The HPL is used as elements of balconies and simi- lar projections, architectural trim or embellishments.

1409.10.4 Full-scale tests. The HPL system shall be tested in accordance with, and comply with, the accep- tance criteria of NFPA 285. Such testing shall be per- formed on the HPL system with the HPL in the minimum and maximum thicknesses intended for use.

1409.11 Alternate conditions. HPL and HPL systems shall not be required to comply with Sections 1409.10.1 through 1409.10.4 provided such systems comply with Section 1409.11.1 or 1409.11.2.

1409.11.1 Installations up to 40 feet in height. HPL shall not be installed more than 40 feet (12 190 mm) in height above grade plane where installed in accordance with Sec- tions 1409.11.1.1 and 1409.11.1.2.

1409.11.1.1 Fire separation distance of 5 feet or less. Where the fire separation distance is 5 feet (1524 mm) or less, the area of HPL shall not exceed 10 percent of the exterior wall surface.

1409.11.1.2 Fire separation distance greater than 5 feet. Where the fire separation distance is greater than 5

feet (1524 mm), there shall be no limit on the area of exterior wall surface coverage using HPL.

1409.11.2 Installations up to 50 feet in height. HPL shall not be installed more than 50 feet (15 240 mm) in height above grade plane where installed in accordance with Sec- tions 1409.11.2.1 and 1409.11.2.2.

1409.11.2.1 Self-ignition temperature. HPL shall have a self-ignition temperature of 650°F (343°C) or greater when tested in accordance with ASTM D1929.

1409.11.2.2 Limitations. Sections of HPL shall not exceed 300 square feet (27.9 m2) in area and shall be separated by a minimum 4 feet (1219 mm) vertically.

1409.12 Type V construction. HPL shall be permitted to be installed on buildings of Type V construction.

1409.13 Foam plastic insulation. HPL systems containing foam plastic insulation shall also comply with the require- ments of Section 2603.

1409.14 Labeling. HPL shall be labeled in accordance with Section 1703.5.

SECTION 1410 PLASTIC COMPOSITE DECKING

1410.1 Plastic composite decking. Exterior deck boards, stair treads, handrails and guard systems constructed of plas- tic composites, including plastic lumber, shall comply with Section 2612.

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CHAPTER 15

ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

SECTION 1501 GENERAL

1501.1 Scope. The provisions of this chapter shall govern the design, materials, construction and quality of roof assemblies, and rooftop structures.

Exception: Buildings and structures located within the high-velocity hurricane zone shall comply with the provi- sions of Section 1503.7 and Sections 1512 through 1525.

SECTION 1502 DEFINITIONS

1502.1 Definitions. The following words and terms shall, for the purposes of this chapter and as used elsewhere in this code, have the meanings shown herein.

AGGREGATE. In roofing, crushed stone, crushed slag or water-worn gravel used for surfacing for roof coverings.

BALLAST. In roofing, ballast comes in the form of large stones or paver systems or light-weight interlocking paver systems and is used to provide uplift resistance for roofing systems that are not adhered or mechanically attached to the roof deck.

BUILDING INTEGRATED PHOTOVOLTAIC ROOF- ING. A roofing product consisting of electricity generating photovoltaic component integrated into a roof covering.

BUILT-UP ROOF COVERING. Two or more layers of felt cemented together and surfaced with a cap sheet, mineral aggregate, smooth coating or similar surfacing material.

FLASHING. The roofing component used to seal roofing systems, where the system is interrupted or terminated.

INTERLAYMENT. A layer of felt or nonbituminous satu- rated felt not less than 18 inches (457 mm) wide, shingled between each course of a wood-shake roof covering.

MECHANICAL EQUIPMENT SCREEN. A partially enclosed rooftop structure used to aesthetically conceal heat- ing, ventilating and air conditioning (HVAC) electrical or mechanical equipment from view.

METAL ROOF PANEL. An interlocking metal sheet hav- ing a minimum installed weather exposure of 3 square feet (0.279 m2) per sheet.

METAL ROOF SHINGLE. An interlocking metal sheet having an installed weather exposure less than 3 square feet (0.279 m2) per sheet.

MODIFIED BITUMEN ROOF COVERING. One or more layers of polymer-modified asphalt sheets. The sheet materi- als shall be fully adhered or mechanically attached to the sub- strate or held in place with an approved ballast layer.

PENTHOUSE. An enclosed, unoccupied structure above the roof of a building, other than a tank, tower, spire, dome cupola or bulkhead.

PHOTOVOLTAIC MODULE. A complete, environmen- tally protected unit consisting of solar cells, optics and other components, exclusive of tracker, designed to generate DC power when exposed to sunlight.

PHOTOVOLTAIC PANEL. A collection of modules mechanically fastened together, wired and designed to pro- vide a field-installable unit.

PHOTOVOLTAIC PANEL SYSTEM. A system that incorporates discrete photovoltaic panels, that converts solar radiation into electricity, including rack support systems.

POSITIVE ROOF DRAINAGE. The drainage condition in which consideration has been made for all loading deflections of the roof deck, and additional slope has been provided to ensure drainage of the roof within 48 hours of precipitation.

RADIANT BARRIER. A material having a low-emittance surface of 0.1 or less installed in building assemblies.

REROOFING. The process of recovering or replacing an existing roof covering. See “Roof recover” and “Roof replacement.”

ROOF ASSEMBLY. A system designed to provide weather protection and resistance to design loads. The system consists of a roof covering and roof deck or a single component serv- ing as both the roof covering and the roof deck. A roof assem- bly includes the roof deck, vapor retarder, substrate or thermal barrier, insulation and roof covering.

The definition of “Roof assembly” is limited in application to the provisions of Chapter 15.

ROOF COVERING. The covering applied to the roof deck for weather resistance, fire classification or appearance.

ROOF COVERING SYSTEM. See “Roof assembly.”

ROOF DECK. The flat or sloped surface not including its supporting members or vertical supports.

ROOF RECOVER. The process of installing an additional roof covering over a prepared existing roof covering without removing the existing roof covering.

ROOF REPAIR. Reconstruction or renewal of any part of an existing roof for the purposes of its maintenance.

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ROOF REPLACEMENT. The process of removing the existing roof covering, repairing any damaged substrate and installing a new roof covering.

ROOF SECTION. A separation or division of a roof area by existing joints, parapet walls, flashing (excluding valleys), difference of elevation (excluding hips and ridges), roof type or legal description; not including the roof area required for a proper tie-off with an existing system.

ROOFTOP STRUCTURE. An enclosed structure on or above the roof of any part of a building.

SCUPPER. An opening in a wall or parapet that allows water to drain from a roof.

SINGLE-PLY MEMBRANE. A roofing membrane that is field applied using one layer of membrane material (either homogeneous or composite) rather than multiple layers.

UNDERLAYMENT. One or more layers of felt, sheathing paper, nonbituminous saturated felt or other approved mate- rial over which a steep-slope roof covering is applied.

VEGETATIVE ROOF. An assembly of interacting compo- nents designed to waterproof and normally insulate a build- ing’s top surface that includes, by design, vegetation and related landscape elements.

SECTION 1503 WEATHER PROTECTION

1503.1 General. Roof decks shall be covered with approved roof coverings secured to the building or structure in accor- dance with the provisions of this chapter. Roof coverings shall be designed and installed in accordance with this code and the approved manufacturer’s instructions such that the roof covering shall serve to protect the building or structure.

1503.2 Flashing. Flashing shall be used to seal roofing sys- tems, where the system is interrupted or terminated and shall be installed in such a manner so as to prevent moisture enter- ing the wall and roof through joints in copings, through mois- ture-permeable materials and at intersections with parapet walls and other penetrations through the roof plane.

1503.2.1 Locations. Flashing shall be installed at wall and roof intersections, at gutters, wherever there is a change in roof slope or direction and around roof openings. Where flashing is of metal, the metal shall be corrosion resistant with a thickness of not less than provided in Table 1503.2 or in compliance with RAS 111.

Exception: This requirement does not apply to hip and ridge junctions.

1503.3 Coping. Parapet walls shall be properly coped with noncombustible, weatherproof materials of a width no less than the thickness of the parapet wall.

TABLE 1503.2 METAL FLASHING MATERIAL

[P] 1503.4 Roof drainage. Unless roofs are sloped to drain over roof edges, design and installation of roof drainage sys- tems shall comply with Section 1503 and the Florida Build- ing Code, Plumbing, Chapter 11.

[P] 1503.4.1 Secondary (emergency overflow) drains or scuppers. Where roof drains are required, secondary (emergency overflow) roof drains or scuppers shall be pro- vided where the roof perimeter construction extends above the roof in such a manner that water will be entrapped if the primary drains allow buildup for any reason. The installation and sizing of secondary emergency overflow drains, leaders and conductors shall comply with Sections 1106 and 1107, as applicable, of the Florida Building Code, Plumbing, Chapter 11.

1503.4.2 Scuppers. Where required for roof drainage, a scupper shall be placed level with the roof surface in a wall or parapet. The scupper shall be located as deter- mined by the slope and the contributing area of the roof. The exterior facing or lining of a scupper, if metal, shall be the same as flashing material required by Sections 1503 through 1510 for the particular type of covering specified for the building. For other type materials, follow manufac- turer’s specifications.

1503.4.2.1 Overflow scuppers. When other means of drainage of overflow water is not provided, overflow scuppers shall be placed in walls or parapets not less than 2 inches (51 mm) nor more than 4 inches (102 mm) above the finished roof covering and shall be located as close as practical to required vertical leaders or downspouts or wall and parapet scuppers. An over- flow scupper shall be sized in accordance with the Flor- ida Building Code, Plumbing.

1503.4.3 Gutters. Gutters and leaders placed on the out- side of buildings, other than Group R-3, private garages and buildings of Type V construction, shall be of noncom- bustible material or a minimum of Schedule 40 plastic pipe.

1503.5 Roof ventilation. Attic ventilation shall be provided in accordance with Section 1203.2 and the vent product man- ufacturer’s installation instructions.

MATERIAL MINIMUM

THICKNESS (INCHES)

GAGE WEIGHT (LBS PER SQ FT)

Copper 1 (16 oz)

Aluminum 0.024 Stainless Steel 28

Galvanized Steel

0.0179 26 (zinc

coated G90)

Aluminum Zinc Coated Steel

0.0179 26 (AZ50

Alum Zinc)

Zinc Alloy 0.027 Lead 2.5 (40 oz)

Painted Terne 1.25 (20 oz)

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1503.6 Crickets and saddles. A cricket or saddle shall be installed on the ridge side of any chimney or penetration greater than 30 inches (762 mm) wide as measured perpen- dicular to the slope. Cricket or saddle coverings shall be sheet metal or of the same material as the roof covering.

Exception: Unit skylights installed in accordance with Section 2405.5 and flashed in accordance with the manu- facturer’s instructions shall be permitted to be installed without a cricket or saddle.

1503.7 Protection against decay and termites. Condensate lines and roof downspouts shall discharge at least 1 foot (305 mm) away from the structure sidewall, whether by under- ground piping, tail extensions, or splash blocks. Gutters with downspouts are required on all buildings with eaves of less than 6 inches (152 mm) horizontal projection except for gable end rakes or on a roof above another roof.

SECTION 1504 PERFORMANCE REQUIREMENTS

1504.1 Wind resistance of roofs. Roof decks and roof cover- ings shall be designed for wind loads in accordance with Chapter 16 and Sections 1504.2, 1504.3 and 1504.4.

1504.1.1 Wind resistance of asphalt shingles. Asphalt shingles shall be designed for wind speeds in accordance with Section 1507.2.7.

1504.2 Wind resistance of clay and concrete tile. Wind loads on clay and concrete tile roof coverings shall be in accordance with Section 1609.5.

1504.2.1 Testing. Testing of concrete and clay roof tiles shall be in accordance with Sections 1504.2.1.1 and 1504.2.1.2.

1504.2.1.1 Overturning resistance. Concrete and clay roof tiles shall be tested to determine their resistance to overturning due to wind in accordance with SBCCI SSTD 11 and Chapter 15.

1504.2.1.2 Wind tunnel testing. Where concrete and clay roof tiles do not satisfy the limitations in Chapter 16 for rigid tile, a wind tunnel test shall be used to determine the wind characteristics of the concrete or clay tile roof covering in accordance with SBCCI SSTD 11 and Chapter 15.

1504.3 Wind resistance of nonballasted roofs. Roof cover- ings installed on roofs in accordance with Section 1507 that are mechanically attached or adhered to the roof deck shall be designed to resist the design wind load pressures for compo- nents and cladding in accordance with Section 1609.

1504.3.1 Other roof systems. Built-up, modified bitu- men, fully adhered or mechanically attached single-ply roof systems, metal panel roof systems applied to a solid or closely fitted deck and other types of membrane roof coverings shall be tested in accordance with FM 4474, UL 580 or UL 1897.

1504.3.2 Metal panel roof systems. Metal panel roof sys- tem through fastened or standing seam shall be tested in accordance with UL 580 or ASTM E1592 or TAS 125.

Exceptions: Metal roofs constructed of cold-formed steel, where the roof deck acts as the roof covering and provides both weather protection and support for struc- tural loads, shall be permitted to be designed and tested in accordance with the applicable referenced structural design standard in Section 2210.1.

1504.4 Ballasted low-slope roof systems. Ballasted low- slope (roof slope < 2:12) single-ply roof system coverings installed in accordance with Sections 1507.12 and 1507.13 shall be designed in accordance with Section 1504.8 and ANSI/SPRI RP-4.

1504.5 Edge securement for low-slope roofs. Low-slope built-up, modified bitumen and single-ply roof system metal edge securement, except gutters, shall be designed and installed for wind loads in accordance with Chapter 16 and tested for resistance in accordance with Test Methods RE-1, RE-2 and RE-3 of ANSI/SPRI ES-1, or RAS 111 except Vult wind speed shall be determined from Figure 1609.3(1), 1609.3(2) or 1609.3(3) as applicable.

1504.6 Physical properties. Roof coverings installed on low-slope roofs (roof slope < 2:12) in accordance with Sec- tion 1507 shall demonstrate physical integrity over the work- ing life of the roof based upon 2,000 hours of exposure to accelerated weathering tests conducted in accordance with ASTM G152, ASTM G153, ASTM G154 or ASTM G155. Those roof coverings that are subject to cyclical flexural response due to wind loads shall not demonstrate any signifi- cant loss of tensile strength for unreinforced membranes or breaking strength for reinforced membranes when tested as herein required.

1504.7 Impact resistance. Roof coverings installed on low- slope roofs (roof slope < 2:12) in accordance with Section 1507 shall resist impact damage based on the results of tests conducted in accordance with ASTM D3746, ASTM D4272, CGSB 37-GP-52M or the “Resistance to Foot Traffic Test” in Section 5.5 of FM 4470. All structural metal roofing systems having a thickness equal to or greater than 22 gage and all nonstructural metal roof systems having a thickness equal to or greater than 26 gage shall be exempt from the tests listed above.

1504.8 Aggregate. Aggregate shall be permitted as roof sur- facing when installed on slopes of 3:12 or less, not less than 400 pound (182 kg) of roofing gravel or 300 pounds (145 kg) of slag per square shall be applied. A minimum of 50 percent of the total aggregate shall be embedded in the flood coat of bitumen or installed in accordance with its product approval. Aggregate shall be dry and free from dirt and shall be in com- pliance with the sizing requirements set forth in ASTM D1863. A building official may request a test to confirm com- pliance with these requirements.

Table1504.8 Maximum Allowable Mean Roof Height Per- mitted for Buildings with Aggregate on the Roof in Areas Outside A Hurricane-Prone Region. Reserved.

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1504.9 Margin of safety. A margin of safety of 2:1 shall be applied to all wind-uplift resistance-test results except when a margin of safety is specified in the test standard.

Exception: Asphalt shingles testing resulting in a miles per hour rating as required in Section 1507.2.7.

SECTION 1505 FIRE CLASSIFICATION

[BF] 1505.1 General. Roof assemblies shall be divided into the classes defined below. Class A, B and C roof assemblies and roof coverings required to be listed by this section shall be tested in accordance with ASTM E108 or UL 790. In addi- tion, fire-retardant-treated wood roof coverings shall be tested in accordance with ASTM D2898. The minimum roof coverings installed on buildings shall comply with Table 1505.1 based on the type of construction of the building.

Exception: Skylights and sloped glazing that comply with Chapter 24 or Section 2610.

TABLE 1505.1a, b

MINIMUM ROOF COVERING CLASSIFICATION FOR TYPES OF CONSTRUCTION

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2.

a. Unless otherwise required in accordance with the International Wildland- Urban Interface Code or due to the location of the building within a fire district in accordance with Appendix D.

b. Nonclassified roof coverings shall be permitted on buildings of Group R-3 and Group U occupancies, where there is a minimum fire-separation distance of 6 feet measured from the leading edge of the roof.

c. Buildings that are not more than two stories above grade plane and having not more than 6,000 square feet of projected roof area and where there is a minimum 10-foot fire-separation distance from the leading edge of the roof to a lot line on all sides of the building, except for street fronts or public ways, shall be permitted to have roofs of No. 1 cedar or redwood shakes and No. 1 shingles constructed in accordance with Section 1505.7.

[BF] 1505.2 Class A roof assemblies. Class A roof assem- blies are those that are effective against severe fire test expo- sure. Class A roof assemblies and roof coverings shall be listed and identified as Class A by an approved testing agency. Class A roof assemblies shall be permitted for use in buildings or structures of all types of construction.

Exceptions:

1. Class A roof assemblies include those with cover- ings of brick, masonry or an exposed concrete roof deck.

2. Class A roof assemblies also include ferrous or cop- per shingles or sheets, metal sheets and shingles, clay or concrete roof tile or slate installed on non- combustible decks or ferrous, copper or metal sheets installed without a roof deck on noncombustible framing.

3. Class A roof assemblies include minimum 16 ounce per square foot (0.0416 kg/m2) copper sheets installed over combustible decks.

4. Reserved.

[BF] 1505.3 Class B roof assemblies. Class B roof assem- blies are those that are effective against moderate fire-test exposure. Class B roof assemblies and roof coverings shall be listed and identified as Class B by an approved testing agency.

[BF] 1505.4 Class C roof assemblies. Class C roof assem- blies are those that are effective against light fire-test expo- sure. Class C roof assemblies and roof coverings shall be listed and identified as Class C by an approved testing agency.

[BF] 1505.5 Nonclassified roofing. Nonclassified roofing is approved material that is not listed as a Class A, B or C roof covering.

[BF] 1505.6 Fire-retardant-treated wood shingles and shakes. Fire-retardant-treated wood shakes and shingles shall be treated by impregnation with chemicals by the full- cell vacuum-pressure process, in accordance with AWPA C1. Each bundle shall be marked to identify the manufactured unit and the manufacturer, and shall also be labeled to iden- tify the classification of the material in accordance with the testing required in Section 1505.1, the treating company and the quality control agency.

[BF] 1505.7 Special purpose roofs. Reserved.

[BF] 1505.8 Building-integrated photovoltaic products. Reserved.

[BF] 1505.9 Photovoltaic panels and modules. Reserved.

[BF] 1505.10 Roof gardens and landscaped roofs. Reserved.

SECTION 1506 MATERIALS

1506.1 Scope. The requirements set forth in this section shall apply to the application of roof-covering materials specified herein. Roof coverings shall be applied in accordance with this chapter and the manufacturer’s installation instructions. Installation of roof coverings shall comply with the applica- ble provisions of Section 1507.

1506.2 Material specifications and physical characteris- tics. Roof-covering materials shall conform to the applicable standards listed in this chapter.

1506.2.1 Compatibility of materials. Roofs and roof cov- erings shall be of materials that are compatible with each other and with the building or structure to which the mate- rials are applied.

1506.3 Product identification. Roof-covering materials shall be delivered in packages bearing the manufacturer’s identifying marks and approved testing agency labels required in accordance with Section 1505. Bulk shipments and/or site manufactured materials shall be accompanied with the same information or issued in the form of a certificate or on a bill of lading by the manufacturer.

1506.4 Material specifications and physical characteris- tics. Roof-covering materials shall conform to the applicable standards listed in this chapter. In the absence of applicable standards or where materials are of questionable suitability, testing by an approved agency shall be required by the build-

IA IB IIA IIB IIIA IIIB IV VA VB

B B B Cc B Cc B B Cc

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ing code official to determine the character, quality and lim- itations of application of the materials.

1506.5 Nails. Nails shall be corrosion-resistant nails con- forming to ASTM F1667 or an equal corrosion resistance by coating, electro galvanization, mechanical galvanization, hot- dipped galvanization, stainless steel, nonferrous metal and alloys or other suitable corrosion-resistant material, or corro- sion resistance shall be demonstrated in accordance with TAS114, Appendix E.

1506.6 Screws. Wood screws conform to ANSI/ASME B18.6.1. Screws shall be corrosion resistant by coating, gal- vanization, stainless steel, nonferrous metal or other suitable corrosion-resistant material. The corrosion resistance shall be demonstrated through one of the following methods:

1. Corrosion resistance equivalent to ASTM A641, Class 1;

2. Corrosion resistance in accordance with TAS114, Appendix E; or

3. Corrosion-resistant coating exhibiting not more than 5 percent red rust after 1000 hours exposure in accor- dance with ASTM B117.

1506.7 Clips. Clips shall be corrosion-resistant clips. The corrosion resistance shall meet 0.90 ounce per square foot (0.458 kg/m2) measured according to ASTM A90/A90M, TAS 114, Appendix E or an equal corrosion-resistance coat- ing, electro galvanization, mechanical galvanization, hot dipped galvanization, stainless steel, nonferrous metals and alloys or other suitable corrosion-resistant material. Stainless steel clips shall conform to ASTM A240/A240M, Type 304.

SECTION 1507 REQUIREMENTS FOR ROOF COVERINGS

1507.1 Scope. Roof coverings shall be applied in accordance with the applicable provisions of this section and the manu- facturer’s installation instructions.

1507.1.1 Underlayment. Unless otherwise noted, under- layment for asphalt shingles, metal roof panels, metal roof shingles, mineral surfaced roll roofing, slate shingles, wood shingles, and wood shakes shall conform to the applicable standards listed in this chapter. Underlayment materials required to comply with ASTM D226, D1970, D4869 and D6757 shall bear a label indicating compliance to the standard designation and, if applicable, type classifi- cation indicated in Table 1507.1.1. Underlayment shall be applied and attached in accordance with Table 1507.1.1.

Exception: A reinforced synthetic underlayment that is approved as an alternative to underlayment complying with ASTM D226 Type II and having a minimum tear strength per ASTM D1970 or ASTM D4533 of 20 pounds (9.1 kg) shall be permitted. This underlayment

shall be installed and attached in accordance with the underlayment attachment methods of Table 1507.1.1 for the applicable roof covering and slope, except metal cap nails shall be required where the ultimate design wind speed, Vult, equals or exceeds 150 mph.

1507.2 Asphalt shingles. The installation of asphalt shingles shall comply with the provisions of this section. or RAS 115.

1507.2.1 Deck requirements. Asphalt shingles shall be fastened to solidly sheathed decks.

1507.2.2 Slope. Asphalt shingles shall only be used on roof slopes of two units vertical in 12 units horizontal (17- percent slope) or greater. For roof slopes from two units vertical in 12 units horizontal (17-percent slope) up to four units vertical in 12 units horizontal (33-percent slope), double underlayment application is required in accordance with Section 1507.2.8.

1507.2.3 Underlayment. Underlayment shall comply and be installed in accordance with Section 1507.1.1.

1507.2.4 Self-adhering polymer modified bitumen sheet. Self-adhering polymer modified bitumen sheet shall comply with ASTM D1970.

1507.2.5 Asphalt shingles. Asphalt shingles shall have self-seal strips or be interlocking and comply with ASTM D225 or ASTM D3462. Shingles shall also comply with Table 1507.2.7.1. Asphalt shingle packaging shall bear labeling indicating compliance with one of the required classifications as shown in Table 1507.2.7.1.

1507.2.6 Fasteners. Fasteners for asphalt shingles shall be galvanized, stainless steel, aluminum or copper roofing nails, minimum 12-gage [0.105 inch (2.67 mm)] shank with a minimum 3/8-inch-diameter (9.5 mm) head, of a length to penetrate through the roofing materials and a minimum of 3/4 inch (19.1 mm) into the roof sheathing. Where the roof sheathing is less than 3/4 inch (19.1 mm) thick, the nails shall penetrate through the sheathing. Fas- teners shall comply with ASTM F1667.

1507.2.6.1 The nail component of plastic cap nails shall meet the corrosion-resistance requirements of Section 1506.5.

1507.2.7 Attachment. Asphalt shingles shall have the minimum number of fasteners required by the manufac- turer and Section 1504.1. Asphalt shingles shall be secured to the roof with not less than four fasteners per strip shin- gle or two fasteners per individual shingle. Where the roof slope exceeds 21 units vertical in 12 units horizontal (21:12), asphalt shingles shall be installed in accordance with the manufacturer’s printed installation instructions for steep-slope roof applications.

1507.2.7.1 Wind resistance of asphalt shingles. Asphalt shingles shall be classified in accordance with

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TABLE 1507.1.1 UNDERLAYMENT TABLE

aUnderlayment Attachment 1. Roof slopes from two units vertical in 12 units horizontal (17-percent slope), and less than four units vertical in 12 units horizontal (33-percent slope). Apply

a 19-inch (483 mm) strip of underlayment felt parallel to and starting at the eaves, fastened sufficiently to hold in place. Starting at the eave, apply 36-inch- wide (914 mm) sheets of underlayment, overlapping successive sheets 19 inches (483 mm), end laps shall be 6 inches and shall be offset by 6 feet. The underlayment shall be attached to a nailable deck with corrosion-resistant fasteners with one row centered in the field of the sheet with a maximum fastener spacing of 12 inches (305 mm) o.c., and one row at the end and side laps fastened 6 inches (152 mm) o.c. Underlayment shall be attached using metal or plastic cap nails with a nominal cap diameter of not less than 1 inch. Metal caps shall have a thickness of not less than 32-gage sheet metal. Power-driven metal caps shall have a minimum thickness of 0.010 inch. Minimum thickness of the outside edge of plastic caps shall be 0.035 inch. The cap nail shank shall be not less than 0.083 inch for ring shank cap nails and 0.091 inch for smooth shank cap nails. Cap nail shank shall have a length sufficient to penetrate through the roof sheathing or not less than 3/4 inch into the roof sheathing.

2. Roof slopes of four units vertical in 12 units horizontal (33-percent slope) or greater. Underlayment shall be applied shingle fashion, parallel to and starting from the eave and lapped 4 inches (51 mm), end laps shall be 6 inches and shall be offset by 6 feet. The underlayment shall be attached to a nailable deck with two staggered rows in the field of the sheet with a maximum fastener spacing of 12 inches (305 mm) o.c., and one row at the end and side laps fastened 6 inches (152 mm) o.c. Underlayment shall be attached using metal or plastic cap nails with a nominal cap diameter of not less than 1 inch. Metal caps shall have a thickness of not less than 32-gage sheet metal. Power-driven metal caps shall have a minimum thickness of 0.010 inch. Minimum thickness of the outside edge of plastic caps shall be 0.035 inch. The cap nail shank shall be not less than 0.083 inch for ring shank cap nails and 0.091 inch for smooth shank cap nails. Cap nail shank shall have a length sufficient to penetrate through the roof sheathing or not less than 3/4 inch into the roof sheathing.

3. Roof slopes from two units vertical in 12 units horizontal (17-percent slope), and greater. The entire roof deck shall be covered with an approved self-adhering polymer modified bitumen underlayment complying with ASTM D1970 installed in accordance with both the underlayment manufacturer’s and roof covering manufacturer’s installation instructions for the deck material, roof ventilation configuration and climate exposure for the roof covering to be installed.

Exception: A minimum 4-inch-wide (102 mm) strip of self-adhering polymer-modified bitumen membrane complying with ASTM D1970, installed in accordance with the manufacturer’s instructions for the deck material, shall be applied over all joints in the roof decking. An approved underlayment in accordance with Table 1507.1.1 for the applicable roof covering shall be applied over the entire roof over the 4-inch-wide (102 mm) membrane strips.

Roof Covering Section Roof Slope 2:12 and Less Than 4:12

Underlayment Underlayment Attachmenta

Roof Slope 4:12 and Greater Underlayment

Underlayment Attachmenta

Asphalt shingles 1507.2

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

ASTM D6757 1

ASTM D226 Type II ASTM D4869 Type IV

ASTM D6757 2

ASTM D1970 3 ASTM D1970 3

Concrete and Clay Tile 1507.3

See Section 1507.3.3

Metal roof panels 1507.4

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

ASTM D6757 1

ASTM D226 Type II ASTM D4869 Type IV

ASTM D6757 2

ASTM D1970 3 ASTM D1970 3

Metal roof shingles roofing 1507.5

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

ASTM D6757 1

ASTM D226 Type II ASTM D4869 Type IV

ASTM D6757 2

ASTM D1970 3 ASTM D1970 3

Mineral-surfaced roll roofing 1507.6

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

ASTM D6757 1

ASTM D226 Type II ASTM D4869 Type IV

ASTM D6757 2

ASTM D1970 3 ASTM D1970 3

Slate shingles 1507.7

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

ASTM D6757 1

ASTM D226 Type II ASTM D4869 Type IV

ASTM D6757 2

ASTM D1970 3 ASTM D1970 3

Wood shingles 1507.8

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

1 ASTM D226 Type II

ASTM D4869 Type IV 2

Wood shakes 1507.9

Limited to roof slopes 4:12 and Greater

ASTM D226 Type II ASTM D4869 Type IV

Photovoltaic Shingles 1507.17

ASTM D226 Type I or II ASTM D4869 Type II, III or IV

ASTM D6757 1

ASTM D226 Type II ASTM D4869 Type IV

ASTM D6757 2

ASTM D1970 3 ASTM D1970 3

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ASTM D3161, ASTM D7158 or TAS 107. Shingles classified as ASTM D3161 Class D or ASTM D7158 Class G are acceptable for use where Vasd is equal to or less than 100 mph. Shingles classified as ASTM D3161 Class F, ASTM D7158 Class H or TAS 107 are accept- able for use for all wind speeds. Asphalt shingle wrap- pers shall indicate compliance with one of the required classifications, as shown in Table 1507.2.7.1.

TABLE 1507.2.7.1 CLASSIFICATION OF ASPHALT SHINGLES

1507.2.8 Underlayment application. Underlayment shall comply with Section 1507.1.1.

1507.2.8.1 High wind attachment. Reserved.

1507.2.8.2 Ice barrier. Reserved. 1507.2.9 Flashings. Flashing for asphalt shingles shall comply with this section or RAS 111. Flashing shall be applied in accordance with this section, the asphalt shingle manufacturer’s printed instructions or RAS 111.

1507.2.9.1 Base and counter flashing. Base and counter flashing shall be installed as follows:

1. In accordance with manufacturer’s installation instructions, or

2. In compliance with RAS-111, or

3. A continuous metal minimum 4 inches by 4 inches “L” flashing shall be set in approved flashing cement and set flush to the base of the wall and over the underlayment. Both horizontal and vertical metal flanges shall be fastened 6 inches (152 mm) on center with approved fasten- ers. All laps shall be a minimum of 4 inches (102 mm) fully sealed in approved flashing cement. Flashing shall start at the lower portion of roof to insure water-shedding capabilities of all metal laps. The entire edge of the horizontal flange shall be sealed covering all nail penetrations with approved flashing cement and membrane. Shin- gles will overlap the horizontal flange and shall be set in approved flashing cement.

Base flashing shall be of either corrosion-resistant metal with a minimum thickness provided in Table 1503.2 or mineral surface roll roofing weighing a minimum of 77 pounds per 100 square feet (3.76 kg/ m2). Counter flashing shall be corrosion-resistant metal with a minimum thickness provided in Table 1503.2.

1507.2.9.2 Valleys. Valley linings shall be installed in accordance with the manufacturer’s instructions before applying shingles. Valley linings of the following types shall be permitted:

1. For open valleys (valley lining exposed) lined with metal, the valley lining shall be at least 16 inches (406 mm) wide and of any of the corro- sion-resistant metals in Table 1503.2.

2. For open valleys, valley lining of two plies of mineral-surfaced roll roofing complying with ASTM D3909 or ASTM D6380 Class M-03 shall be permitted. The bottom layer shall be 18 inches (457 mm) and the top layer a minimum of 36 inches (914 mm) wide.

3. For closed valleys (valleys covered with shin- gles), valley lining of one ply of smooth roll roof- ing complying with ASTM D6380 Class S-03, and at least 36 inches (914 mm) wide or types as described in Item 1 or 2 above shall be permitted. Self-adhering polymer modified bitumen under- layment complying with ASTM D1970 shall be permitted in lieu of the lining material.

Table1507.2.9.2 Valley Lining Material. Reserved.

1507.2.9.3 Drip edge. Provide drip edge at eaves and gables of shingle roofs. Overlap to be a minimum of 3 inches (76 mm). Eave drip edges shall extend 1/2 inch (13 mm) below sheathing and extend back on the roof a minimum of 2 inches (51 mm). Drip edge at eaves shall be permitted to be installed either over or under the underlayment. If installed over the underlayment, there shall be a minimum 4 inches (51 mm) width of roof cement installed over the drip edge flange. Drip edge shall be mechanically fastened a maximum of 12 inches (305 mm) on center. Where the Vasd, as determined in accordance with Section 1609.3.1, is 110 mph (177 km/ h) or greater or the mean roof height exceeds 33 feet (10 058 mm), drip edges shall be mechanically fastened a maximum of 4 inches (102 mm) on center.

1507.3 Clay and concrete tile. The installation of clay and concrete tile shall comply with the provisions of this section.

1507.3.1 Deck requirements. Concrete and clay tile shall be installed only over solid sheathing except where the roof covering is specifically designed and tested in accor-

MAXIMUM BASIC WIND SPEED FROM FIGURE 1609A, B, C or ASCE-7

Vasd ASTM D7158 ASTM D3161

110 85 D, G or H D or F

116 90 D, G or H D or F

129 100 G or H D or F

142 110 G or H F

155 120 G or H F

168 130 H F

181 140 H F

194 150 H F

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dance with Section 1609.5.2 to be applied over structural spaced sheathing boards

1507.3.2 Deck slope. Clay and concrete roof tile shall be installed in accordance with the recommendations of FRSA/TRI Florida High Wind Concrete and Clay Roof Tile Installation Manual, Fifth Edition where the Vasd as determined in accordance with Section 1609.3.1 or the recommendations of RAS 118, 119 or 120.

1507.3.3 Underlayment. Unless otherwise noted, under- layment shall be applied according to the underlayment manufacturer's installation instructions or the recommen- dations of the FRSA/TRI Florida High Wind Concrete and Clay Roof Tile Installation Manual, Fifth Edition where the basic wind speed, Vasd, is determined in accordance with Section 1609.3.1 or the recommendations of RAS 118, 119 or 120.

1507.3.3.1 Slope and underlayment requirements. Refer to FRSA/TRI Florida High Wind Concrete and Clay Roof Tile Installation Manual, Fifth Edition (2012) where the basic wind speed Vasd is determined in accordance with Section 1609.3.1 for underlayment and slope requirements for specific roof tile systems or the recommendations of RAS 111, 118, 119 or 120.

1507.3.3.2 High-slope roofs. Reserved.

1507.3.3.3 High wind attachment. Reserved.

1507.3.4 Clay tile. Clay roof tile shall comply with ASTM C1167.

1507.3.5 Concrete tile. Concrete roof tile shall comply with ASTM C1492.

1507.3.6 Fasteners. Tile fasteners shall be corrosion resis- tant and not less than 11-gage, 5/16-inch (8.0 mm) head, and of sufficient length to penetrate the deck a minimum of 3/4 inch (19.1 mm) or through the thickness of the deck, whichever is less. Attaching wire for clay or concrete tile shall not be smaller than 0.083 inch (2.1 mm). Perimeter fastening areas include three tile courses but not less than 36 inches (914 mm) from either side of hips or ridges and edges of eaves and gable rakes.

1507.3.7 Attachment. Clay and concrete roof tiles shall be fastened in accordance with Section 1609 or in accor- dance with FRSA/TRI Florida High Wind Concrete and Clay Roof Tile Installation Manual, Fifth Edition where the basic wind speed, Vasd, is determined in accordance with Section 1609.3.1.

Table 1507.3.7 Clay and Concrete Tile Attachment. Reserved.

1507.3.8 Application. Tile shall be applied according to the manufacturer’s installation instructions or recommen- dations of the FRSA/TRI Florida High Wind Concrete and Clay Roof Tile Installation Manual, Fifth Edition where the basic wind speed, Vasd, is determined in accordance with Section 1609.3.1 or the recommendation of RAS 118, 119 or 120.

1507.3.9 Flashing. At the juncture of the roof vertical sur- faces, flashing and counterflashing shall be provided in accordance with the manufacturer’s installation instruc- tions or the recommendations of the FRSA/TRI Florida High Wind Concrete and Clay Roof Tile Installation Man- ual, Fifth Edition where the basic wind speed, Vasd, is determined in accordance with Section 1609.3.1 or the recommendation of RAS 118, 119 or 120.

1507.4 Metal roof panels. The installation of metal roof pan- els shall comply with the provisions of this section. Metal roofing panels shall be factory or field manufactured in accordance with the manufacturers’ product approval specifi- cations and limitations of use. Metal roofing panels shall be factory or field manufactured under a quality assurance pro- gram that is audited by a third-party quality assurance entity approved by the Florida Building Commission for that pur- pose.

1507.4.1 Deck requirements. Metal roof panel roof cov- erings shall be applied to a solid or closely fitted deck, except where the roof covering is specifically designed to be applied to spaced supports.

1507.4.2 Deck slope. Minimum slopes for metal roof pan- els shall comply with the following:

1. The minimum slope for lapped, nonsoldered seam metal roof panels without applied lap sealant shall be three units vertical in 12 units horizontal (25-per- cent slope).

2. The minimum slope for lapped, nonsoldered seam metal roof panels with applied lap sealant shall be one-half unit vertical in 12 units horizontal (4-per- cent slope). Lap sealants shall be applied in accor- dance with the approved manufacturer’s installation instructions.

3. The minimum slope for standing-seam metal roof panel systems shall be one-quarter unit vertical in 12 units horizontal (2-percent slope).

1507.4.3 Material standards. Metal-sheet roof covering systems that incorporate supporting structural members shall be designed in accordance with Chapter 22. Metal- sheet roof coverings installed over structural decking shall comply with Table 1507.4.3(1). The materials used for

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metal-sheet roof coverings shall be naturally corrosion resistant or provided with corrosion resistance in accor- dance with the standards and minimum thicknesses shown in Table 1507.4.3(2).

1507.4.4 Attachment. Metal roof panels shall be secured to the supports in accordance with the approved manufac-

turer’s fasteners. In the absence of manufacturer recom- mendations, the following fasteners shall be used:

1. Galvanized fasteners shall be used for steel roofs.

2. Copper, brass, bronze, copper alloy or 300 series stainless-steel fasteners shall be used for copper roofs.

3. Stainless-steel fasteners are acceptable for all types of metal roofs.

4. Aluminum fasteners are acceptable for aluminum roofs attached to aluminum supports.

1507.4.5 Underlayment and high wind. Reserved.

1507.4.5.1 Underlayment. Underlayment shall comply with and be installed in accordance with Section 1507.1.1.

1507.5 Metal roof shingles. The installation of metal roof shingles shall comply with the provisions of this section.

1507.5.1 Deck requirements. Metal roof shingles shall be applied to a solid or closely fitted deck, except where the roof covering is specifically designed to be applied to spaced sheathing.

1507.5.2 Deck slope. Metal roof shingles shall not be installed on roof slopes below three units vertical in 12 units horizontal (25-percent slope).

1507.5.3 Underlayment. Underlayment shall comply with and be installed in accordance with Section 1507.1.1.

1507.5.3.1 Underlayment and high wind. Reserved.

1507.5.4 Ice barrier. Reserved.

1507.5.5 Material standards. Metal roof shingle roof coverings shall comply with Table 1507.4.3(1). The mate- rials used for metal-roof shingle roof coverings shall be naturally corrosion resistant or provided with corrosion resistance in accordance with the standards and minimum thicknesses specified in the standards listed in Table 1507.4.3(2).

1507.5.6 Attachment. Metal roof shingles shall be secured to the roof in accordance with the approved manu- facturer’s installation instructions.

1507.5.7 Flashing. Roof valley flashing shall be of corro- sion-resistant metal of the same material as the roof cover- ing or shall comply with the standards in Table 1507.4.3(1). The valley flashing shall extend at least 8 inches (203 mm) from the centerline each way and shall have a splash diverter rib not less than 0.75 inch (19.1 mm) high at the flow line formed as part of the flashing. Sections of flashing shall have an end lap of not less than 4 inches (102 mm).

1507.6 Mineral-surfaced roll roofing. The installation of mineral-surfaced roll roofing shall comply with this section.

1507.6.1 Deck requirements. Mineral-surfaced roll roof- ing shall be fastened to solidly sheathed roofs.

1507.6.2 Deck slope. Mineral-surfaced roll roofing shall not be applied on roof slopes below one unit vertical in 12 units horizontal (8-percent slope).

TABLE 1507.4.3(1) METAL ROOF COVERINGS

For SI: 1 ounce per square foot = 0.305 kg/m2, 1 pound per square foot = 4.882 kg/m2, 1 inch = 25.4 mm, 1 pound = 0.454 kg.

a. For Group U buildings, the minimum coating thickness for ASTM A653 galvanized steel roofing shall be G-60.

TABLE 1507.4.3(2) MINIMUM CORROSION RESISTANCE

a. Paint systems in accordance with ASTM A755 shall be applied over steel products with corrosion-resistant coatings complying with ASTM A792, ASTM A875, ASTM A463 or ASTM A653.

ROOF COVERING TYPE

STANDARD APPLICATION RATE/THICKNESS

Aluminum ASTM B209, 0.024 inch minimum thickness for roll-formed panels and 0.019 inch minimum thickness for press-formed shingles.

Aluminum-zinc alloy coated steel

ASTM A792 AZ 50

Cold-rolled copper

ASTM B370 minimum 16 oz./sq. ft. and 12 oz./ sq. ft. high yield copper for metal-sheet roof covering systems: 12 oz./sq. ft. for preformed metal shingle systems.

Copper 16 oz./sq. ft. for metal-sheet roof-covering sys- tems; 12 oz./sq. ft. for preformed metal shingle systems.

Galvanized steel ASTM A653 G-90 zinc-coateda.

Hard lead 2 lbs./sq. ft.

Lead-coated cop- per

ASTM B101

Prepainted steel ASTM A755

Soft lead 3 lbs./sq. ft.

Stainless steel ASTM A240/A204M, 300 Series Alloys

Steel ASTM A924

Terne and terne- coated stainless

Terne coating of 40 lbs. per double base box, field painted where applicable in accordance with manufacturer’s installation instructions.

Zinc

0.027 inch minimum thickness; 99.995% elec- trolytic high grade zinc with alloy additives of copper (0.08% - 0.20%), titanium (0.07% - 0.12%) and aluminum (0.015%).

55% Aluminum-zinc alloy coated steel ASTM A792 AZ 50

5% Aluminum alloy-coated steel ASTM A875 GF60

Aluminum-coated steel ASTM A463 T2 65

Galvanized steel ASTM A653 G-90

Prepainted steel ASTM A755a

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1507.6.3 Underlayment. Underlayment shall comply with and be installed in accordance with Section 1507.1.1.

1507.6.3.1 Underlayment and high wind. Reserved. 1507.6.4 Ice barrier. Reserved.

1507.6.5 Material standards. Mineral-surfaced roll roof- ing shall conform to ASTM D3909 or ASTM D6380 Class M or Class WS.

1507.7 Slate shingles. The installation of slate shingles shall comply with the provisions of this section.

1507.7.1 Deck requirements. Slate shingles shall be fas- tened to solidly sheathed roofs.

1507.7.2 Deck slope. Slate shingles shall only be used on slopes of four units vertical in 12 units horizontal (4:12) or greater.

1507.7.3 Underlayment. Underlayment shall comply with and be installed in accordance with Section 1507.1.1.

1507.7.3.1 Underlayment and high wind. Reserved. 1507.7.4 Ice barrier. Reserved.

1507.7.5 Material standards. Slate shingles shall comply with ASTM C406.

1507.7.6 Application. Minimum headlap for slate shin- gles shall be in accordance with Table 1507.7.6. Slate shingles shall be secured to the roof with two fasteners per slate.

TABLE 1507.7.6 SLATE SHINGLE HEADLAP

For SI: 1 inch = 25.4 mm.

1507.7.7 Flashing. Flashing and counterflashing shall be made with sheet metal. Valley flashing shall be a mini- mum of 16 inches (381 mm) wide. Valley and flashing metal shall be a minimum thickness provided in Table 1503.2 nonferrous metal or stainless steel.

1507.8 Wood shingles. All wood shingles shall be installed in accordance with this chapter and the manufacturer’s instal- lation instructions, the Cedar Shake and Shingle Bureau New Roof Construction Manual or RAS 130. The product approval shall state the allowable uplift resistance for the attachment system. The installation of wood shingles shall be limited to roofs where the allowable uplift resistance is equal to or greater than the design uplift pressure for the roof in compliance with Section 1504.1.

Table 1507.8 Wood Shingle and Shake Installation. Reserved.

1507.8.1 Deck requirements. Reserved.

1507.8.1.1 Solid sheathing required. Reserved. 1507.8.2 Deck slope. Reserved.

1507.8.3 Underlayment. Underlayment shall comply with and be installed in accordance with Section 1507.1.1.

1507.8.3.1 Underlayment and high wind. Reserved. 1507.8.4 Ice barrier. Reserved.

1507.8.5 Material standards. Wood shingles shall be of naturally durable wood and comply with the requirements of Table 1507.8.5.

TABLE 1507.8.5 WOOD SHINGLE MATERIAL REQUIREMENTS

CSSB = Cedar Shake and Shingle Bureau

1507.8.6 Attachment. Reserved.

1507.8.6.1 Nails. Fasteners to attach wood shingles shall be Type 304 (Type 316 for coastal areas) stainless steel ring-shank nails with a minimum penetration of 3/4 inch (19.1 mm) into the sheathing. Each shingle shall be attached with a minimum of two fasteners.

1507.8.7 Application. Reserved.

Table1507.8.7 Wood Shingle Weather Exposure and Roof Slope. Reserved.

1507.8.8 Flashing. Reserved.

1507.8.9 Label required. Each bundle of shingles shall be identified by a label of an approved grading or inspection bureau or agency.

1507.9 Wood shakes. All wood shakes shall be installed in accordance with this chapter and the manufacturer’s installa- tion instructions, the Cedar Shake and Shingle Bureau New Roof Construction Manual or RAS 130. The product approval shall state the allowable uplift resistance for the attachment system. The installation of wood shakes shall be limited to roofs where the allowable uplift resistance is equal to or greater than the design uplift pressure for the roof in compliance with Section 1504.1.

1507.9.1 Deck requirements. Reserved.

1507.9.1.1 Solid sheathing required. Reserved. 1507.9.2 Deck slope. Reserved.

1507.9.3 Underlayment. Underlayment shall comply with and be installed in accordance with Section 1507.1.1.

1507.9.3.1 Underlayment and high wind. Reserved. 1507.9.4 Ice barrier. Reserved.

1507.9.5 Interlayment. Reserved.

1507.9.6 Material standards. Wood shakes shall comply with the requirements of Table 1507.9.6.

SLOPE HEADLAP (inches)

4:12 < slope < 8:12 4

8:12 < slope < 20:12 3

slope = 20:12 2

MATERIAL APPLICABLE

MINIMUM GRADES GRADING

RULES

Wood shingles of naturally durable wood

1, 2 or 3 CSSB

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TABLE 1507.9.6 WOOD SHAKE MATERIAL REQUIREMENTS

CSSB = Cedar Shake and Shingle Bureau.

TFS = Forest Products Laboratory of the Texas Forest Services.

1507.9.7 Attachment. Reserved.

1507.9.7.1 Nails. Fasteners to attach wood shakes shall be Type 304 (Type 316 for coastal areas) stainless steel ring-shank nails with a minimum penetration of 3/4 inch (19.1 mm) into the sheathing. Each shake shall be attached with a minimum of two fasteners.

1507.9.8 Application. Reserved.

Table 1507.9.8 Wood Shake Weather Exposure and Roof Slope. Reserved.

1507.9.9 Flashing. Reserved.

1507.9.10 Label required. Each bundle of shakes shall be identified by a label of an approved grading or inspection bureau or agency.

1507.10 Built-up roofs. The installation of built-up roofs shall comply with the provisions of this section.

1507.10.1 Slope. Built-up roofs shall have a design slope of not less than one-fourth unit vertical in 12 units hori- zontal (2-percent slope) for drainage, except for coal-tar built-up roofs that shall have a design slope of not less than one-eighth unit vertical in 12 units horizontal (1-per- cent slope).

1507.10.2 Material standards. Built-up roof covering materials shall comply with the standards in Table 1507.10.2 or UL 55A.

1507.10.3 Red rosin paper. Red rosin paper shall be used when the membrane is applied directly to a wood deck or cementitious fiber decks.

1507.11 Modified bitumen roofing. The installation of mod- ified bitumen roofing shall comply with the provisions of this section.

1507.11.1 Slope. Modified bitumen membrane roofs shall have a design slope of not less than one-fourth unit verti- cal in 12 units horizontal (2-percent slope) for drainage.

1507.11.2 Material standards. Modified bitumen roof coverings shall comply with CGSB 37-GP-56M, ASTM D6162, ASTM D6163, ASTM D6164, ASTM D6222, ASTM D6223, ASTM D6298 or ASTM D6509.

MATERIAL MINIMUM GRADES

APPLICABLE GRADING

RULES

Wood shakes of naturally durable wood 1 CSSB

Taper sawn shakes of naturally durable wood

1 or 2 CSSB

Preservative-treated shakes and shingles of naturally durable wood

1 CSSB

Fire-retardant-treated shakes and shingles of naturally durable wood

1 CSSB

Preservative-treated taper sawn shakes of Southern pine treated in accordance with AWPA U1 (Commodity Specification A, Use Category 3B and Section 5.6)

1 or 2 TFS

TABLE 1507.10.2 BUILT-UP ROOFING MATERIAL STANDARDS

MATERIAL STANDARD STANDARD

Acrylic coatings used in roofing ASTM D6083

Aggregate surfacing ASTM D1863

Asphalt adhesive used in roofing ASTM D3747

Asphalt cements used in roofing ASTM D3019; D2822; D4586

Asphalt-coated glass fiber base sheet ASTM D4601

Asphalt coatings used in roofing ASTM D1227; D2823; D2824; D4479

Asphalt glass felt ASTM D2178

Asphalt primer used in roofing ASTM D41

Asphalt-saturated and asphalt-coated organic felt base sheet

ASTM D2626

Asphalt-saturated organic felt (perfo- rated)

ASTM D226

Asphalt used in roofing ASTM D312

Coal-tar cements used in roofing ASTM D4022; D5643

Coal-tar saturated organic felt ASTM D227

Coal-tar pitch used in roofing ASTM D450; Type I or II

Coal-tar primer used in roofing, dampproofing and waterproofing

ASTM D43

Glass mat, coal tar ASTM D4990

Glass mat, venting type ASTM D4897

Mineral-surfaced inorganic cap sheet ASTM D3909

Thermoplastic fabrics used in roofing ASTM D5665, D5726

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1507.12 Thermoset single-ply roofing. The installation of thermoset single-ply roofing shall comply with the provisions of this section.

1507.12.1 Slope. Thermoset single-ply membrane roofs shall have a design slope of not less than one-fourth unit vertical in 12 units horizontal (2-percent slope) for drain- age.

1507.12.2 Material standards. Thermoset single-ply roof coverings shall comply with ASTM D4637, ASTM D5019 or CGSB 37-GP-52M.

1507.12.3 Ballasted thermoset low-slope roofs. Bal- lasted thermoset low-slope roofs (roof slope < 2:12) shall be installed in accordance with this section and Section 1504.4. Stone used as ballast shall comply with ASTM D448 or ASTM D7655.

1507.13 Thermoplastic single-ply roofing. The installation of thermoplastic single-ply roofing shall comply with the pro- visions of this section.

1507.13.1 Slope. Thermoplastic single-ply membrane roofs shall have a design slope of not less than one-fourth unit vertical in 12 units horizontal (2-percent slope).

1507.13.2 Material standards. Thermoplastic single-ply roof coverings shall comply with ASTM D4434, ASTM D6754, ASTM D6878 or CGSB CAN/CGSB 37-54.

1507.13.3 Ballasted thermoplastic low-slope roofs. Bal- lasted thermoplastic low-slope roofs (roof slope < 2:12) shall be installed in accordance with this section and Sec- tion 1504.4. Stone used as ballast shall comply with ASTM D448 or ASTM D7655.

1507.14 Sprayed polyurethane foam roofing. The installa- tion of sprayed polyurethane foam roofing shall comply with the provisions of this section or in compliance with RAS 109 and 109-A.

1507.14.1 Slope. Sprayed polyurethane foam roofs shall have a design slope of not less than one-fourth unit verti- cal in 12 units horizontal (2-percent slope) for drainage.

1507.14.2 Material standards. Spray-applied polyure- thane foam insulation shall comply with Type III or IV as defined in ASTM C1029.

1507.14.3 Application. Foamed-in-place roof insulation shall be installed in accordance with the manufacturer’s instructions. A liquid-applied protective coating that com- plies with Table 1507.14.3 shall be applied no less than 2 hours nor more than 72 hours following the application of the foam.

TABLE 1507.14.3 PROTECTIVE COATING MATERIAL STANDARDS

1507.14.4 Foam plastics. Foam plastic materials and installation shall comply with Chapter 26.

1507.15 Liquid-applied roofing. The installation of liquid- applied roofing shall comply with the provisions of this sec- tion.

1507.15.1 Slope. Liquid-applied roofing shall have a design slope of not less than one-fourth unit vertical in 12 units horizontal (2-percent slope).

1507.15.2 Material standards. Liquid-applied roofing shall comply with ASTM C836, ASTM C957, ASTM D1227 or ASTM D3468, ASTM D6083, ASTM D6694 or ASTM D6947.

1507.16 Vegetative roofs, roof gardens and landscaped roofs. Vegetative roofs, roof gardens and landscaped roofs shall comply with the requirements of this chapter, Sections 1607.12.3 and 1607.12.3.1 and the Florida Fire Prevention Code.

[BF] 1507.16.1 Structural fire resistance. The structural frame and roof construction supporting the load imposed upon the roof by the vegetative roof, roof gardens or land- scaped roofs shall comply with the requirements of Table 601.

1507.17 Photovoltaic modules/shingles. Building inte- grated photovoltaic roofing modules/shingles. The installa- tion of building integrated photovoltaic roofing modules/ shingles shall comply with the provisions of this section.

1507.17.1 Deck requirements. Reserved.

1507.17.2 Deck slope. Reserved.

1507.17.3 Underlayment. Underlayment shall comply and be installed in accordance with Section 1507.1.1.

1507.17.4 Underlayment application. Reserved.

1507.17.4.1 High wind attachment. Reserved.

1507.17.4.2 Ice barrier. Reserved.

1507.17.5 Fasteners. Reserved.

1507.17.6 Material standards. Building integrated pho- tovoltaic roofing modules/shingles shall be listed and labeled in accordance with UL 1703.

1507.17.7 Attachment. Building integrated photovoltaic roofing modules/shingles shall be attached in accordance with the manufacturer’s installation instructions.

1507.17.8 Wind resistance. Building integrated photovol- taic roofing modules/shingles shall be tested in accordance with procedures and acceptance criteria in ASTM D3161 or TAS 107. Building integrated photovoltaic roofing modules/shingles shall comply with the classification requirements of Table 1507.2.7.1 for the appropriate max- imum basic wind speed. Building integrated photovoltaic roofing modules/shingles packaging shall bear a label to indicate compliance with the procedures in ASTM D3161 or TAS 107 and the required classification from Table 1507.2.7.1.

1507.18 Solar photovoltaic panels and modules.

1507.18.1 Photovoltaic panels/modules. Solar photovol- taic panels/modules installed upon a roof or as an integral part of a roof assembly shall comply with the requirements of this code and the Florida Fire Prevention Code.

MATERIAL STANDARD

Acrylic coating ASTM D6083

Silicone coating ASTM D6694

Moisture-cured polyurethane coating ASTM D6947

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1507.18.1.1 Structural fire resistance. The structural frame and roof construction supporting the load imposed upon the roof by the photovoltaic panels/mod- ules shall comply with the requirements of Table 601.

SECTION 1508 ROOF INSULATION

[BF] 1508.1 General. The use of above-deck thermal insula- tion shall be permitted provided such insulation is covered with an approved roof covering and passes the tests of NFPA 276 or UL 1256 when tested as an assembly.

Exceptions:

1. Foam plastic roof insulation shall conform to the material and installation requirements of Chapter 26.

2. Where a concrete roof deck is used and the above- deck thermal insulation is covered with an approved roof covering.

[BF] 1508.1.1 Cellulosic fiberboard. Cellulosic fiber- board roof insulation shall conform to the material and installation requirements of Chapter 23.

[BF] 1508.2 Material standards. Above-deck thermal insu- lation board shall comply with the standards in Table 1508.2.

[BF] TABLE 1508.2 MATERIAL STANDARDS FOR ROOF INSULATION

SECTION 1509 RADIANT BARRIERS INSTALLED ABOVE DECK

[BF] 1509.1 General. Reserved.

[BF] 1509.2 Fire testing. Reserved.

[BF] 1509.3 Installation. Reserved.

[BF] 1509.4 Material standards. Reserved.

SECTION 1510 ROOFTOP STRUCTURES

[BG] 1510.1 General. The provisions of this section shall govern the construction of rooftop structures.

[BG] 1510.2 Penthouses. Penthouses in compliance with Sections 1510.2.1 through 1510.2.5 shall be considered as a

portion of the story directly below the roof deck on which such penthouses are located. All other penthouses shall be considered as an additional story of the building.

[BG] 1510.2.1 Height above roof deck. Penthouses con- structed on buildings of other than Type I construction shall not exceed 18 feet (5486 mm) in height above the roof deck as measured to the average height of the roof of the penthouse.

Exceptions:

1. Where used to enclose tanks or elevators that travel to the roof level, penthouses shall be per- mitted to have a maximum height of 28 feet (8534 mm) above the roof deck.

2. Penthouses located on the roof of buildings of Type I construction shall not be limited in height.

[BG] 1510.2.2 Area limitation. The aggregate area of penthouses and other enclosed rooftop structures shall not exceed one-third the area of the supporting roof deck. Such penthouses and other enclosed rooftop structures shall not be required to be included in determining the building area or number of stories as regulated by Section 503.1. The area of such penthouses shall not be included in determining the fire area specified in Section 901.7.

[BG] 1510.2.3 Use limitations. Penthouses shall not be used for purposes other than the shelter of mechanical or electrical equipment, tanks, or vertical shaft openings in the roof assembly.

[BG] 1510.2.4 Weather protection. Provisions such as louvers, louver blades or flashing shall be made to protect the mechanical and electrical equipment and the building interior from the elements.

[BG] 1510.2.5 Type of construction. Penthouses shall be constructed with walls, floors and roofs as required for the type of construction of the building on which such pent- houses are built.

Exceptions:

1. On buildings of Type I construction, the exterior walls and roofs of penthouses with a fire separa- tion distance greater than 5 feet (1524 mm) and less than 20 feet (6096 mm) shall be permitted to have not less than a 1-hour fire-resistance rating. The exterior walls and roofs of penthouses with a fire separation distance of 20 feet (6096 mm) or greater shall not be required to have a fire-resis- tance rating.

2. On buildings of Type I construction two stories or less in height above grade plane or of Type II construction, the exterior walls and roofs of pent- houses with a fire separation distance greater than 5 feet (1524 mm) and less than 20 feet (6096 mm) shall be permitted to have not less than a 1- hour fire-resistance rating or a lesser fire-resis- tance rating as required by Table 602 and be con- structed of fire-retardant-treated wood. The exterior walls and roofs of penthouses with a fire separation distance of 20 feet (6096 mm) or

Cellular glass board ASTM C552

Composite boards ASTM C1289, Type III, IV, V or VI

Expanded polystyrene ASTM C578

Extruded polystyrene ASTM C578

Fiber-reinforced gypsum board ASTM C1278

Glass-faced gypsum board ASTM C1177

Lightweight insulating concrete

ASTM C495, ASTM C513, ASTM C796, ASTM C869

Mineral fiber insulation board ASTM C726

Perlite board ASTM C728

Polyisocyanurate board ASTM C1289, Type I or II

Wood fiberboard ASTM C208

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greater shall be permitted to be constructed of fire-retardant-treated wood and shall not be required to have a fire-resistance rating. Interior framing and walls shall be permitted to be con- structed of fire-retardant-treated wood.

3. On buildings of Type III, IV or V construction, the exterior walls of penthouses with a fire sepa- ration distance greater than 5 feet (1524 mm) and less than 20 feet (6096 mm) shall be permitted to have not less than a 1-hour fire-resistance rating or a lesser fire-resistance rating as required by Table 602. On buildings of Type III, IV or VA construction, the exterior walls of penthouses with a fire separation distance of 20 feet (6096 mm) or greater shall be permitted to be of Type IV or noncombustible construction or fire-retar- dant-treated wood and shall not be required to have a fire-resistance rating.

[BG] 1510.3 Tanks. Tanks having a capacity of more than 500 gallons (1893 L) located on the roof deck of a building shall be supported on masonry, reinforced concrete, steel or Type IV construction provided that, where such supports are located in the building above the lowest story, the support shall be fire-resistance rated as required for Type IA con- struction.

[BG] 1510.3.1 Valve and drain. In the bottom or on the side near the bottom of the tank, a pipe or outlet, fitted with a suitable quick-opening valve for discharging the contents into a drain in an emergency shall be provided.

[BG] 1510.3.2 Location. Tanks shall not be placed over or near a stairway or an elevator shaft, unless there is a solid roof or floor underneath the tank.

[BG] 1510.3.3 Tank cover. Unenclosed roof tanks shall have covers sloping toward the perimeter of the tanks.

[BG] 1510.4 Cooling towers. Cooling towers located on the roof deck of a building and greater than 250 square feet (23.2 m2) in base area or greater than 15 feet (4572 mm) in height above the roof deck, as measured to the highest point on the cooling tower, where the roof is greater than 50 feet (15 240 mm) in height above grade plane shall be constructed of non- combustible materials. The base area of cooling towers shall not exceed one-third the area of the supporting roof deck.

Exception: Drip boards and the enclosing construction shall be permitted to be of wood not less than 1 inch (25 mm) nominal thickness, provided the wood is covered on the exterior of the tower with noncombustible material.

[BG] 1510.5 Towers, spires, domes and cupolas. Towers, spires, domes and cupolas shall be of a type of construction having fire-resistance ratings not less than required for the building on top of which such tower, spire, dome or cupola is built. Towers, spires, domes and cupolas greater than 85 feet (25 908 mm) in height above grade plane as measured to the highest point on such structures, and either greater than 200 square feet (18.6 m2) in horizontal area or used for any pur- pose other than a belfry or an architectural embellishment, shall be constructed of and supported on Type I or II con- struction.

[BG] 1510.5.1 Noncombustible construction required. Towers, spires, domes and cupolas greater than 60 feet (18 288 mm) in height above the highest point at which such structure contacts the roof as measured to the highest point on such structure, or that exceeds 200 square feet (18.6 m2) in area at any horizontal section, or which is intended to be used for any purpose other than a belfry or architec- tural embellishment, or is located on the top of a building greater than 50 feet (1524 mm) in building height shall be constructed of and supported by noncombustible materials and shall be separated from the building below by con- struction having a fire-resistance rating of not less than 1.5 hours with openings protected in accordance with Section 711. Such structures located on the top of a building greater than 50 feet (15 240 mm) in building height shall be supported by noncombustible construction.

[BG] 1510.5.2 Towers and spires. Enclosed towers and spires shall have exterior walls constructed as required for the building on top of which such towers and spires are built. The roof covering of spires shall be not less than the same class of roof covering required for the building on top of which the spire is located.

[BG] 1510.6 Mechanical equipment screens. Mechanical equipment screens shall be constructed of the materials speci- fied for the exterior walls in accordance with the type of con- struction of the building. Where the fire separation distance is greater than 5 feet (1524 mm), mechanical equipment screens shall not be required to comply with the fire-resistance rating requirements.

[BG] 1510.6.1 Height limitations. Mechanical equipment screens shall not exceed 18 feet (5486 mm) in height above the roof deck, as measured to the highest point on the mechanical equipment screen.

Exception: Where located on buildings of Type IA construction, the height of mechanical equipment screens shall not be limited.

[BG] 1510.6.2 Type I, II, III and IV construction. Regardless of the requirements in Section 1510.6, mechanical equipment screens that are located on the roof decks of buildings of Type I, II, III or IV construction shall be permitted to be constructed of combustible materi- als in accordance with any one of the following limita- tions:

1. The fire separation distance shall be not less than 20 feet (6096 mm) and the height of the mechanical equipment screen above the roof deck shall not exceed 4 feet (1219 mm) as measured to the highest point on the mechanical equipment screen.

2. The fire separation distance shall be not less than 20 feet (6096 mm) and the mechanical equipment screen shall be constructed of fire-retardant-treated wood complying with Section 2303.2 for exterior installation.

3. Where exterior wall covering panels are used, the panels shall have a flame spread index of 25 or less when tested in the minimum and maximum thick- nesses intended for use, with each face tested inde-

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pendently in accordance with ASTM E84 or UL 723. The panels shall be tested in the minimum and maximum thicknesses intended for use in accor- dance with, and shall comply with the acceptance criteria of, NFPA 285 and shall be installed as tested. Where the panels are tested as part of an exte- rior wall assembly in accordance with NFPA 285, the panels shall be installed on the face of the mechanical equipment screen supporting structure in the same manner as they were installed on the tested exterior wall assembly.

[BG] 1510.6.3 Type V construction. The height of mechanical equipment screens located on the roof decks of buildings of Type V construction, as measured from grade plane to the highest point on the mechanical equipment screen, shall be permitted to exceed the maximum build- ing height allowed for the building by other provisions of this code where complying with any one of the following limitations, provided the fire separation distance is greater than 5 feet (1524 mm):

1. Where the fire separation distance is not less than 20 feet (6096 mm), the height above grade plane of the mechanical equipment screen shall not exceed 4 feet (1219 mm) more than the maximum building height allowed;

2. The mechanical equipment screen shall be con- structed of noncombustible materials;

3. The mechanical equipment screen shall be con- structed of fire-retardant-treated wood complying with Section 2303.2 for exterior installation; or

4. Where the fire separation distance is not less than 20 feet (6096 mm), the mechanical equipment screen shall be constructed of materials having a flame spread index of 25 or less when tested in the mini- mum and maximum thicknesses intended for use with each face tested independently in accordance with ASTM E84 or UL 723.

[BG] 1510.7 Photovoltaic systems. Rooftop-mounted photo- voltaic systems shall be designed in accordance with this sec- tion.

[BG] 1510.7.1 Wind resistance. Rooftop-mounted photo- voltaic systems shall be designed for wind loads for com- ponent and cladding in accordance with Chapter 16 using an effective wind area based on the dimensions of a single unit frame.

[BG] 1510.7.2 Fire classification. Rooftop-mounted pho- tovoltaic systems shall have the same fire classification as required for the roof assembly by Section 1505.

[BG] 1510.7.3 Installation. Rooftop-mounted photovol- taic systems shall be installed in accordance with the man- ufacturer’s instructions.

[BG] 1510.7.4 Photovoltaic panels and modules. Photo- voltaic panels and modules mounted on top of a roof shall be listed and labeled in accordance with UL 1703 and

shall be installed in accordance with the manufacturer’s installation instructions.

[BG] 1510.8 Other rooftop structures. Rooftop structures not regulated by Sections 1510.2 through 1510.7 shall com- ply with Sections 1510.8.1 through 1510.8.5, as applicable.

[BG] 1510.8.1 Aerial supports. Aerial supports shall be constructed of noncombustible materials.

Exception: Aerial supports not greater than 12 feet (3658 mm) in height as measured from the roof deck to the highest point on the aerial supports shall be permit- ted to be constructed of combustible materials.

[BG] 1510.8.2 Bulkheads. Bulkheads used for the shelter of mechanical or electrical equipment or vertical shaft openings in the roof assembly shall comply with Section 1510.2 as penthouses. Bulkheads used for any other pur- pose shall be considered as an additional story of the building.

[BG] 1510.8.3 Dormers. Dormers shall be of the same type of construction as required for the roof in which such dormers are located or the exterior walls of the building.

[BG] 1510.8.4 Fences. Fences and similar structures shall comply with Section 1510.6 as mechanical equipment screens.

[BG] 1510.8.5 Flagpoles. Flagpoles and similar structures shall not be required to be constructed of noncombustible materials and shall not be limited in height or number.

[BG] 1510.9 Structural fire resistance. The structural frame and roof construction supporting imposed loads upon the roof by any rooftop structure shall comply with the requirements of Table 601. The fire-resistance reduction permitted by Table 601, Note a, shall not apply to roofs containing rooftop structures.

1510.10 Mechanical units. Roof mounted mechanical units shall be mounted on curbs raised a minimum of 8 inches (203 mm) above the roof surface, or where roofing materials extend beneath the unit, on raised equipment supports provid- ing a minimum clearance height in accordance with Table 1510.10.

Exception: In buildings where the existing rooftop equip- ment, in the opinion of the building official, provides suf- ficient clearance to repair, recover, replace and/or maintain the roofing system or any of its components, such existing equipment need not comply with Table 1510.10.

TABLE 1510.10 CLEARANCE BELOW RAISED ROOF

MOUNTED MECHANICAL UNITS

For SI: 1 inch = 25.4mm.

�

WIDTH OF MECHANICAL UNIT (inches)

MINIMUM CLEARANCE ABOVE SURFACES (inches)

< 24 14

24 < 36 18

36 < 48 24

48 < 60 30

> 60 48

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SECTION 1511 EXISTING ROOFING

1511.1 General. Materials and methods of application used for recovering or replacing an existing roof covering shall comply with the requirements of Chapter 15.

Exception: Reroofing shall not be required to meet the minimum design slope requirement of one-quarter unit vertical in 12 units horizontal (2-percent slope) in Section 1507 for roofs that provide positive roof drainage.

1511.1.1 Not more than 25 percent of the total roof area or roof section of any existing building or structure shall be repaired, replaced or recovered in any 12-month period unless the entire existing roofing system or roof section is replaced to conform to requirements of this code.

1511.2 Structural and construction loads. Structural roof components shall be capable of supporting the roof-covering system and the material and equipment loads that will be encountered during installation of the system.

1511.3 Recovering versus replacement. New roof cover- ings shall not be installed without first removing all existing layers of roof coverings down to the roof deck where any of the following conditions occur:

1. Where the existing roof or roof covering is water soaked or has deteriorated to the point that the existing roof or roof covering is not adequate as a base for addi- tional roofing.

2. Where the existing roof covering is wood shake, slate, clay, cement or asbestos-cement tile.

3. Where the existing roof has two or more applications of any type of roof covering.

4. When blisters exist in any roofing, unless blisters are cut or scraped open and remaining materials secured down before applying additional roofing.

5. Where the existing roof is to be used for attachment for a new roof system and compliance with the securement provisions of Section 1504.1 cannot be met.

Exceptions:

1. Complete and separate roofing systems, such as standing-seam metal roof systems, that are designed to transmit the roof loads directly to the building’s structural system and that do not rely on existing roofs and roof coverings for support, shall not require the removal of existing roof cov- erings.

2. Reserved.

3. The application of a new protective coating over an existing spray polyurethane foam roofing sys- tem shall be permitted without tear-off of existing roof coverings.

4. Where the existing roof assembly includes an ice barrier membrane that is adhered to the roof deck, the existing ice barrier membrane shall be permit- ted to remain in place and covered with an addi- tional layer of ice barrier membrane in accordance with Section 1507.

1511.3.1 Roof recover. Reserved.

1511.3.1.1 Exceptions. Reserved.

1511.4 Roof recovering. Where the application of a new roof covering over wood shingle or shake roofs creates a combus- tible concealed space, the entire existing surface shall be cov- ered with gypsum board, mineral fiber, glass fiber or other approved materials securely fastened in place.

1511.5 Reinstallation of materials. Existing slate, clay or cement tile shall be permitted for reinstallation, except that damaged, cracked or broken slate or tile shall not be rein- stalled. Existing vent flashing, metal edgings, drain outlets, collars and metal counterflashings shall not be reinstalled where rusted, damaged or deteriorated. Aggregate surfacing materials shall not be reinstalled.

1511.6 Flashings. Flashings shall be reconstructed in accor- dance with approved manufacturer’s installation instructions or RAS 111. Metal flashing to which bituminous materials are to be adhered shall be primed prior to installation.

SECTION 1512 HIGH-VELOCITY HURRICANE ZONES—GENERAL

1512.1 Scope. Sections 1512 through 1525 set forth minimum requirements for the materials and installation of roofing com- ponents, roofing systems, roofing assemblies and the water- proofing thereof.

1512.2 Application. These high-velocity hurricane zone roof- ing requirements with associated roofing application stan- dards (RAS) and testing application standards (TAS) are to be implemented in the HVHZ, or where the jurisdiction having authority has adopted their use.

1512.2.1 All roofing components, roofing systems and roofing assemblies for construction regulated by this code shall comply with this chapter. All roofing components, roofing systems and roofing assemblies shall have a valid and current product approval. In the event that the manu- facturers published literature or instructions are in conflict with those of the product approval, the product approval shall prevail. Where items specifically and expressly addressed in this chapter are in conflict with the product approval, the provisions of this chapter shall prevail.

1512.2.2 Innovative products and/or systems outside those currently recognized under this chapter may have a prod- uct approval issued based on performance testing; in such case(s) the conditions set in the product approval shall pre- vail.

1512.2.3 For roofing systems to be installed on a specific building or structure, where an existing product approval may not be applied, such roofing system shall be permitted to be approved on a one-time project basis by the authority having jurisdiction, provided the applicant demonstrates, by testing and/or rational analysis that such roofing system complies with the provision of this code.

1512.2.4 Where a product approval does not address a detail for a specific job condition, the permit applicant may propose to the building official an alternate detail to address the specific need of the job. The building official

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shall be permitted to approve such proposal if it can be demonstrated that the provisions of this code will be met.

1512.2.5 Workmanship standards. All roofing work shall be performed by a qualified contractor licensed to perform roofing, in compliance with the tolerances, qual- ity and methods of construction established herein or set forth in the standards adopted by these high-velocity hurri- cane zone requirements. Roofing assemblies detailed in the product approval shall be installed in strict compliance with the method of application set forth in such product approval or, if not part of the product approval, in compli- ance with manufacturer’s published application instruc- tions, or as approved by the building official. (Aesthetic issues not affecting the performance of the roof are not part of this chapter.)

1512.2.5.1 Appearance. Where the architectural appearance of the underside of the roof is to be pre- served, an alternate method of attachment complying with the windload requirements of Chapter 16 (High- Velocity Hurricane Zones) may be proposed unless oth- erwise addressed in Chapter 15. The alternative attach- ment shall be prepared, signed and sealed by a Florida- registered architect or a Florida-registered engineer, which architect or engineer shall be proficient in struc- tural design.

1512.3 Permits outside these high-velocity hurricane zone requirements shall comply with Section 105. Permits within the HVHZ shall be required for all work in connection with the application, repair or maintenance of any roofing compo- nent or any roofing assembly and/or any of its components except as otherwise permitted in Section 105 of this code.

1512.3.1 All new roofing construction, including recover- ing and reroofing, repair or maintenance shall have an HVHZ Uniform Roofing Permit Application, as required by the authority having jurisdiction, completed and exe- cuted by a licensed contractor.

1512.3.2 The HVHZ Uniform Roofing Permit Application shall include calculations in accordance with Chapter 16 (High-Velocity Hurricane Zones) of this code, unless the roofing assembly is less than the height/pressure threshold allowed in the applicable protocols herein.

1512.3.3 Reserved.

1512.3.4 Attachments to the HVHZ Uniform Roofing Per- mit Application shall include two copies of each of the fol- lowing documents: properly executed OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS herein; the fire directory listing pages, product approval, and applicable detail drawings; the municipal permit appli- cation; other components approvals; and any other addi- tional data required by the authority having jurisdiction needed to determine the integrity of the roofing system.

1512.4 Inspections.

1512.4.1 All roofing work for which a permit is required shall be inspected by the building official. One or more inspections may be performed at the same time at the request of the roofing contractor or when feasible. Lack of roofing contractor’s personnel at the job site, in and of

itself, shall not be cause to fail the inspection. Certain roofing inspections shall be performed during specific phases of the applications as noted below:

1512.4.2 For discontinuous roofing systems (as defined herein or in Chapter 2):

1512.4.2.1 During or after application of the base sheet, anchor sheet or underlayment of any roofing system.

1512.4.2.2 During the installation of the cap sheet.

1512.4.2.3 During the installation of any prepared roof covering, such as shingles, tiles, slates, shakes and sim- ilar.

1512.4.2.4 Upon completion of all adhesive-set and mortar-set tile systems, and prior to the final inspec- tion, a field verification and static uplift test, in compli- ance with TAS 106 shall be required to confirm tile adhesion to the underlayment. This test may be required by the building official for mechanically attached tile systems. All results of this test shall be submitted to the building official.

1512.4.3 For continuous roofing systems (as defined herein or in Chapter 2):

1512.4.3.1 During application of any roofing system prior to the full concealment of the adhesion/attach- ment process to the roof deck or to the existing roofing assembly.

1512.4.3.2 In cases where a roof area is less than 1,500 square feet (139 m2), and when the building official is not able to perform any of the above requested inspec- tion in a timely manner, the building official may authorize to continue with the work and may require that satisfactory evidence be provided to show that the covered work was performed in compliance with this code.

1512.4.3.3 After all roofing work has been completed, a final inspection shall be performed by the building official.

SECTION 1513 HIGH-VELOCITY HURRICANE ZONES—

DEFINITIONS 1513.1 Definitions. For definitions outside Sections 1512 through 1525 and accompanied RAS and TAS, see Chapter 2. For the purposes of Sections 1512 through 1525, accompa- nying RAS, TAS and roofing products approval, roofing terms shall be defined in compliance with ASTM D1079, unless otherwise defined below. The definitions listed below shall take preference. Other terms used herein shall be defined as set forth in Chapter 2 of this code.

AIR PERMEABLE ROOFING SYSTEM. A roofing sys- tem consisting of a prepared roof covering over an approved underlayment on a sloped roof. The components within the prepared roof covering are discontinuously laid and small, with unsealed side and head laps. Air permeable roofing sys- tems shall be applied over sheathed decks with either mechanical attachment or a mortar/adhesive bond. Any roof- ing system with sealed side or head laps shall not be defined

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as an air permeable roofing system. The authority having jurisdiction may require testing in compliance with TAS 116, to determine whether a roofing system is air permeable.

ANCHOR SHEET. A roofing felt mechanically attached to a nailable deck with approved fasteners to which insulation is then installed in a solid mopping of asphalt. The roofing membrane is then installed to the insulation in the usual man- ner.

ARCHITECTURAL METAL PANEL. Water shedding (hydrokinetic) roof panel fastened to a roof deck.

ASTM (ASTM International). A scientific and technical organization that is responsible for the development of stan- dards on characteristics and performance of materials, prod- ucts, systems, as adopted for the high-velocity hurricane zone.

NET FREE VENTILATING AREA (NFVA). The gross area of the smallest plane area of the ventilating device reduced by the percentage of physical obstruction to the plane area.

BASE SHEET. The bottom or first ply of a roofing assembly over which subsequent roofing plies are applied. A base sheet may be designed for mechanical attachment, full or partial adhesion to the substrate.

BUILDING INTEGRATED PHOTOVOLTAIC ROOF- ING. A roofing product consisting of electricity generating photovoltaic component integrated into a roof covering.

“CLASS A” ROOFING ASSEMBLY. A roofing assembly that, in combination with the roof slope, has been classified by an approved testing agency, with a listing and follow-up service, as “Class A” in compliance with ASTM E108 or UL 790.

“CLASS B” ROOFING ASSEMBLY. A roofing assembly that, in combination with the roof slope, has been classified by an approved testing agency, with a listing and follow-up service, as “Class B” in compliance with ASTM E108 or UL 790.

“CLASS C” ROOFING ASSEMBLY. A roofing assembly that, in combination with the roof slope, has been classified by an approved testing agency, with a listing and follow-up service, as “Class C” in compliance with ASTM E108 or UL 790.

CONTINUOUS ROOFING SYSTEM. A roof covering, composed from a single or multiple layers, forming a homog- enous membrane over the entire roof surface, applied to either a flat or pitched roof surface(s).

CORROSION RESISTANT. Any component that passes FM Global Test Standard 4470’s Appendix, as modified, and set forth in TAS 114.

COUNTER BATTENS. Vertical wood strips installed on sloped roofs over which horizontal battens are secured. The primary roof covering is attached or secured to these horizon- tal battens.

COUNTERFLASHING. Formed metal or elastomeric sheeting secured on or into a wall, curb, pipe, roof-top unit or other surface to cover and protect the upper edge of a base flashing and its associated fasteners.

DISCONTINUOUS ROOFING SYSTEM. A roofing sys- tem with unsealed overlapping components, where the com- bined roofing system has openings at the point of overlap, applied to a sloped surface with a pitch of 2:12, or greater. Discontinuous roofing systems include asphalt shingles; con- crete, clay or metal tile; wood shingles or shakes; and cement fiber roofing systems.

DRY-IN. The process of applying the first layer of felt in a roofing system.

FM Approvals. A research and testing organization that is responsible for examination and testing of construction and other products on behalf of member insurance companies.

FASTENER WITHDRAWAL RESISTANCE TEST. A static pullout test of mechanical fasteners, which are used to anchor any roofing component, to determine the force required to withdraw a fastener from the substrate. Testing shall be in compliance with the test procedure detailed in TAS 105.

FIRE-RESISTANT ROOF COVERING. Any Class A, Class B or Class C roofing system applied to the appropriate deck type within the specified slope of the listed classifica- tion.

FLASHING. The roofing component used to seal roofing systems, where the system is interrupted or terminated.

LAP. See NRCA Manual, 4th edition.

METAL PROFILE. Including but not limited to eave and gable drip, gravel stop, raised edge systems and fascia sys- tems. All composite and nonmetallic flashing materials shall have a product approval.

MINIMUM CHARACTERISTIC RESISTANCE FORCE. A force or pressure which is representative of data from withdrawal resistance testing; static uplift testing; and/ or wind uplift testing after the data has been statistically ana- lyzed to a 95-percent level of precision.

METAL ROOF PANEL. An interlocking metal sheet hav- ing an installed weather exposure equal or greater than 3 square feet (0.3 m2) per sheet.

METAL ROOF SHINGLE. An interlocking metal sheet having an installed weather exposure less than 3 square feet (0.3 m2) per sheet.

MOMENT. A quantity that represents the effect of a force applied at a particular point in relation to a specific point or axis.

NRCA. The NRCA Roofing and Waterproofing Manual, 5th edition, as published by the National Roofing Contractors Association.

PREPARED ROOF COVERING. Any manufactured or processed roof covering designed for use as the top layer of a discontinuous roofing system applied to a sloped roof.

RAS. Roofing Application Standards.

RECOVERING. The process of covering an existing roof- ing assembly with a new roofing system or a prepared roofing system.

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REPAIR. The work of corrective procedures by replacing or altering an existing roofing component or system to eliminate water intrusion.

REROOFING. The process of recovering or replacing an existing roofing system, either in its entirety or in existing sections.

RIDGE VENT. A ventilator located within 18 inches (457 mm) of the ridge that allows the escape of warm and/or moist air from the attic area or rafter cavity.

ROOFING ACCESSORY. A type of roofing product as described in Section 1517.6 of this code.

ROOFING ASSEMBLY. An assembly of interacting roof- ing components [includes the roof deck, vapor retarder (if present), insulation, and roof covering].

ROOFING COATINGS, ADHESIVES AND MASTICS. Any and all liquid materials applied to the roofing membrane layer to enhance ultraviolet light resistance; increase resis- tance to fire; increase reflectivity of the roofing assembly; or, in some way, enhance the performance of the roofing assem- bly. Roofing coatings, adhesives or mastics shall not contain asbestos materials.

ROOF COVERING. An assembly of multiple field-applied components or a single component designed to weatherproof a building’s top surface. A roof covering may be a roofing assembly or form a portion thereof.

ROOFING COMPONENT. A roofing product that is incor- porated into various roofing assemblies.

ROOF DECK. Solid or spaced sheathing to which the roof- ing or waterproofing system is applied.

ROOF REPLACEMENT. The process of removing the existing roof covering, repairing any damaged substrate and installing a new roof covering.

ROOFING MAINTENANCE. The work of extending the longevity of a roofing system through preventative care, such as refilling pitch pans, applying coatings, regraveling, resur- facing and recaulking.

ROOF SECTION. A separation or division of a roof area by existing expansion joints, parapet walls, flashing (excluding valleys), difference of elevation (excluding hips and ridges), roof type or legal description; not including the roof area required for a proper tie-off with an existing system.

ROOFING SYSTEM. A system of interacting roofing com- ponents, generally consisting of membrane or primary roof covering and insulation (not including the roof deck) designed to weatherproof, and sometimes to improve, the building’s thermal resistance.

HIGH ROOF TILE PROFILE. Those tiles having a rise- to-width ratio greater than 0.20.

LOW ROOF TILE PROFILE. Those tiles having a rise-to- width ratio less or equal than 0.20; except those tiles meeting the flat profile definition.

FLAT ROOF TILE PROFILE. Those tiles with less than 1/2- inch (12.7 mm) rise.

STRUCTURAL METAL PANEL. Roof covering intended to be self-supporting between structural members (see Sec- tions 2003.8.2 and 2222.4).

TAS. Testing Application Standard.

UNDERLAYMENT. One or more water-shedding layers applied to a sloped roof prior to the application of a prepared roof covering. The primary purpose of an underlayment is defined as a water shedding layer to function in combination with a prepared roof covering.

WOOD SHAKES. Tapered or straight pieces of red cedar, or other wood types, of widths ranging from 3 inches to 14 inches (76 mm to 356 mm) ranging in lengths from 18 inches to 32 inches (457 mm to 813 mm) applied to a sloped roof, in conjunction with an approved underlayment, forming a dis- continuous prepared roof system.

WOOD SHINGLES. Tapered pieces of red cedar, or other wood types, sawn on both faces, of widths ranging from 3 inches to 14 inches (76 mm to 356 mm) and lengths of 16 inches (406 mm), 18 inches (457 mm), and 24 inches (610 mm) applied to a sloped roof forming a discontinuous pre- pared roof system.

SECTION 1514 HIGH-VELOCITY HURRICANE ZONES—

WEATHER PROTECTION

1514.1 General. Roof decks shall be covered with roof cov- erings secured to the building or structure in accordance with the provisions of this chapter. Roof coverings shall be designed, installed and maintained in accordance with this code and the manufacturer’s installation instructions such that the roof covering shall serve to protect the building or structure. All roof coverings, roof systems and roof assem- blies shall be designed and installed to resist the windload requirements of Chapter 16 (High-Velocity Hurricane Zones) of this code.

1514.2 Flashings. All roof flashing and terminations shall be designed and installed to resist the windload requirements of Chapter 16 (High-Velocity Hurricane Zone) of this code, and shall be in compliance with the provisions set forth in RAS 111.

1514.2.1 Locations. Where flashing is of metal, the metal shall conform with the provisions of RAS 111.

1514.2.2 Membrane flashings. All membrane flashing shall be installed according to the roof assembly manufac- turer’s published literature and in accordance with the pro- visions set forth in RAS 111.

1514.2.2.1 Membrane flashings shall be embedded in hot bitumen or an approved adhesive.

1514.2.3 Metal flashings and terminations. Metal flash- ing and terminations shall be of the material and thickness described in Section 1517.6 and RAS 111 of this code, and shall be designed and installed in accordance with RAS 111.

1514.2.3.1 Metal surfaces shall be primed with an ASTM D41 or ASTM D43 primer, as appropriate and

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allowed to dry prior to receiving hot bitumen or cold adhesive.

1514.2.4 Metal counterflashing. Metal counterflashing shall be of the material and thickness described in Section 1517.6 and RAS 111 of this code, and shall be installed in accordance with RAS 111.

1514.2.4.1 Metal counterflashing shall be built into walls, set in reglets or applied as stucco type and shall be turned down over base flashing not less than 3 inches (76 mm).

1514.2.4.2 Metal counterflashing shall be side lapped a minimum of 4 inches (102 mm).

1514.2.4.3 Metal counterflashing, where set in reglets or surface-mounted, shall be waterproofed, in accor- dance with applicable application standards.

1514.2.4.4 Where metal counterflashing is used as the means of sealing (such as a vented system) it shall be set in an approved sealant, sealed with an approved adhesive on the top flange and all joints shall be sealed with an approved sealant and lapped a minimum of 4 inches (102 mm).

1514.2.5 Roof penetration flashing.

1514.2.5.1 All pipes shall be flashed with approved lead sleeve-type, pitch pans or other approved methods detailed in the roofing system assembly product approval. Lead flashing shall not be less than 2.5 pounds per square foot (12.2 kg/m2). Flanges shall be a minimum of 4 inches (102 mm).

1514.2.5.2 Other roof penetrations shall be suitably flashed with curbs, collars, pitch pans, in compliance with RAS 111 or an approved method, in compliance with the roofing system assembly product approval.

1514.2.5.3 No roof penetration shall be located in roof valleys.

1514.3 Coping. Copings shall be designed and installed to resist the windload requirements of Chapter 16 (High-Veloc- ity Hurricane Zones) of this code, and shall be in accordance with the provisions set forth in RAS 111.

1514.4 Roof drainage. Unless roofs are sloped to drain over roof edges, roof drains shall be installed at each low point of the roof. Where required for roof drainage, scuppers shall be placed level with the roof surface in a wall or parapet. The scupper shall be located as determined by the roof slope and contributing roof area. Scuppers shall be sized in accordance with the provisions contained in ASCE 7, Section 8 with commentary and shall comply with Section 1611 herein.

1514.4.1 Gutters. Gutters shall be in compliance with RAS 111.

1514.4.2 Overflow drains and scuppers. Where roof drains are required, overflow drains or overflow scuppers sized in accordance with Florida Building Code, Plumb- ing shall be installed with the inlet flow line located not less than 2 inches (51 mm) or more than 4 inches (102 mm) above the low point of the finished roofing surface, excluding sumps. Overflow scuppers shall be a minimum

of 4 inches (102 mm) in any dimension and shall be located as close as practical to required vertical leaders, conductors or downspouts. Overflow drains and scuppers shall also comply with the Florida Building Code, Plumb- ing, and Section 1611 of this code.

1514.4.2.1 When overflow scuppers and roof drains are installed, they shall be lined with approved metal or other approved materials set forth in the roofing system assembly product approval.

1514.4.2.2 When recovering, reroofing or repairing an existing roof, the existing number of scuppers and/or roof drains shall not be reduced, unless a new drainage system is designed by an architect or engineer, in com- pliance with the provisions of this code.

1514.4.3 Sizing and discharge. Roof drains, gutters, con- ductors and leaders shall be sized and discharge in accor- dance with the Florida Building Code, Plumbing.

SECTION 1515 HIGH-VELOCITY HURRICANE ZONES—

PERFORMANCE REQUIREMENTS

1515.1 General. All roof assemblies, roof coverings and roof systems shall have product approval, and shall meet the fol- lowing minimum requirements.

1515.1.1 All continuous roofing assemblies shall be tested in compliance with FM Test Standards 4470 and/or 4471 (for metal roofing), as modified for the purposes of this code and set forth in TAS 114. Only those components listed within the roofing assembly product approval shall be approved for use with the roof covering. Roofing assemblies shall be acceptable for use in this code’s juris- diction providing they are in compliance with the fire clas- sification required for the structure to which the roofing assembly is to be installed.

1515.1.2 All fastening devices and fastening assemblies used for insulation, anchor sheet or roof coverings shall be tested in compliance with Section 1523 of this code.

1515.1.3 All roofing assemblies shall be tested by a testing laboratory, certified by the certification agency in accor- dance with TAS 301, to confirm compliance with the fire classification and other sections of this code.

1515.1.4 All roofing membranes and components shall be tested in compliance with the physical property test requirements detailed in TAS 110.

1515.1.5 No loose laid ballasted or nonballasted system shall be permitted.

1515.2 Guidelines for roofing applications.

1515.2.1 Decks. All roofing systems and prepared roof coverings shall be installed over solid decks, unless other- wise specifically allowed in other sections of this code.

1515.2.2 Minimum slope. All roofing assemblies must be installed in compliance with the slope requirements speci- fied in the product control approval, in compliance with Table 1515.2.

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TABLE 1515.2 MINIMUM SLOPE

1515.2.2.1 In new construction the minimum deck slope shall be not less than 1/4:12.

1515.2.3 Deck preparation.

1515.2.3.1 Reserved.

1515.2.3.2 All eaves shall provide a firm nailable sub- strate for secure attachment of perimeter edge metal in compliance with RAS 111.

1515.2.3.3 Perimeter edge metal shall be fastened with nails or fasteners fabricated from similar or compatible material. The nails or fasteners shall be as set forth in the roofing assembly product approval.

1515.2.4 Impact resistance. Roof coverings installed on low slope roofs in accordance with Section 1519 shall resist impact damage based on the results of tests con- ducted in accordance with ASTM D3746, ASTM D4272, FM 4470 or TAS 114.

1515.2.5 Ridge vents. Ridge vents shall have a product approval, and shall be tested for wind driven rain in accor- dance with TAS 110 and Section 1523.

SECTION 1516 HIGH-VELOCITY HURRICANE ZONES—

FIRE CLASSIFICATION

1516.1 General. Roof assemblies shall be divided into the classes defined below. Class A, B and C roof assemblies and roof coverings required to be listed by this section shall be tested in accordance with ASTM E108 or UL 790. In addi- tion, fire-retardant-treated-wood roof coverings shall be tested in accordance with ASTM D2898.

1516.2 Fire-resistant roofing assemblies and coverings shall be provided on all structures. Fire classification of roofing assemblies and coverings shall be based on the exposure haz- ard as follows:

1516.2.1 Class A. Zero feet to 20 feet (0 to 6.1 m) distance separation measured horizontally from the closest point of any building edge to the nearest point to an adjoining

structure, and all buildings with occupation greater than 300 persons.

Exception: Brick, masonry, slate, clay or concrete roof tile and exposed concrete roof deck are considered to meet Class A roof covering provisions without testing.

1516.2.2 Class B. All other structures, except as noted below.

1516.2.3 Class C. Structures not occupied by humans.

1516.2.4 All roofing assemblies shall be installed at a slope no greater than the maximum allowed for the required fire classification.

1516.2.5 Waterproofing assembly must possess a Class A, Class B or Class C fire rating as required herein.

SECTION 1517 HIGH-VELOCITY HURRICANE ZONES—MATERIALS 1517.1 Scope. Every roofing component shall comply with the applicable ASTM material standards adopted by this code. All such products shall bear the testing logo imprinted on the material and/or container or shall be marked in a dis- tinctive manner to define compliance with the standards and shall be subject to be evaluated for compliance. The certifica- tion agency shall carry out random testing of labeled products to confirm compliance with ASTM material standard.

1517.2 Compatibility of materials. Reserved.

1517.3 Material specification and physical characteristics. Reserved.

1517.4 Product identification. All roofing components shall be labeled and/or identified as mandated by the product approval.

1517.4.1 ASTM standard roll goods shall be marked with a yellow line to identify the ASTM standard, or such other marking as may be deemed appropriate by the product approval.

1517.5 Fasteners.

1517.5.1 Nails shall be minimum 12 gage, annular ring shank nails having not less than 20 rings per inch, heads not less than 3/8 inch (9.5 mm) in diameter; and lengths sufficient to penetrate through the thickness of plywood panel or wood plank decking not less than 3/16 inch (4.8 mm), or to penetrate into a 1 inch (25 mm) or greater thickness of lumber not less than 1 inch. Nails or wood screws shall be hot-dipped electro- or mechanically galva- nized to a thickness sufficient to resist corrosion in com- pliance with TAS 114, Appendix E, Section 2 (ASTM G85). All nails shall be listed by a certification agency. All nail cartons or carton labels shall be labeled to note com- pliance with the corrosion-resistance requirements. No roofing material shall be fully or partially adhered directly to a nailable deck, unless otherwise noted in the roof assembly product approval.

1517.5.2 Such fasteners shall be applied through “Tin caps” no less than 15/8 inches (41 mm) and not more than 2 inches (51 mm) in diameter and of not less than 32 gage (0.010 inch) sheet metal. “Cap nails” or prefabricated fas-

SYSTEM TYPE SLOPE

Fibrous Cement Shingles 4:12

Metal Panels

Architectural 2:12

Metal Shingles 4:12

Mortar or Adhesive Tile 2:12

Mechanically Fastened Tile 4:12

Asphalt Shingles

Laminated 2:12

3-Tab 2:12

Quarry Slate 3-1/2:12

Wood

Shakes 4:12

Shingles 3-1/2:12

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teners with integral heads complying with this section shall be an acceptable substitute. All “tin caps,” “cap nails” or prefabricated fasteners with integral heads shall be tested for corrosion resistance in compliance with TAS 114 Appendix E, Section 2 (ASTM G85), and shall be product control listed. All of cartons or carton labels “tin caps,” “cap nails” or prefabricated fasteners with integral heads shall be labeled to note compliance with the corro- sion-resistance requirements.

1517.6 Metal roofing accessories. All metal accessories for roofs shall be not less than 26 gage G-90 galvanized or stain- less steel, 16 ounce copper, 0.025-inch (0.6 mm) thick alumi- num, lead sheet with a minimum 2.5 lb/sf (12.2 kg/m2) or equivalent noncorrosive metal alloys or composite materials manufactured for use as roof termination. All composite and nonmetallic flashing materials shall have a product approval.

1517.6.1 Metal accessories may be of a manufactured, shop-fabricated or field-fabricated type, providing the materials and fasteners are in compliance with the mini- mum requirements of this code and shall be sized, designed and installed in compliance with methods set forth in RAS 111.

1517.6.2 Gravel stop or drip edge profiles shall be as fol- lows:

1517.6.2.1 The vertical face shall be a minimum of 1 1/2 inches (38 mm) and shall extend down not less than 1/2 inch (12.7 mm) below the sheathing or other member immediately contiguous thereto. In all cases, the deck flange shall be not less than 2 inches (51 mm) in width. Gravel stop or drip edge shall be sized, designed and installed in compliance with RAS 111.

1517.6.2.2 Gravel stop or drip edge shall be designed so that the bottom (the kick of the metal) of the drip edge shall have a minimum of 1/2-inch (12.7 mm) clear- ance from the structure.

1517.6.2.3 Reserved.

1517.6.2.4 Gravel stops shall be installed after all roof- ing felts have been applied, or in compliance with the application method set forth in the roofing assembly product approval. All asphalt or approved cold adhe- sive bonding areas shall be coated with ASTM D41 or ASTM D43, as required, and allowed to dry prior to application.

1517.6.2.5 Gravel stops and drip edges shall be joined by lapping a minimum of 4 inches (102 mm) and the entire interior of the joints shall be coated with approved flashing cement. Cover and splice plates shall be of the same material as the gravel stop and drip edge, and shall be sized, fabricated and installed in compliance with RAS 111.

1517.6.2.6 The deck flange shall be nailed with an approved minimum 12 gage annular ring shank nail at 4 inches (102 mm) o.c. The nail shall be manufactured from similar and/or compatible material to the termina- tion profile. All composite materials shall be fastened with nonferrous nails.

SECTION 1518 HIGH-VELOCITY HURRICANE ZONES—

ROOF COVERINGS WITH SLOPES 2:12 OR GREATER

1518.1 General. Prepared roof coverings shall be as defined in Section 1513 and in general limited to application over sloped roof decks capable of receiving mechanical fasteners. Prepared roof coverings may be mechanically fastened or, in specific limited cases noted in the product approval, set in an adhesive bond.

1518.2 Underlayments. Underlayment shall be as defined in Section 1513. Underlayment shall be installed in compliance with the roofing component product approval and shall be in compliance with the following minimum requirements:

1518.2.1 Underlayment shall be attached to a nailable deck in a grid pattern of 12 inches (305 mm) between the overlaps, with 6-inch (152 mm) spacing at the overlaps.

1518.2.2 Where the architectural appearance of the under- side is to be preserved, the underlayment shall be secured in accordance with Section 1519.5.2.

1518.2.3 Tin caps and nails or cap nails shall be as defined in Section 1517.5.2.

1518.2.4 Underlayment nails shall be as defined in Section 1517.5.1.

1518.3 If the underlayment is a self-adhering membrane, the membrane shall be applied over a mechanically attached anchor sheet, attached in compliance with Section 1518.2.1.

1518.4 All underlayment applications for prepared roof cov- erings shall be applied in compliance with the manufacturer roofing assembly product approval, and shall be not less than one of the following: (1) a double layer of an ASTM D226 Type I, with a 19-inch (483 mm) headlap; or (2) a single layer of an ASTM D226, Type II with a 4-inch (102 mm) headlap; or (3) a single layer of an ASTM D2626 coated base sheet with a 4-inch (102 mm) headlap, and (4) all endlaps shall be a minimum of 6 inches (152 mm).

1518.5 Fiber cement shingles. Fiber-cement shingles shall be applied in compliance with the shingle manufacturer’s roofing assembly product approval. The roofing system assembly product approval shall meet the following mini- mum requirements:

1518.5.1 All nonasbestos fiber-cement shingles shall con- form to ASTM C 1225.

1518.5.2 Fiber-cement shingles shall be installed in com- pliance with the nailing requirements set forth in the prod- uct approval; however, attachment of each component shall be with not less than two corrosion-resistant fasten- ers. If adhesive is used at the head or side laps, the system shall be defined as a “sealed system” with load calcula- tions in compliance with Chapter 16 (High-Velocity Hur- ricane Zones).

1518.5.3 All intersections shall be flashed in metal as pro- vided in Section 1517.6 and RAS 111.

1518.5.4 Fiber-cement shingles shall be tested as set forth in Section 1523.

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1518.6 Quarry slate. Quarry slates shall be applied in com- pliance with the slate manufacturer’s product approval. The roofing assembly product approval shall meet the following minimum requirements:

1518.6.1 Quarry slates shall be installed with not less than two approved fasteners per slate.

1518.6.2 All terminations and intersections shall be flashed in metal as provided in Section 1517.6 and RAS 111.

1518.6.3 Quarry slates shall be tested in compliance with the requirements set forth in Section 1523.

1518.6.4 Installation of all quarry roof slates shall be lim- ited to a roof mean height of 33 feet (10 m), unless other- wise specifically noted in the product approval.

1518.7 Asphaltic shingles. Asphaltic shingles layout, align- ment and placement of mechanical attachment shall be in compliance with the product approval, and shall be installed in accordance with RAS 115.

1518.7.1 Underlayments meeting or exceeding mini- mum underlayment specifications, as detailed in Sec- tion 1518, shall be applied in compliance with the application methods detailed in the product approval. Where the architectural appearance of the underside of the roof is to be preserved, refer to Section 1519.5.2.

1518.7.2 Installation of all asphaltic shingles shall be lim- ited to a roof mean height of 33 feet (10 m), unless other- wise specifically noted in the product approval.

1518.7.3 The asphaltic shingle product approval shall meet the following minimum requirements.

1518.7.3.1 Where asphaltic shingles are to be installed over insulated roof deck, a suitable nailable substrate, in accordance with Section 1520.5.7 must be installed over the insulation prior to the installation of approved underlayment and shingles.

1518.7.3.2 Asphaltic shingles shall be installed in com- pliance with the product approval, but in no case with less than six approved roofing nails or approved fasten- ing devices which penetrate through the thickness of sheathing or wood plank a minimum of 3/16 inch (4.8 mm) or penetrate into a 1 inch (25 mm) or greater thickness of lumber a minimum of 1 inch (25 mm), except where architectural appearance is to be pre- served, in which case a minimum of 3/4 inch (19 mm) ring shank roofing nail may be used.

1518.7.3.3 Intersections, eaves, rakes, valleys, gable ends, and the starter course of asphaltic shingles shall be set in an 8-inch (203 mm) wide bed of approved cold adhesive or roofing cement. Application of adhesive or cement shall be in compliance with the application instructions of the product approval. Shingles shall not extend more than 1/4 inch (6.4 mm) beyond the eave drip.

1518.7.3.4 All perimeter termination and valleys shall be fabricated from metal. Minimum metal requirements are set forth in Section 1517.6 and RAS 111.

1518.7.3.5 Asphaltic shingles shall be tested in compli- ance with the provisions set forth in Section 1523.

1518.8 Clay and concrete roof tile. Tile shall be clay, con- crete or composition material of various configurations com- plying with the physical property requirements of this code. All tile and tile systems shall be tested in compliance with the provisions set forth in Section 1523. Tile shall have a product approval for a complete tile system, which shall include the tile, underlayment and all tile related accessories required to provide a waterproof system.

1518.8.1 Application. All tile systems shall be installed over solid sheathed decks. All tile installation shall be in accordance with RAS 118, RAS 119, and RAS 120, as applicable.

1518.8.1.1 Roof tile mortar shall either be a premixed unit having a product approval and tested in compli- ance with TAS 123 or a job-site mix approved by the building official and in compliance with RAS 113.

1518.8.2 The roof tile product approval shall specify the slope requirement for each tile and underlayment system in accordance with Table 1515.2.

1518.8.3 All roof tile fasteners shall be tested and comply with the requirements set forth in Section 1523.

1518.8.4 All tile systems. All tile application designs shall comply with the following limitations in order to with- stand the wind loads prescribed in this section, as well as all wind load requirements set forth in Chapter 16 (High- Velocity Hurricane Zones).

1518.8.4.1 Roof tile systems, combining mechanically fastened tile and mortar and/or adhesive, shall be acceptable.

1518.8.4.2 In an air permeable tile roofing system: (1) the length of each tile shall be not less than 12 inches (305 mm) and not greater than 21 inches (533 mm) and the exposed width of the tile shall be between 8.5 inches and 15 inches (216 mm and 381 mm); (2) the maximum thickness of the nose (leading edge) of the tile shall not exceed 1.3 inches (33 mm); and (3) mortar or adhesive set system shall have at least two-thirds of the tile free of mortar and/or adhesive contact.

1518.8.5 The proposed method of attachment for tile sys- tems which are considered to be air permeable, shall pro- vide sufficient attachment resistance (Mf) (listed in tile product approval) to meet or exceed the moment of resis- tance (Mr) as determined by following the procedures out- lined in RAS 127. The aerodynamic multiplier (k) needed in RAS 127 shall be part of the tile product approval and shall be derived from the following formula:s

for direct deck application k = (0.156) × (b) × (l)2

for batten application k = (0.144) × (b) × (l)2

Where b (in feet) = exposed width of the tiles

Where l (in feet) = length of tiles

1518.8.6 The proposed method of attachment for tile sys- tems which are not considered air permeable shall provide a minimum characteristic force (F') (listed in tile product control approval) to meet or exceed the required uplift

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resistance (Fr) as determined by following the procedures outlined in RAS 127.

1518.8.7 Tile systems shall extend beyond the drip edge (not including the rake) not less than 3/4 inch (19 mm) but not more than 2 inches (51 mm).

1518.8.8 Reserved.

1518.8.9 Reserved.

1518.8.10 Mortar or adhesive set tiles applied at an incline from 6:12 up to and including 7:12 shall have the first course of tile (this applies to pan only on two-piece barrel tile) mechanically fastened with not less than one fastener per tile. As an alternate, the first course of tile shall be applied in mortar over a single layer of minimum 20 gage galvanized wire mesh with openings of not less than 1/2 inch (12.7 mm) or greater than 11/2 inches (38 mm) with minimum exposure of 12 inches (305 mm) which is mechanically attached to the deck through the underlay- ment with approved fasteners and tin-cap when back-nail- ing the cap sheet. Additionally, for roof inclines of 6:12 up to and including 7:12, every third tile of every fifth course, shall be mechanically fastened with not less than one fas- tener per tile. For roof inclines above 7:12, in addition to the mortar or adhesive, all tiles shall be mechanically fas- tened with not less than one fastener per tile. Apply approved flashing cement to seal all tile fastener penetra- tions, for all roof inclines.

1518.8.11 All tile systems shall be shingle lapped inter- locking and installed with the headlap as specified in the tile system product approval. In no case shall the mini- mum headlap be less than 2 inches (51 mm) for mortar or adhesive set tile, or less than 3 inches (76 mm) for mechanically set tile, unless restricted by product design.

1518.8.12 Where tiles are to be installed over an insulated roof deck, a suitable nailable substrate, in accordance with Sections 1520.5.6 and 1520.5.7 must be installed over the insulation prior to the installation of approved underlay- ment and tiles.

1518.8.13 For mortar or adhesive set tile, no more than two tiles shall be loose per roofing square [100 square feet (9.3 m2)]. No loose tile shall be adjacent to each other.

1518.9 Metal panels/shingles. Steel panels/shingles shall be a minimum of G-90 corrosion resistant, and shall be not less than 26 gage in thickness. Aluminum panels/shingles shall not be less than 0.025-inch (0.685 mm) thick. All other metal panel/shingle products shall be an equivalent weight. All metal panel/shingle assemblies shall be capable of withstand- ing foot traffic without damage to the metal panels/shingles. Metal panels/shingles shall have product approval for a com- plete metal system, which shall include the panel/shingle, underlayment and all related accessories to provide a com- plete waterproof system.

1518.9.1 All metal panels/shingles assemblies shall be tested in accordance with Section 1523 and TAS 125.

1518.9.2 The entire application method of all metal panel/ shingle systems shall be detailed in the product approval and RAS 133, as applicable.

1518.9.3 Metal shingles may be applied as a recover over a single layer of asphaltic shingles or smooth surface roof- ing, providing the deck is solid sheathed and in compli- ance with the provisions of this code, the existing prepared roof covering is in compliance with provisions of this code and the entire metal shingle system is applied as set forth in the product approval.

1518.9.4 Metal panel/shingle systems shall not extend more than 1 inch (25 mm) beyond the roof eave.

1518.9.5 All intersections shall be flashed in metal as pro- vided in Section 1517.6, RAS 111 and the roof assembly product approval.

1518.10 Wood shingles and shakes. All wood shingles and shakes shall be installed in accordance with RAS 130. Instal- lation of all wood shingles and shakes shall be limited to a roof mean height of 33 feet (10 m), unless otherwise specifi- cally noted in the product approval.

1518.10.1 All wood shingle/shake systems shall be tested in accordance with Section 1523.

1518.11 Building integrated photovoltaic roofing mod- ules/shingles. The installation of building integrated photo- voltaic roofing modules/shingles shall comply with the provisions of this section.

1518.11.1 Material standards. Building integrated pho- tovoltaic roofing modules/shingles shall be listed and labeled in accordance with UL 1703.

1518.11.2 Attachment. Building integrated photovoltaic roofing modules/shingles shall be attached in accordance with the manufacturer’s product approval.

1518.11.3 Wind resistance. Building integrated photovol- taic roofing modules/shingles shall be tested in accordance with procedures and acceptance criteria in TAS 107. Building integrated photovoltaic roofing modules/shingle packaging shall bear a label to indicate compliance with the procedures in TAS 107.

SECTION 1519 HIGH-VELOCITY HURRICANE ZONES—

ROOF COVERINGS WITH SLOPES LESS THAN 2:12

1519.1 General. All adhered roofing components shall be bonded to the various types of substrates in compliance with the requirements set forth in the roofing assembly product approval and the following minimum requirements. The authority having jurisdiction may adopt RAS 150 as the means of complying with the requirements listed in this sec- tion.

1519.2 All packaged asphalt shall have the following data printed on the carton wrapper:

1519.2.1 ASTM designation and type;

1519.2.2 Flash point as determined by ASTM D92, Flash and Fire Point by Cleveland Open Cup; and

1519.2.3 Equiviscous temperature (EVT) at which the asphalt attains a viscosity of 125 centipoise (25 centipoise for coal tar) as determined by ASTM D4402, Viscosity

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Determinations of Unfilled Asphalt Using the Brookfield Thermoset Apparatus.

1519.3 Asphalt types, as defined by ASTM D312, shall be employed in all roofing assemblies. Application of asphalt shall be in compliance with Table 1519.3A and Table 1519.3B or as detailed in the roofing assembly product approval.

1519.4 Back nailing of interply sheets shall not be required when using ASTM D312 Type IV asphalt on slopes less than 3:12.

TABLE 1519.3A SLOPE AND APPLICATION TEMPERATURE CRITERIA

1 inch = 25.4 mm; °C = 5/9 (°F - 32).

1. Temperature and slope measurements are at point of application.

TABLE 1519.3B SLOPE AND APPLICATION TEMPERATURE CRITERIA

1 inch = 25.4 mm; °C = 5/9 (°F - 32).

1519.5 Mechanical attachment. All mechanically attached roofing components shall be attached to the various types of substrates in compliance with the requirements set forth in the roofing assembly product approval and the following minimum requirements.

1519.5.1 Base sheet attachment on wood decks. Nails shall be minimum 12 gage, annular ring shank nails hav- ing not less than 20 rings per inch; heads not less than 3/8 inch (9.5 mm) in diameter; and lengths sufficient to pene- trate through the thickness of plywood panel or wood plank decking not less than 3/16 inch (5 mm), or to pene- trate into a 1-inch (25.4 mm), or greater, thickness of lum- ber not less than 1 inch (25.4 mm). Nails shall be hot dipped; electro- or mechanically galvanized to a thickness sufficient to resist corrosion in compliance with Appendix E of TAS 114. All nails shall have product approval. All nail cartons or carton labels shall be labeled to note com- pliance with the corrosion-resistance requirements. No roofing material shall be fully or partially adhered, unless otherwise noted in the roof assembly product approval directly to a nailable deck.

1519.5.1.1 Tin caps shall meet the requirements of Sec- tion 1517.5.2.

1519.5.1.2 Prefabricated fastener systems complying with Sections 1519.5.1 and 1519.5.1.1 may be used, provided they are product approved.

1519.5.1.3 Spacing of such fasteners shall be in com- pliance with patterns set forth in the roofing assembly product approval.

1519.5.2 Where the architectural appearance of the under- side is to be preserved, a base sheet may be secured in an alternate method of attachment prepared, signed, and sealed by a Florida-registered architect or engineer, or in buildings where the mean roof height does not exceed 15 feet (4.6 m), a base sheet may be secured with 11/4-inch (32 mm) fasteners on supporting members, with a mini- mum of 1/2-inch (12.7 mm) fasteners between the support- ing members, all of which shall be secured through tin caps and nailed 6 inches (152 mm) o.c. in all directions.

1519.5.3 Lightweight insulating concrete. All light- weight insulating concrete shall be vented per roofing sys- tem manufacturer recommendations.

1519.5.3.1 Lightweight concrete shall not be applied over an existing roof deck unless the supporting struc- ture has been approved as adequate to sustain the added weight. Calculations verifying the adequacy of the existing structure to sustain the added weight shall be prepared, signed, sealed and dated by a Florida-regis- tered architect or engineer, who is proficient in struc- tural design, and submitted with the uniform roofing permit application.

1519.5.4 Other nailable decks. The mechanical attach- ment of roofing components to other nailable decks shall be governed by the roofing assembly product approval.

1519.6 Cast-in-place and precast structural concrete decks. Cast-in-place and precast structural concrete decks are considered nonnailable. Concrete decks shall be clean, dry and fully primed with ASTM D41 or ASTM D43, as required, primer applied at a rate of not less than 1 gallon (3.8 L) per square. Hot asphalt or cold adhesive shall not be applied until the primer has fully dried.

1519.6.1 Reserved.

1519.7 Steel decks. Steel decks shall be covered with a roof insulation panel having its own product approval and listed in the roofing assembly product approval. Insulation panels shall be mechanically fastened in compliance with the mechanical attachment patterns listed in the roofing assembly product approval and in accordance with the provisions of RAS 117.

1519.7.1 If the deck thickness on an existing steel deck is less than 22 gage, a field fastener withdrawal-resistance test shall be conducted in compliance with TAS 105 to confirm compliance with the wind load requirements of Chapter 16 (High-Velocity Hurricane Zones). Test results shall be submitted with the uniform roofing permit appli- cation for review prior to issuance of the roofing permit. The field fastener withdrawal-resistance test shall be car- ried out by an approved testing laboratory.

MAXIMUM1

Slope (in./ft)

Temperature (°F)

ASTM D312 TYPES OF ASPHALT

MOP MECHANICAL

Type I Dead Level 1/4 350 ± 25 375 ± 25

Type II Flat 1/2 400 ± 25 425 ± 25

Type III Steep 3 425 ± 25 450 ± 25

Type IV

Special Steep

(All roof tile systems)

N/A 450 ± 25 475 ± 25

ASTM D450 COAL TAR TYPE NO.

TYPE OF COAL TAR

MAXIMUM SLOPE (in./ft)

TEMPERATURE RANGE

(°F)

Type I Coal Tar Pitch 1/4 360 ± 25

Type II Coal Tar Bitumen

1/4 375 ± 25

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1519.7.2 Steel decks shall be welded or mechanically attached to the structure in compliance with the design pressure requirements set forth in Chapter 16 (High- Velocity Hurricane Zones).

1519.7.3 Composite wood and insulation panels shall be mechanically attached to steel decks in compliance with the attachment requirements enumerated in the insulation roofing component product approval. The composite wood insulation panel shall be in compliance with the minimum sheathing requirements of this code.

1519.8 Flashing. All flashing shall be installed according to the roof assembly manufacturer’s published details and litera- ture and in accordance with RAS 111.

1519.9 Valleys. Valleys in BUR shall be installed according to the roof assembly manufacturer’s published literature for high wind areas and in compliance with the applicable detail described in the product approval.

1519.10 Parapet walls. All parapet wall details shall be installed in accordance with the roofing system product approval, manufacturer’s published details and literature and in accordance with approved methods detailed in RAS 111.

1519.11 Insulation. Roof insulation shall be applied in com- pliance with the roofing system product approval and RAS 117.

1519.12 Surfacing. Roofing assemblies shall be surfaced in compliance with the product approval. Surfacing shall be in sufficient quantity to comply with the required fire classifica- tion. Aggregate surfacing shall not be used on slopes greater than 3:12. Aggregate shall be embedded in a flood coat of bitumen applied over a prepared top ply.

1519.12.1 On slopes of 3:12 or less, not less than 400 pound (182 kg) of roofing gravel or 300 pounds (145 kg) of slag per square shall be applied. A minimum of 50 per- cent of the total aggregate shall be embedded in the flood coat of bitumen. Aggregate shall be dry and free from dirt and shall be in compliance with the sizing requirements set forth in ASTM D1863. A building official may request a test to confirm compliance with these requirements.

1519.12.2 On inclines greater than 3:12, a smooth surface coating shall be applied.

1519.12.3 Mineral surfaced cap sheet applications shall not require any additional surfacing unless required with the particular assembly for a fire classification.

1519.12.4 All smooth surface applications shall be coated with an aluminized or emulsion coating, having a valid and current product approval and shall be in compliance with the application instructions in said product approval. Coating quantity shall be in compliance with the required fire rating classification for the structure.

1519.13 Attachment of metal termination. All edge metal and terminations shall be installed according to manufac- turer’s published literature, provided it meets the minimum requirements as set forth in RAS 111 and Chapter 16 (High- Velocity Hurricane Zones).

1519.14 Expansion joints. Expansion joint covers and expansion joint components shall be constructed and installed

in accordance with the roofing assembly manufacturer’s pub- lished literature.

1519.15 Venting roofing assemblies. All roof assemblies shall be applied to a dry substrate. Vapor retarders shall be installed, where applicable, to reduce moisture vapor flow into insulation from the warm, humid building interior, lead- ing to internal condensation. Vents shall be installed to assist in the expulsion of moisture vapor where such vapor may enter the roofing assembly or moisture, as defined in Section 1521.12. Venting units shall not allow vapor to enter the roof- ing assembly when the high vapor pressure side is above the roofing membrane.

1519.16 Waterproofing. Waterproofing systems may be installed in lieu of an approved roof system over sloped or horizontal decks specifically designed for pedestrian and/or vehicular traffic, whether the deck is above occupied or unoc- cupied space. In new construction the minimum deck slope shall be 1/4:12.

1519.16.1 The waterproofing system must possess a cur- rent and valid product approval.

1519.16.2 If an overburden or wearing surface is not to be installed, the waterproofing system must be approved by the manufacturer for use in vehicular and/or pedestrian traffic locations.

1519.16.3 Reserved.

1519.16.4 If any portion of the waterproofing membrane is to remain exposed, the waterproofing system shall be ultra-violet resistant.

1519.16.5 Flashings must be installed in accordance with the waterproofing manufacturer’s published specifications and in compliance with the material and attachment stan- dards of RAS 111.

1519.16.6 The waterproofing system shall be flood tested in accordance with ASTM D5957.

1519.16.6.1 The flood test shall take place after instal- lation of the waterproofing membrane and prior to the installation of any above membrane components, wear- ing surface or overburden.

1519.16.6.2 An approved testing lab shall provide writ- ten verification to the building official confirming that the flood test was performed along with the results, prior to final inspection.

SECTION 1520 HIGH-VELOCITY HURRICANE ZONES—

ROOF INSULATION 1520.1 General. All roof insulation shall have a product approval as an approved roofing component for use in roof- ing assemblies. All insulation shall be tested for physical properties in accordance with TAS 110.

1520.2 Foam plastic. Reserved.

1520.2.1 Foam insulation panels shall be overlaid with a perlite, fiberglass, wood fiber or mineral wool overlay unless specifically stated to the contrary in the roof assem- bly product approval.

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1520.3 Cellulose fiberboard. Reserved.

1520.4 Insulation fasteners, membrane fasteners and stress plates. All insulation fasteners, membrane fasteners and stress plates shall have a roof component product approval, and shall be tested in compliance with RAS 117 Appendixes A, B and C, and TAS 110 and TAS 114, Appen- dix E, Section 3 (DIN 50018), for corrosion resistance.

1520.5 Application. Roof insulation shall be applied in strict compliance with the application methods detailed in the roof assembly product approval and with the requirements set forth in RAS 117.

1520.5.1 Roof insulation, either on the ground or on the roof top, shall be kept dry. The building official shall instruct the removal of the insulation from the job when elevated moisture levels are found in the insulation or where panels cannot achieve 85-percent adhesion.

1520.5.2 When applied in hot asphalt or cold adhesive, no insulation panel’s dimension shall be greater than 4 feet (1219 mm).

1520.5.3 Strip or spot mopping of insulation panels shall be used as an application method only when approved in the roof assembly product approval.

1520.5.4 Where more than one layer of insulation is applied, joints between layers shall be staggered.

1520.5.5 Application in approved cold adhesive shall be as detailed in the product approval and shall be in compliance with the required fire classification.

1520.5.6 Nail boards or composite panels with a nailable surface may be applied to sloped decks for the application of prepared roof covering or metal roofing systems, pro- viding that the nailing surface is minimum 15/32-inch (12 mm) exterior grade plywood sheathing, and has been attached to the deck with approved fastening assemblies in accordance with the windload requirements of Chapter 16 (High-Velocity Hurricane Zones). Composite panels shall be gapped a minimum of 1/8 inch (3.2 mm) to allow for expansion of the sheathing panel.

1520.5.7 Suitable nailable decks installed over rigid board roof insulation in buildings of mean roof height of 35 feet (10.7 m) or less, shall be a minimum of 15/32-inch (12 mm) exterior grade plywood sheathing. These decks shall be fastened to every structural roof frame member or to the existing deck under the insulation, at intervals of not more than 24 inches (610 mm) apart, with a minimum #12 approved insulation fastener spaced at a maximum of 12 inches (305 mm) apart in one direction with a minimum penetration of 11/2 inches (38 mm) into the structural mem- ber or deck. In these cases the maximum thickness of the rigid insulation board shall not exceed 2 inches (51 mm). An alternate method of attachment may be proposed, pro- vided it is in compliance with Chapter 16 (High-Velocity Hurricane Zones), and it is prepared, signed and sealed by a Florida-registered architect or a Florida professional engineer, which architect or engineer shall be proficient in structural design.

1520.5.8 Mechanical attachment of insulation panels at uneven areas shall be acceptable. Hollowing, cutting or

scoring of insulation panels to provide contact shall not be acceptable.

SECTION 1521 HIGH-VELOCITY HURRICANE ZONES—

REROOFING 1521.1 General. Materials and methods of application used for recovering or replacing an existing roof covering, system or assembly shall comply with the requirements set forth in Sections 1512 through 1525.

1521.2 Repairs shall be carried out with roofing components as defined in this chapter having a product approval.

1521.3 Repairs shall be carried out in such a manner as to not create additional ponding water.

1521.4 Not more than 25 percent of the total roof area or roof section of any existing building or structure shall be repaired, replaced or recovered in any 12-month period unless the entire existing roofing system or roof section is replaced to conform to requirements of this code.

1521.5 A roofing system shall not be applied over an existing roof or over an existing roof deck where the roof sheathing has not been fastened in compliance with this code or where the roof sheathing will not permit effective fastening or where sheathing is water soaked or deteriorated so that effec- tive attachment is not possible. All areas of deteriorated sheathing shall be removed and replaced. The building offi- cial shall not be required to inspect the renailing of the sheathing under this section.

1521.6 Structural concrete decks shall be allowed to dry or shall be dried prior to application of an ASTM D41 or ASTM D43, as required, or roofing system proprietary primer where the base sheet or base insulation layer is bonded to the con- crete deck.

1521.7 On lightweight insulating concrete, gypsum and cementitious wood fiber roof decks a field fastener with- drawal-resistance test, in compliance with TAS 105, shall be carried out to confirm compliance with wind load require- ments of Chapter 16 (High-Velocity Hurricane Zones).

1521.7.1 If the tested fasteners exhibit a minimum charac- teristic resistance force less than 80 percent than that listed in the product approval, a structural engineer shall exam- ine the deck’s integrity and provide a proposed attachment specification. Such specification shall be submitted with the uniform roofing permit application for review and approval by the building official prior to the issuance of a roofing permit. Calculations for the attachment of the anchor sheet/base sheet or insulation over these deck types shall be in compliance with RAS 117.

1521.8 Steel decks shall be examined prior to recover for indication of corrosion. Any corrosion identified and exposed on the roof side shall be treated with a rust inhibitor, provid- ing the field fastener withdrawal resistance values of the pro- posed mechanical fasteners comply with the requirements of Chapter 16 (High-Velocity Hurricane Zone) of this code. All steel decks less than 22 gage shall be field tested for fastener withdrawal resistance for compliance with Chapter 16 (High-

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Velocity Hurricane Zones) prior to application of a new roof- ing system. Test results shall be submitted with the uniform roofing permit application.

1521.9 One additional roofing system may be applied over an original roofing assembly, providing the existing roofing assembly complies with the requirements of Section 1521.

1521.10 If the recover roofing assembly is to be bonded to an existing roofing membrane, the existing roofing membrane shall be tested in compliance with TAS 124 for uplift resis- tance. The existing roofing membrane shall resist the design pressures calculated under Chapter 16 (High-Velocity Hurri- cane Zones) of this code. Test results shall be submitted with the uniform roofing permit application.

1521.11 If the recover roofing assembly is mechanically attached through either a base sheet or insulation layer, the attachment assembly shall be field tested for fastener with- drawal resistance in compliance with TAS 105, and labora- tory tested for pull-over resistance to insure compliance with wind uplift requirements set forth in Chapter 16 (High-Veloc- ity Hurricane Zones) of this code. Test results shall be sub- mitted with the uniform roofing permit application. Recover roofing assembly anchor sheet or base sheet shall not be mechanically fastened directly to existing gravel roof unless all gravel is completely removed.

1521.12 Moisture content of the existing roofing assembly to be covered by a new roofing system shall not exceed 5 per- cent by weight in the roofing membrane and 8 percent by weight in commercially manufactured rigid board roof insu- lation as verified by moisture survey performed in accor- dance with TAS 126. Test results shall be submitted with the Uniform Roofing Permit Application. Testing for moisture content shall not be required for existing lightweight insulat- ing concrete, gypsum, and cementitious wood fiber roof decks. All existing lightweight insulating concrete, gypsum and cementitious wood fiber roof decks shall be tested in accordance with Section 1521.7 to confirm compliance with wind load requirements of Chapter 16 (High-Velocity Hurri- cane Zones).

1521.13 Prior to starting the work the contractor has the responsibility of notifying the owner, by means of the roofing permit and required owners notification for roofing consider- ations herein, of any possibility of ponding water and recom- mend a structural review if ponding water is a possibility.

1521.14 If the new roofing system is to be bonded to the existing roof surface, the surface shall be free of all loose gravel, dirt and silt and dry prior to commencement of the roofing application. All blisters shall be cut and repaired prior to roofing application.

1521.14.1 If the existing roof surface has gravel embedded in hot asphalt, all loose gravel shall be removed together with any dirt and silt. The dry membrane surface shall be primed with ASTM D41 primer or proprietary roofing sys- tem primer and allowed to dry thoroughly. A flood coat of ASTM D312, Type III or IV asphalt shall be applied to sufficient depth to cover the remaining embedded gravel. The prepared substrate shall be suitable for application of a new insulation layer only.

1521.14.2 In the case of existing coal tar assemblies, the existing roof surface shall be primed with ASTM D43 primer or covered with a mechanically attached separation board prior to application of a new coal tar assembly. If an existing coal tar assembly is to be cov- ered with an asphalt applied roofing system, only the separation board is acceptable. The attachment of the entire assembly, including the separation board, shall meet the design pressure requirements set forth in Chapter 16 (High-Velocity Hurricane Zones).

1521.14.3 Insulation shall have a product approval as a roofing component approved for use as a part of the roofing assembly. The insulation panels shall be bonded or mechanically attached in compliance with the product approval and RAS 117.

1521.15 Where an existing sloped roof is sheathed with spaced sheathing, any existing prepared roof covering shall be removed. New sheathing shall be applied in compliance with Chapter 16 (High-Velocity Hurricane Zones), or open spacing shall be filled with dimensional lumber to create solid wood sheathing providing the spaced sheathing is in compliance with this code. Spaced sheathing is approved for use with wood shakes and wood shingles only.

1521.16 No recover application shall take place over existing wood shingles, shakes, slate, tile or metal shingles.

1521.17 Asphalt shingle assemblies may be applied over one existing layer of asphalt shingles having not more than 1/8- inch (3.2 mm) difference in level in the existing shingle mate- rial. Recover over an existing shingle system shall be with a product having a product approval as prepared roof covering, in strict compliance with the application method detailed in the product approval.

1521.17.1 Application of elastomeric and or maintenance coating systems over existing asphalt shingles shall be in accordance with the shingle manufacturer’s approved installation instructions.

1521.18 Sprayed polyurethane foam (PUF) and elastomeric coating systems may be applied over existing roofing assem- blies providing the PUF system has obtained a product approval, the deck has been prepared in compliance with the product approval and this code, the application is in strict compliance with the foam manufacturer’s published applica- tion instructions for the environmental conditions at the time of application and post-application inspections conform to RAS 109.

1521.18.1 No PUF system shall be applied over existing composition shingles.

1521.18.2 Upon completion of a PUF system, an inspec- tion of the system shall be carried out by an authorized representative of the coating manufacturer. A certification shall be furnished to the building official within 30 days of completion, confirming that the quality control tests detailed in the PUF system product approval have been carried out with satisfactory results.

1521.18.3 Should a PUF system have inadequate adhesion to meet the design pressures, as set forth in Chapter 16 (High-Velocity Hurricane Zones), the roofing system shall

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be removed and replaced with a roofing system tested to adequate adhesion. An additional inspection shall be required once the roofing system has been replaced. A field adhesion test may be requested by the building offi- cial during the application or at the completion of the proj- ect to confirm adequate adhesion.

1521.18.4 The PUF system shall comply with Section 1521.

1521.18.5 All PUF systems shall be installed by licensed roofing contractors holding an applicator’s certificate from the manufacturer holding the product approval for the PUF system.

1521.19 Roof coverings or roofing components, such as tile, slate or similar, shall not be applied over an existing roofing system.

1521.20 Lightweight insulating concrete shall not be applied over an existing roofing system unless the existing roofing assembly is verified to be adequate to accept the new light- weight insulating concrete and is in compliance with the test- ing required herein.

1521.21 Reserved.

SECTION 1522 HIGH-VELOCITY HURRICANE ZONES—

ROOFTOP STRUCTURES AND COMPONENTS 1522.1 Rooftop structures. Rooftop structures shall be designed and constructed in accordance with the Florida Building Code.

1522.2 Rooftop mounted equipment. All rooftop equipment and supports shall be secured to the structure in compliance with the loading requirements of Chapter 16 (High-Velocity Hurricane Zones). The use of wood “sleepers” shall not be permitted.

1522.3 Machinery, piping, conduit, ductwork, signs and simi- lar equipment may be mounted on roofs in compliance with the following:

1522.3.1 Permanently mounted rooftop equipment shall be installed to provide clearances, in accordance with Table 1522.3, to permit repairs, replacement and/or maintenance of the roofing system or any of its components.

TABLE 1522.3 ROOF MOUNTED EQUIPMENT HEIGHT REQUIREMENTS

For SI: 1 inch = 25.4 mm.

1522.3.2 When reroofing, recovering, performing repair or roof maintenance, and where the roof top equipment is

moved to properly execute such work, the minimum clear- ances of the said equipment support shall be in accordance with Table 1522.3.

1522.3.3 In buildings where the existing rooftop equip- ment, in the opinion of the building official, provides suf- ficient clearance to repair, recover, replace and/or maintain the roofing system or any of its components, such existing equipment need not comply with Table 1522.3.

1522.3.4 Electrical conduit, mechanical piping or any other service lines running on the roof shall be raised not less than 8 inches (203 mm) above the finished roof sur- face.

1522.3.5 Condensate lines shall not drain on the roofing system or any of its components. Condensate lines need not comply with the minimum clearance requirements.

SECTION 1523 HIGH-VELOCITY HURRICANE ZONES—

TESTING 1523.1 Scope. This section defines the minimum testing requirements for substrates, roofing components, roofing sys- tems and roofing assemblies. All roofing products shall be tested for physical properties, water-infiltration, uplift perfor- mance and fire resistance, as addressed within this code.

1523.1.1 Testing requirements for physical properties of all roofing products shall be as set forth in TAS 110.

1523.1.2 Reserved.

1523.2 Application. Testing for substrates, roofing compo- nents, roofing systems and roofing assemblies shall comply with the provisions herein and those of Florida Building Code, Building, TAS and RAS listed in this code.

1523.3 Laboratory certification. All testing required by this code shall be performed by an approved testing laboratory.

1523.4 Margin of safety. A margin of safety of 2:1 shall be applied to all wind uplift resistance test results. All in-situ (on-site) testing shall have an applied 1.45:1 margin of safety.

1523.5 Material labeling. All products shall be identified with the product approval number or logo; or the manufac- turer’s name or logo. ASTM standard roll goods shall be marked with a yellow line to identify the ASTM standard, or such other marking indicated in the product approval.

1523.5.1 All asphalt shingles, tile products and metal roof- ing panels and clips shall be labeled on the underside with the Florida Building Code, Building insignia, or product approval number, or the wording “Florida Building Code, Building Product Approved,” and manufacturer’s initials or manufacturer’s logo, or as specified in the manufac- turer’s product approval.

1523.6 Testing requirements.

1523.6.1 The certification agency, at its discretion, may carry out, observe or delegate the inspection and testing to an independent testing laboratory for any approved prod- uct. Should the manufacturer fail to meet the minimum requirements set forth in this code or specifically listed in

WIDTH OF EQUIPMENT (in.)

HEIGHT OF LEGS (in.)

Up to 24 14

25 to 36 18

37 to 48 24

49 to 60 30

61 and wider 48

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the manufacturer’s product control approval, the certifica- tion agency shall have the authority to withdraw the approval until such time as the manufacturer complies with the approved physical properties. The certification agency shall have the authority, and shall charge the man- ufacturer for any cost incurred.

1523.6.2 Continuous roofing systems. All continuous roofing systems shall be tested in compliance with TAS 110 and TAS 114 in its entirety. All continuous roofing systems shall resist a minimum of 90 pounds per square foot (psf) (4309 Pa) tested wind uplift pressure resistance. Continuous roofing system testing requirements shall be as follows:

1523.6.2.1 Spray applied polyurethane foam. All spray applied polyurethane foam systems shall be tested in compliance to RAS 109 and TAS 110 and TAS 114.

1523.6.2.1.1 Physical properties testing for acrylic coatings used on spray applied polyurethane foam roofing assemblies shall be tested in compliance with ASTM D6083 and federal specification TTC- 555B, Test Specification for Wind Driven Rain Infiltration Resistance.

1523.6.3 Liquid applied roofing membranes systems. All liquid applied roofing membranes systems shall be tested in compliance with TAS 114, in addition to the physical properties testing requirements set forth in TAS 110, and fire resistance.

1523.6.3.1 For liquid applied acrylic roofing membrane assemblies, physical properties testing shall be in com- pliance with ASTM D6083 and federal specification TTC-555B, Test Specification for Wind Driven Rain Infiltration Resistance.

1523.6.4 The building official may request that a quality control field uplift test be carried out on a continuous roof- ing system in compliance with test procedure TAS 124. Single-ply systems are not required to meet the deflection requirements established in the test protocol. The roofing system shall resist the design pressures as calculated in compliance with Chapter 16 (High-Velocity Hurricane Zones), and as established in TAS 124.

1523.6.4.1 Should a roofing system fail to meet a qual- ity control field uplift test, the roofing contractor may propose to the building official an acceptable method of repair that is in compliance with the requirements of this code.

1523.6.5 Discontinuous roofing systems. All discontinu- ous roofing systems shall be tested in compliance with TAS 100 for wind-driven water infiltration resistance. Test specimens used for this test shall be constructed at the approved test facility. Testing requirements shall be as fol- lows:

1523.6.5.1 Asphalt shingle systems. All asphalt shingle systems shall comply with the following requirements: TAS 100, TAS 107, ASTM D3462 and ASTM D3018. Asphalt shingle systems shall have a quality control testing program by an

approved independent listing agency having an unannounced follow-up visit. Follow-up test results shall be made available to the certification agency upon request.

1523.6.5.2 Clay and cement roof tiles. All roof tiles shall be tested in compliance with TAS 100. Physical properties testing for clay roof tiles shall be in compli- ance with ASTM C1167. Physical properties testing for concrete roof tiles shall be in compliance with TAS 112. All approved roof tile manufacturers shall submit a quarterly TAS 112 Appendix A test report to the cer- tification agency for review. All roof tiles shall resist a minimum wind uplift resistance as determined by Chapter 16 (High-Velocity Hurricane Zones) of this code and RAS 127. Clay and cement roof tile systems requirements are as follows:

1523.6.5.2.1 Underlayment. All underlayments used in discontinuous roof tile systems shall be tested in compliance with TAS 103 and TAS 104, unless otherwise specifically listed in the applicable RAS.

1523.6.5.2.2 Mortar or adhesive set roof tile sys- tems. All mortar or adhesive set tile systems shall be tested for static uplift resistance in compliance with TAS 101, the results of which shall be listed in the system manufacturer’s product approval.

1523.6.5.2.2.1 Additionally, roof tile system manufacturers may test for wind characteristics in compliance with TAS 108, provided the sys- tem is determined to be air permeable by testing in compliance with TAS 116; and the tiles meet the size criteria set forth in TAS 108. The result from this testing shall be an aerodynamic multi- plier (l) which represents the system’s wind char- acteristics and shall be listed in the system manufacturer’s product approval.

1523.6.5.2.2.2 Systems which are tested for wind characteristics, in compliance with TAS 108 as specified above, shall have the results of the TAS 101 testing treated as attachment resistance moment (Mf), which is representative of the tile bond’s resistance to overturning moment, and the tile’s restoring moment due to gravity (Mg). Such systems shall use the system’s aerodynamic mul- tiplier (l) in conjunction with the system’s attach- ment resistance moment (Mf) and restoring moment due to gravity (Mg), as determined from the TAS 101 static uplift testing. These results shall be used in conjunction with the attachment calculations outlined in RAS 127 as a moment- based system. Such calculations shall be submit- ted to the building official for review.

1523.6.5.2.2.3 Systems that are not tested in compliance with TAS 108 as specified above shall have their product control approval based on the system’s uplift minimum characteristic resistance force (F'), as determined from TAS 101 static uplift testing. These results shall be

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used in conjunction with the attachment calcula- tions outlined in RAS 127 as an uplift-based sys- tem. Such calculations shall be submitted to the building official for review.

1523.6.5.2.2.4 Testing in accordance with TAS 106 shall be considered a product application quality control test to determine the general adhe- sion properties of the system.

1523.6.5.2.3 Mechanically fastened, rigid roofing systems. All mechanically attached set tile systems shall be tested for static uplift resistance in compli- ance with TAS 102 or TAS 102(A), the results of which shall be listed in the system manufacturer’s NOA.

1523.6.5.2.3.1 Additionally, roof tile system manufacturers may test for wind characteristics in compliance with TAS 108, provided the sys- tem is determined to be air permeable by testing in compliance with TAS 116; and the tiles meet the size criteria set forth in TAS 108. The result from this testing shall be an aerodynamic multi- plier (k) which represents the system’s wind characteristics and shall be listed in the system manufacturer’s product approval.

1523.6.5.2.3.2 Systems which are tested for wind characteristics in compliance with TAS 108 as specified above shall have the results of the TAS 102 or TAS 102(A) testing treated as an attach- ment resistance moment (Mf) which is represen- tative of the rigid component’s attachment resistance to an overturning moment, and the tile’s restoring moment due to gravity (Mg). Such systems shall use the system’s aerodynamic mul- tiplier (k), in conjunction with the system’s attachment-resistance moment (Mf) and restoring moment due to gravity (Mg), as determined from the TAS 102 or TAS 102(A) static uplift testing. These results shall be used in conjunction with the attachment calculations outlined in RAS 127 as a moment-based system. Such calculations shall be submitted to the building official for review.

1523.6.5.2.3.3 Systems that are not tested in compliance with TAS 108 as specified above shall have their product control approval based on the system’s uplift minimum characteristic resistance force (F'), as determined from TAS 102 or TAS 102(A) static uplift testing. These results shall be used in conjunction with the attachment calculations outlined in RAS 127 as an uplift-based system. Such calculations shall be submitted to the building official for review.

1523.6.5.2.3.4 TAS 106 quality control field static uplift testing shall be considered a product application quality control test to determine the general uplift-resistance properties of the system.

1523.6.5.2.4 Metal shingles/panels. All metal roof- ing shall be tested in compliance with TAS 100. All

metal roofing shall resist a minimum wind uplift resistance as determined by Chapter 16 (High- Velocity Hurricane Zones) for a roof slope of 9.5 degrees (0.0166 rad) and a roof mean height of 15 feet (4.6 m). All metal roofing systems testing requirements shall be as follows:

1523.6.5.2.4.1 All metal roofing shall be tested in compliance with requirements set forth in TAS 110 and TAS 125, and shall be tested for wind- driven rain infiltration resistance in compliance with TAS 100.

1523.6.5.2.4.2 Rigid metal shingle systems may be tested in an identical manner to nail-on or bat- ten tile systems as set forth in this code.

1523.6.5.2.5 Wood shingles or shakes. All wood shingles and shakes shall be tested, as a system, for wind-driven rain infiltration resistance in compli- ance with TAS 100. The same specimens as tested in TAS 100 shall be tested for pull-through tear resis- tance, and such values shall be listed in the manufac- turer’s product approval.

1523.6.5.2.6 Fiber cement shingle or tile panels. All fiber cement shingles or tiles shall resist a mini- mum wind uplift resistance as determined by Chap- ter 16 (High-Velocity Hurricane Zones) for a roof slope of 9.5 degrees (0.0166 rad) and a roof mean height of 15 feet (4.6 m). All fiber cement shingle or tiles shall be tested in compliance with the following requirements. Wind-driven water resistance in com- pliance with TAS 100, physical properties in com- pliance with TAS 110, TAS 135 and uplift resistance.

1523.6.5.2.6.1 Additionally, fiber cement tile system manufacturers may test for wind charac- teristics in compliance with TAS 108, provided the system is determined to be air permeable by testing in compliance with TAS 116 and the tiles meet the size criteria set forth in TAS 108. The result from this testing shall be an aerodynamic multiplier (k) which represents the system’s wind characteristics and shall be listed in the system manufacturer’s product approval.

1523.6.5.2.6.2 Systems which are tested for wind characteristics in compliance with TAS 108 as specified above shall have the results of the TAS 102 or TAS 102(A) testing treated as an attach- ment-resistance moment (Mf) which is represen- tative of the rigid component’s attachment resistance to an overturning moment, and the tile’s restoring moment due to gravity (Mg). Such systems shall use the system’s aerodynamic mul- tiplier (l), in conjunction with the system’s attachment-resistance moment (Mf) and restoring moment due to gravity (Mg), as determined from the TAS 102 or TAS 102(A) static uplift testing. These results shall be used in conjunction with the attachment calculations outlined in RAS 127 as a moment-based system. Such calculations

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shall be submitted to the building official for review.

1523.6.5.2.6.3 Systems that are not tested in compliance with TAS 108 as specified above shall have their product approval based on the system’s uplift minimum characteristic resistance force (F'), as determined from TAS 102 or TAS 102(A) static uplift testing. These results shall be used in conjunction with the attachment calcula- tions outlined in RAS 115 as an uplift-based sys- tem. Such calculations shall be submitted to the building official for review.

1523.6.5.2.6.4 TAS 106 quality control field static uplift testing shall be considered a product application quality control test to determine the general uplift-resistance properties of the system.

1523.6.5.2.7 Quarry roof slate. All quarry roof slate shall be tested in compliance with TAS 100 and TAS 110.

1523.6.5.2.8 Roof board insulation. All roof board insulation shall be tested for physical properties as set forth in Section 7 of TAS 110.

1523.6.5.2.9 Insulation fasteners, membrane fas- teners and stress plates. All insulation fasteners, membrane fasteners and stress plates shall be tested in compliance with TAS 117 Appendices A, B and C, and TAS 110 and TAS 114, Appendix E, Section 3, (DIN 50018), for corrosion resistance.

1523.6.5.2.10 Roofing nails and tin-caps. All roof- ing nails and tin-caps shall be tested for corrosion resistance in compliance with TAS 114, Appendix E, Section 2 (ASTM G85).

1523.6.5.2.11 Roof tile nails or fasteners. All roof tile nails or fasteners, except those made of copper, monel, aluminum or stainless steel, shall be tested for corrosion in compliance with TAS 114, Appen- dix E, Section 2 (ASTM G85), for salt spray for 1000 hours.

1523.6.5.2.11.1 Tile fasteners used in coastal building zones, as defined in Chapter 16 (High- Velocity Hurricane Zone), shall be copper, monel, aluminum or stainless steel.

1523.6.5.2.12 Roofing adhesives, mastics and coatings. All roofing adhesives, mastics and coat- ings shall be tested in compliance with TAS 110 and TAS 121.

1523.6.5.2.12.1 All roofing adhesives, mastics and coatings shall have a quality control testing program by an approved independent listing agency having unannounced follow-up visits.

1523.6.5.2.12.2 Acrylic roof coatings shall be tested for physical properties in compliance with ASTM D6083.

1523.6.5.2.13 Ridge vents of metal, plastic or composition material. All ridge vents shall be tested in compliance with TAS 100(A) for wind

driven water infiltration. All ridge ventilators shall be restricted to roof mean height as tested in compli- ance with TAS 100(A), and shall be listed in the sys- tem manufacturer’s product approval.

1523.6.5.2.13.1 All plastic ridge ventilators shall be tested for physical properties as set forth in TAS 110 and Chapter 26 of this code.

1523.6.5.2.13.2 All plastic ridge ventilator manu- facturers shall have an unannounced follow-up quality control program from an approved listing agency. Follow-up test results shall be made available to the certification agency upon request.

1523.6.5.2.14 Edge metal, flashings, and coping. All edge metal, flashing and copings, not specifi- cally described in RAS 111, shall be tested in com- pliance with TAS 110, TAS 111(A), TAS 111(B) or TAS 111(C), respectively.

1523.6.5.2.15 Roof tile premixed bagged mortar. All premixed roof tile mortar shall comply with the requirements set forth in TAS 110 and TAS 123, and shall have a quality control testing program by an approved independent listing agency having unan- nounced follow-up visits. Follow-up test results shall be made available to the certification agency upon request.

1523.6.5.2.16 Roof tile adhesive used in repair or supplemental tile attachment. All roof tile adhe- sive used in repair or supplemental tile attachment shall comply with the requirements set forth in TAS 110 and TAS 123(A).

1523.6.5.2.17 Roof tile adhesive used in adhesive set tiles systems. All roof tile adhesive used in adhe- sive set tile systems shall comply with the require- ments set forth in TAS 110 and TAS 123. Physical properties shall be as follows:

1523.6.5.2.17.1 Tested for compressive strength in compliance with ASTM D1621 with a mini- mum strength of 18 psi (121 kPa) parallel to rise, and 12 psi (82.7 kPa) perpendicular to rise.

1523.6.5.2.17.2 Tested for density in compliance with ASTM D1622 with a minimum density of 1.6 lb/ft3 (25.6 kg/m3).

1523.6.5.2.17.3 Tested for tensile strength in compliance with ASTM D1623 with a minimum requirement of 28 psi (193 kPa) parallel to rise.

1523.6.5.2.17.4 Tested for dimensional stability taken from a free rise sample specimen. Tested in compliance with ASTM D2126 with a maximum volume change of +0.07-percent volume change at -40°F (-40°C) for two weeks; and +6.0-percent volume change at 158°F (70°C) and 100 percent RH for two weeks.

1523.6.5.2.17.5 Tested in compliance with ASTM D2856 from a free rise sample specimen with a minimum requirement for 85 percent.

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1523.6.5.2.17.6 Tested for water absorption in compliance with ASTM D2842 with a maximum requirement of 10 percent.

1523.6.5.2.17.7 Tested in compliance with ASTM E96 for moisture vapor transmission for a maximum of 3.1 perms.

SECTION 1524 HIGH-VELOCITY HURRICANE ZONES—

REQUIRED OWNER’S NOTIFICATION FOR ROOFING CONSIDERATIONS

1524.1 Scope. As it pertains to this section, it is the responsi- bility of the roofing contractor to provide the owner with the required roofing permit, and to explain to the owner the con- tent of this section. The provisions of Chapter 15 of the Flor- ida Building Code, Building govern the minimum requirements and standards of the industry for roofing system installations. Additionally, the following items should be addressed as part of the agreement between the owner and the contractor. The owner’s initials in the designated space indi- cates that the item has been explained.

1. Aesthetics-workmanship. Reserved.

2. Renailing wood decks. When replacing roofing, the existing wood roof deck may have to be renailed in accordance with the current provisions of Chapter 16 (High-Velocity Hurricane Zones) of the Florida Build- ing Code, Building. (The roof deck is usually concealed prior to removing the existing roof system.)

3. Common roofs. Reserved.

4. Exposed ceilings. Exposed, open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the archi- tectural appearance; therefore, roofing nail penetrations of the underside of the decking may not be acceptable. The owner provides the option of maintaining this appearance.

5. Ponding water. Reserved.

6. Overflow scuppers (wall outlets). It is required that rainwater flow off so that the roof is not overloaded from a buildup of water. Perimeter/edge walls or other roof extensions may block this discharge if overflow scuppers (wall outlets) are not provided. It may be nec- essary to install overflow scuppers in accordance with the requirements of: Chapters 15 and 16 herein and the Florida Building Code, Plumbing.

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SECTION 1525 HIGH-VELOCITY HURRICANE ZONES—UNIFORM PERMIT APPLICATION

Florida Building Code 6th Edition (2017) High-Velocity Hurricane Zone Uniform Permit Application Form

INSTRUCTION PAGE

COMPLETE THE NECESSARY SECTIONS OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW:

ATTACHMENTS REQUIRED:

Roof System Required Sections of the Permit Application Form

Attachments Required See List Below

Low Slope Application A,B,C 1,2,3,4,5,6,7

Prescriptive BUR-RAS 150 A,B,C 4,5,6,7

Asphaltic Shingles A,B,D 1,2,4,5,6,7

Concrete or Clay Tile A,B,D,E 1,2,3,4,5,6,7

Metal Roofs A,B,D 1,2,3,4,5,6,7

Wood Shingles and Shakes A,B,D 1,2,4,5,6,7

Other As Applicable 1,2,3,4,5,6,7

1. Fire Directory Listing Page

2. From Product Approval: Front Page Specific System Description Specific System Limitations General Limitations Applicable Detail Drawings

3. Design Calculations per Chapter 16, or if applicable, RAS 127 or RAS 128

4. Other Component of Product Approval

5. Municipal Permit Application

6. Owners Notification for Roofing Considerations (Reroofing Only)

7. Any Required Roof Testing/Calculation Documentation

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Florida Building Code 6th Edition (2017) High-Velocity Hurricane Zone Uniform Permit Application Form

Section A (General Information)

Master Permit No.___________________________________________________ Process No. _______________

Contractor’s Name______________________________________________________________________________

Job Address__________________________________________________________________________________

Section B (Roof Plan) Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimen- sions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets.

ROOF CATEGORY

Low Slope Mechanically Fastened Tile Mortar/Adhesive Set Tiles

Asphaltic Shingles Metal Panel/Shingles Wood Shingles/Shakes

Prescriptive BUR-RAS 150

ROOF TYPE

New roof Repair Maintenance Reroofing Recovering

ROOF SYSTEM INFORMATION

Low Slope Roof Area (SF)______ Steep Sloped Roof AREA (SSF)______ Total (SF)______

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Florida Building Code 6th Edition (2017) High-Velocity Hurricane Zone Uniform Permit Application Form

Section C (Low Slope Application)

Fill in specific roof assembly components and identify manufacturer (If a component is not used, identify as “NA”)

System Manufacturer:______________________________

Product Approval No.:______________________________

Design Wind Pressures, From RAS 128 or Calculations:

P1:____________ P2:_____________ P3:_____________

Max. Design Pressure, from the specific product approval system:__________________________________

Deck: Type:________________________________________

Gauge/Thickness:_____________________________

Slope:_______________________________________

Anchor/Base Sheet & No. of Ply(s): ___________________

Anchor/Base Sheet Fastener/Bonding Material: _________________________________________________

Insulation Base Layer: _____________________________

Base Insulation Size and Thickness: _________________

Base Insulation Fastener/Bonding Material: _________________________________________________

Top Insulation Layer: ______________________________

Top Insulation Size and Thickness: __________________

Top Insulation Fastener/Bonding Material: ______________________________________________

Base Sheet(s) & No. of Ply(s): _______________________

Base Sheet Fastener/Bonding Material: _________________________________________________

Ply Sheet(s) & No. of Ply(s): _________________________

Ply Sheet Fastener/Bonding Material: _________________________________________________

Top Ply: _________________________________________

Top Ply Fastener/Bonding Material: _________________________________________________

Surfacing: _____________________________________ Fastener Spacing for Anchor/Base Sheet Attachment:

Field: ____” oc @ Lap, # Rows ____ @ ____” oc

Perimeter: ____” oc @ Lap, # Rows ___ @ ____” oc

Corner: ____” oc @ Lap, # Rows ____ @ ____” oc

Number of Fasteners Per Insulation Board:

Field _____ Perimeter _____ Corner _____

Illustrate Components Noted and Details as Applicable: Woodblocking, Gutter, Edge Termination, Stripping, Flashing, Continuous Cleat, Cant Strip, Base Flashing, Counterflashing, Coping, Etc. Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing or Submit Manufacturers Details that Comply with RAS 111 and Chapter 16.

Parapet Height

Mean Roof Height

FT.

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Florida Building Code 6th Edition (2017) High-Velocity Hurricane Zone Uniform Permit Application Form

Section D (Steep Sloped Roof System)

Roof System Manufacturer: ___________________________________________________________________________

Notice of Acceptance Number: _________________________________________________________________________

Minimum Design Wind Pressures, If Applicable (From RAS 127 or Calculations): P1: _____________ P1: _____________ P1: _____________

Roof Slope: _______: 12

Ridge Ventilation? ___________________

Mean Roof Height: ___________

Type Underlayment:

Deck Type:

Insulation:

Fire Barrier:

Fastener Type & Spacing:

Adhesive Type:

Type Cap Sheet:

Roof Covering:

Type & Size Drip Edge:

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Florida Building Code 6th Edition (2017) High-Velocity Hurricane Zone Uniform Permit Application Form

Section E (Tile Calculations) For Moment based tile systems, choose either Method 1 or 2. Compare the values for Mr with the values from Mf. If the Mf values are greater than or equal to the Mr values, for each area of the roof, then the tile attachment method is acceptable.

Method 1 “Moment Based Tile Calculations Per RAS 127” (P1:____ x λ ____ = ____) – Mg: ____ = Mr1 ____ Product Approval Mf __________ (P2:____ xλ ____ = ____) – Mg: ____ = Mr2 ____ Product Approval Mf __________ (P3:____ xλ ____ = ____) – Mg: ____ = Mr3 ____ Product Approval Mf __________

Method 2 “Simplified Tile Calculations Per Table Below” Required Moment of Resistance (Mr) From Table Below _______ Product Approval Mf _______

*Must be used in conjunction with a list of moment based tile systems endorsed by the Broward County Board of Rules and Appeals.

For Uplift based tile systems use Method 3. Compared the values for F’ with the values for Fr. If the F’ values are greater than or equal to the Fr values, for each area of the roof, then the tile attachment method is acceptable.

Method 3 “Uplift Based Tile Calculations Per RAS 127” (P1:____ x L ____ = ____ x w: = ____) – W: ____ x cos r ____ = Fr1 ____ Product Approval F’ __________ (P2:____ x L ____ = ____ x w: = ____) – W: ____ x cos r ____ = Fr2 ____ Product Approval F’ __________ (P3:____ x L ____ = ____ x w: = ____) – W: ____ x cos r ____ = Fr3 ____ Product Approval F’ __________

Mr required Moment Resistance*

Mean Roof Height Roof Slope

15′ 20′ 25′ 30′ 40′

2:12 34.4 36.5 38.2 39.7 42.2

3:12 32.2 34.4 36.0 37.4 39.8

4:12 30.4 32.2 33.8 35.1 37.3

5:12 28.4 30.1 31.6 32.8 34.9

6:12 26.4 28.0 29.4 30.5 32.4

7:12 24.4 25.9 27.1 28.2 30.0

Where to Obtain Information

Description Symbol Where to find

Design Pressure P1 or P2 or P3 RAS 127 Table 1 or by an engineering analysis pre- pared by PE based on ASCE 7

Mean Roof Height H Job Site

Roof Slope r Job Site

Aerodynamic Multiplier λ Product Approval

Restoring Moment due to Gravity Mg Product Approval

Attachment Resistance Mf Product Approval

Required Moment Resistance Mg Calculated

Minimum Attachment Resistance F' Product Approval

Required Uplift Resistance Fr Calculated

Average Tile Weight W Product Approval

Tile Dimensions L = length W = width Product Approval

All calculations must be submitted to the building official at the time of permit application.

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CHAPTER 16

STRUCTURAL DESIGN

SECTION 1601 GENERAL

1601.1 Scope. The provisions of this chapter shall govern the structural design of buildings, structures and portions thereof regulated by this code.

Exception: Buildings and structures located within the high-velocity hurricane zone shall comply with the provi- sions of Sections 1605, 1607, 1611, 1616 through 1626, and, as applicable in flood hazard areas, Section 1612.

SECTION 1602 DEFINITIONS AND NOTATIONS

1602.1 Definitions. The following terms are defined in Chap- ter 2:

ALLOWABLE STRESS DESIGN.

DEAD LOADS.

DESIGN STRENGTH.

DIAPHRAGM.

Diaphragm, blocked.

Diaphragm boundary.

Diaphragm chord.

ESSENTIAL FACILITIES.

FABRIC PARTITION.

FACTORED LOAD.

HELIPAD.

ICE-SENSITIVE STRUCTURE.

IMPACT LOAD.

LIMIT STATE.

LIVE LOAD.

LIVE LOAD (ROOF).

LOAD AND RESISTANCE FACTOR DESIGN (LRFD).

LOAD EFFECTS.

LOAD FACTOR.

LOADS.

NOMINAL LOADS.

OTHER STRUCTURES.

PANEL (PART OF A STRUCTURE).

RESISTANCE FACTOR.

RISK CATEGORY.

STRENGTH, NOMINAL.

STRENGTH, REQUIRED.

STRENGTH DESIGN.

SUSCEPTIBLE BAY.

VEHICLE BARRIER.

NOTATIONS.

D = Dead load.

Di = Weight of ice in accordance with Chapter 10 of ASCE 7.

E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 of ASCE 7.

F = Load due to fluids with well-defined pressures and maximum heights.

Fa = Flood load in accordance with Chapter 5 of ASCE 7.

H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials.

L = Roof live load greater than 20 psf (0.96 kN/m2) and floor live load.

Lr = Roof live load of 20 psf (0.96 kN/m 2) or less.

R = Rain load.

S = Snow load.

T = Self-straining load.

Vasd= Nominal design wind speed (3-second gust), miles per hour (mph) (km/hr) where applicable.

Vult = Ultimate design wind speeds (3-second gust), miles per hour (mph) (km/hr) determined from Figure 1609.3(1), 1609.3(2), 1609.3(3) or ASCE 7.

W = Load due to wind pressure.

Wi = Wind-on-ice in accordance with Chapter 10 of ASCE 7.

SECTION 1603 CONSTRUCTION DOCUMENTS

1603.1 General. Construction documents shall show the size, section and relative locations of structural members with floor levels, column centers and offsets dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603.1.1 through 1603.1.8 shall be indicated on the construction documents.

Exception: Construction documents for buildings con- structed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:

1. Floor and roof live loads.

2. Ground snow load, Pg.

3. Ultimate design wind speed, Vult, (3-second gust), miles per hour (mph) (km/hr) and nominal design wind speed, Vasd, as determined in accordance with Section 1609.3.1 and wind exposure.

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4. Seismic design category and site class.

5. Flood design data, if located in flood hazard areas established in Section 1612.3.

6. Design load-bearing values of soils.

1603.1.1 Floor live load. The uniformly distributed, con- centrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduc- tion in accordance with Section 1607.10 shall be indicated for each type of live load used in the design.

1603.1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas (Section 1607.12).

1603.1.3 Roof snow load data. The ground snow load, Pg, shall be indicated. In areas where the ground snow load, Pg, exceeds 10 pounds per square foot (psf) (0.479 kN/m

2), the following additional information shall also be pro- vided, regardless of whether snow loads govern the design of the roof:

1. Flat-roof snow load, Pf.

2. Snow exposure factor, Ce.

3. Snow load importance factor, Is.

4. Thermal factor, Ct.

5. Drift surcharge load(s), Pd, where the sum of Pd and Pf exceeds 20 psf (0.96 kN/m

2).

6. Width of snow drift(s), w.

1603.1.4 Wind design data. The following information related to wind loads shall be shown, regardless of whether wind loads govern the design of the lateral force- resisting system of the structure:

1. Ultimate design wind speed, Vult, (3-second gust), miles per hour (km/hr) and nominal design wind speed, Vasd, as determined in accordance with Sec- tion 1609.3.1.

2. Risk category.

3. Wind exposure. Applicable wind direction if more than one wind exposure is utilized.

4. Applicable internal pressure coefficient.

5. Design wind pressures to be used for exterior com- ponent and cladding materials not specifically designed by the registered design professional responsible for the design of the structure, psf (kN/ m2).

1603.1.5 Earthquake design data. The following infor- mation related to seismic loads shall be shown, regardless of whether seismic loads govern the design of the lateral force-resisting system of the structure:

1. Risk category.

2. Seismic importance factor, Ie.

3. Mapped spectral response acceleration parameters, SS and S1.

4. Site class.

5. Design spectral response acceleration parameters, SDS and SD1.

6. Seismic design category.

7. Basic seismic force-resisting system(s).

8. Design base shear(s).

9. Seismic response coefficient(s), CS.

10. Response modification coefficient(s), R.

11. Analysis procedure used.

1603.1.6 Geotechnical information. The design load- bearing values of soils shall be shown on the construction documents.

1603.1.7 Flood design data. For buildings located in whole or in part in flood hazard areas as established in Section 1612.3, the documentation pertaining to design, if required in Section 1612.5, shall be included and the fol- lowing information, referenced to the datum on the com- munity’s Flood Insurance Rate Map (FIRM), shall be shown, regardless of whether flood loads govern the design of the building:

1. Flood design class assigned according to ASCE 24.

2. In flood hazard areas other than coastal high hazard areas or coastal A zones, the elevation of the pro- posed lowest floor, including the basement.

3. In flood hazard areas other than coastal high hazard areas or coastal A zones, the elevation to which any nonresidential building will be dry floodproofed.

4. In coastal high hazard areas and coastal A zones, the proposed elevation of the bottom of the lowest horizontal structural member of the lowest floor, including the basement.

1603.1.8 Special loads. Special loads that are applicable to the design of the building, structure or portions thereof shall be indicated along with the specified section of this code that addresses the special loading condition.

1603.1.8.1 Photovoltaic panel systems. The dead load of rooftop-mounted photovoltaic panel systems, includ- ing rack support systems, shall be indicated on the con- struction documents.

SECTION 1604 GENERAL DESIGN REQUIREMENTS

1604.1 General. Building, structures and parts thereof shall be designed and constructed in accordance with strength design, load and resistance factor design, allowable stress design, empirical design or conventional construction meth- ods, as permitted by the applicable material chapters.

1604.2 Strength. Buildings and other structures, and parts thereof, shall be designed and constructed to support safely the factored loads in load combinations defined in this code without exceeding the appropriate strength limit states for the materials of construction. Alternatively, buildings and other structures, and parts thereof, shall be designed and con- structed to support safely the nominal loads in load combina- tions defined in this code without exceeding the appropriate specified allowable stresses for the materials of construction.

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Loads and forces for occupancies or uses not covered in this chapter shall be subject to the approval of the building official.

1604.3 Serviceability. Structural systems and members thereof shall be designed to have adequate stiffness to limit deflections and lateral drift. See Section 12.12.1 of ASCE 7 for drift limits applicable to earthquake loading.

1604.3.1 Deflections. The deflections of structural mem- bers shall not exceed the more restrictive of the limitations of Sections 1604.3.2 through 1604.3.5 or that permitted by Table 1604.3.

1604.3.2 Reinforced concrete. The deflection of rein- forced concrete structural members shall not exceed that permitted by ACI 318.

1604.3.3 Steel. The deflection of steel structural members shall not exceed that permitted by AISC 360, AISI S100,

ASCE 8, SJI CJ, SJI JG, SJI K or SJI LH/DLH, as applica- ble.

1604.3.4 Masonry. The deflection of masonry structural members shall not exceed that permitted by TMS 402/ACI 530/ASCE 5.

1604.3.5 Aluminum. The deflection of aluminum struc- tural members shall not exceed that permitted by AA ADM1.

1604.3.6 Limits. The deflection limits of Section 1604.3.1 shall be used unless more restrictive deflection limits are required by a referenced standard for the element or finish material.

1604.4 Analysis. Load effects on structural members and their connections shall be determined by methods of struc- tural analysis that take into account equilibrium, general sta- bility, geometric compatibility and both short- and long-term material properties.

TABLE 1604.3 DEFLECTION LIMITSa, b, c, h, i

For SI: 1 foot = 304.8 mm. a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed l/60. For secondary roof structural members

supporting formed metal roofing, the live load deflection shall not exceed l/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed l/90. For roofs, this exception only applies when the metal sheets have no roof covering.

b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.14.

c. See Section 2403 for glass supports. d. The deflection limit for the D+L load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-

term live load deflection. For wood structural members that are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection resulting from 0.5D. For wood structural members at all other moisture conditions, the creep component of the long-term deflection is permitted to be estimated as the immediate dead load deflection resulting from D. The value of 0.5D shall not be used in combination with ANSI/AWC NDS provisions for long-term loading.

e. The above deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated for ponding. See Section 1611 for rain and ponding requirements and Section 1503.4 for roof drainage requirements.

f. The wind load is permitted to be taken as 0.42 times the “component and cladding” loads for the purpose of determining deflection limits herein. Where members support glass in accordance with Section 2403 using the deflection limit therein, the wind load shall be no less than 0.6 times the “component and cladding” loads for the purpose of determining deflection.

g. For steel structural members, the dead load shall be taken as zero. h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers not

supporting edge of glass or aluminum sandwich panels, the total load deflection shall not exceed l/60. For continuous aluminum structural members supporting edge of glass, the total load deflection shall not exceed l/175 for each glass lite or l/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or walls of sunroom additions or patio covers, the total load deflection shall not exceed 1/120.

i. For cantilever members, l shall be taken as twice the length of the cantilever. j. Screen surfaces shall be permitted to include a maximum of 25-percent solid flexible finishes.

CONSTRUCTION L S or W f D + Ld, g

Roof members:e

Supporting plaster or stucco ceiling Supporting nonplaster ceiling Not supporting ceiling Members supporting screen surfacej

l/360 l/240 l/180

l/240 l/180 l/120 l/60

Floor members l/360 — l/240

Exterior walls: With plaster or stucco finishes With other brittle finishes With flexible finishes

— — —

l/360 l/240 l/120

— — —

Interior partitions:b

With plaster or stucco finishes With other brittle finishes With flexible finishes

l/360 l/240 l/120

— — —

Farm buildings — — l/180

Greenhouses — — l/120

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Members that tend to accumulate residual deformations under repeated service loads shall have included in their anal- ysis the added eccentricities expected to occur during their service life.

Any system or method of construction to be used shall be based on a rational analysis in accordance with well-estab- lished principles of mechanics. Such analysis shall result in a system that provides a complete load path capable of transfer- ring loads from their point of origin to the load-resisting ele- ments.

The total lateral force shall be distributed to the various vertical elements of the lateral force-resisting system in pro- portion to their rigidities, considering the rigidity of the hori- zontal bracing system or diaphragm. Rigid elements assumed not to be a part of the lateral force-resisting system are per- mitted to be incorporated into buildings provided their effect on the action of the system is considered and provided for in the design. A diaphragm is rigid for the purpose of distribu- tion of story shear and torsional moment when the lateral deformation of the diaphragm is less than or equal to two times the average story drift. Where required by ASCE 7, provisions shall be made for the increased forces induced on resisting elements of the structural system resulting from tor- sion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral force- resisting system.

Every structure shall be designed to resist the overturning effects caused by the lateral forces specified in this chapter. See Section 1609 for wind loads, Section 1610 for lateral soil loads and Section 1613 for earthquake loads.

1604.5 Risk category. Each building and structure shall be assigned a risk category in accordance with Table 1604.5. Where a referenced standard specifies an occupancy cate- gory, the risk category shall not be taken as lower than the occupancy category specified therein. Where a referenced standard specifies that the assignment of a risk category be in accordance with ASCE 7, Table 1.5-1, Table 1604.5 shall be used in lieu of ASCE 7, Table 1.5-1.

1604.5.1 Multiple occupancies. Where a building or structure is occupied by two or more occupancies not included in the same risk category, it shall be assigned the classification of the highest risk category corresponding to the various occupancies. Where buildings or structures have two or more portions that are structurally separated, each portion shall be separately classified. Where a sepa- rated portion of a building or structure provides required access to, required egress from or shares life safety com- ponents with another portion having a higher risk cate- gory, both portions shall be assigned to the higher risk category.

1604.6 In-situ load tests. The building official is authorized to require an engineering analysis or a load test, or both, of

any construction whenever there is reason to question the safety of the construction for the intended occupancy. Engi- neering analysis and load tests shall be conducted in accor- dance with Section 1708.

1604.7 Preconstruction load tests. Materials and methods of construction that are not capable of being designed by approved engineering analysis or that do not comply with the applicable referenced standards, or alternative test procedures in accordance with Section 1707, shall be load tested in accordance with Section 1709.

1604.8 Anchorage. Buildings and other structures, and por- tions thereof, shall be provided with anchorage in accordance with Sections 1604.8.1 through 1604.8.3, as applicable.

1604.8.1 General. Anchorage of the roof to walls and col- umns, and of walls and columns to foundations, shall be provided to resist the uplift and sliding forces that result from the application of the prescribed loads.

1604.8.2 Structural walls. Walls that provide vertical load-bearing resistance or lateral shear resistance for a portion of the structure shall be anchored to the roof and to all floors and members that provide lateral support for the wall or that are supported by the wall. The connections shall be capable of resisting the horizontal forces specified in Section 1.4.5 of ASCE 7 for walls of structures assigned to Seismic Design Category A and to Section 12.11 of ASCE 7 for walls of structures assigned to all other seis- mic design categories. Required anchors in masonry walls of hollow units or cavity walls shall be embedded in a reinforced grouted structural element of the wall. See Sec- tions 1609 for wind design requirements and 1613 for earthquake design requirements.

1604.8.3 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the pri- mary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accom- plished by the use of toenails or nails subject to with- drawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. Connections of decks with cantilevered framing members to exterior walls or other framing mem- bers shall be designed for both of the following:

1. The reactions resulting from the dead load and live load specified in Table 1607.1, or the snow load specified in Section 1608, in accordance with Sec- tion 1605, acting on all portions of the deck.

2. The reactions resulting from the dead load and live load specified in Table 1607.1, or the snow load specified in Section 1608, in accordance with Sec- tion 1605, acting on the cantilevered portion of the deck, and no live load or snow load on the remaining portion of the deck.

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1604.9 Counteracting structural actions. Structural mem- bers, systems, components and cladding shall be designed to resist forces due to earthquakes and wind, with consideration of overturning, sliding and uplift. Continuous load paths shall be provided for transmitting these forces to the foundation. Where sliding is used to isolate the elements, the effects of friction between sliding elements shall be included as a force.

1604.10 Wind and seismic detailing. Lateral force-resisting systems shall meet seismic detailing requirements and limita- tions prescribed in this code and ASCE 7, excluding Chapter 14 and Appendix 11A, even when wind load effects are greater than seismic load effects.

TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES

a. For purposes of occupant load calculation, occupancies required by Table 1004.1.2 to use gross floor area calculations shall be permitted to use net floor areas to determine the total occupant load.

b. Where approved by the building official, the classification of buildings and other structures as Risk Category III or IV based on their quantities of toxic, highly toxic or explosive materials is permitted to be reduced to Risk Category II, provided it can be demonstrated by a hazard assessment in accordance with Section 1.5.3 of ASCE 7 that a release of the toxic, highly toxic or explosive materials is not sufficient to pose a threat to the public.

RISK CATEGORY NATURE OF OCCUPANCY

Buildings and other structures that represent a low hazard to human life in the event of failure, including but not lim- ited to:

• Agricultural facilities. • Certain temporary facilities. • Minor storage facilities. • Screen enclosures.

II Buildings and other structures except those listed in Risk Categories I, III and IV.

III

Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to:

• Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300.

• Buildings and other structures containing Group E occupancies with an occupant load greater than 250. • Buildings and other structures containing educational occupancies for students above the 12th grade with an

occupant load greater than 500. • Group I-2 occupancies with an occupant load of 50 or more resident care recipients but not having surgery or

emergency treatment facilities. • Group I-3 occupancies. • Any other occupancy with an occupant load greater than 5,000.a

• Power-generating stations, water treatment facilities for potable water, wastewater treatment facilities and other public utility facilities not included in Risk Category IV.

• Buildings and other structures not included in Risk Category IV containing quantities of toxic or explosive materials that:

Exceed maximum allowable quantities per control area as given in Table 307.1(1) or 307.1(2) or per outdoor control area in accordance with the Florida Fire Prevention Code; and

Are sufficient to pose a threat to the public if released.b

Buildings and other structures designated as essential facilities, including but not limited to: • Group I-2 occupancies having surgery or emergency treatment facilities. • Fire, rescue, ambulance and police stations and emergency vehicle garages. • Designated earthquake, hurricane or other emergency shelters. • Designated emergency preparedness, communications and operations centers and other facilities required for

emergency response. • Power-generating stations and other public utility facilities required as emergency backup facilities for Risk

Category IV structures. • Buildings and other structures containing quantities of highly toxic materials that:

Exceed maximum allowable quantities per control area as given in Table 307.1(2) or per outdoor control area in accordance with the Florida Fire Prevention Code; and

Are sufficient to pose a threat to the public if released.b

• Aviation control towers, air traffic control centers and emergency aircraft hangars. • Buildings and other structures having critical national defense functions. • Water storage facilities and pump structures required to maintain water pressure for fire suppression.

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SECTION 1605 LOAD COMBINATIONS

1605.1 General. Buildings and other structures and portions thereof shall be designed to resist:

1. The load combinations specified in Section 1605.2, 1605.3.1 or 1605.3.2;

2. The load combinations specified in Chapters 18 through 23; and

3. The seismic load effects including overstrength factor in accordance with Section 12.4.3 of ASCE 7 where required by Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 of ASCE 7. With the simplified procedure of ASCE 7 Section 12.14, the seismic load effects including over- strength factor in accordance with Section 12.14.3.2 of ASCE 7 shall be used.

Applicable loads shall be considered, including both earth- quake and wind, in accordance with the specified load combi- nations. Each load combination shall also be investigated with one or more of the variable loads set to zero.

Where the load combinations with overstrength factor in Section 12.4.3.2 of ASCE 7 apply, they shall be used as fol- lows:

1. The basic combinations for strength design with over- strength factor in lieu of Equations 16-5 and 16-7 in Section 1605.2.

2. The basic combinations for allowable stress design with overstrength factor in lieu of Equations 16-12, 16- 14 and 16-16 in Section 1605.3.1.

3. The basic combinations for allowable stress design with overstrength factor in lieu of Equations 16-21 and 16-22 in Section 1605.3.2.

1605.1.1 Stability. Regardless of which load combina- tions are used to design for strength, where overall struc- ture stability (such as stability against overturning, sliding, or buoyancy) is being verified, use of the load combina- tions specified in Section 1605.2 or 1605.3 shall be per- mitted. Where the load combinations specified in Section 1605.2 are used, strength reduction factors applicable to soil resistance shall be provided by a registered design professional. The stability of retaining walls shall be veri- fied in accordance with Section 1807.2.3.

1605.2 Load combinations using strength design or load and resistance factor design. Where strength design or load and resistance factor design is used, buildings and other struc- tures, and portions thereof, shall be designed to resist the most critical effects resulting from the following combina- tions of factored loads:

1.4(D +F) (Equation 16-1)

1.2(D + F) + 1.6(L + H) + 0.5(Lr or S or R) (Equation 16-2)

1.2(D + F) + 1.6(Lr or S or R) + 1.6H + (ƒ1L or 0.5W) (Equation 16-3)

1.2(D + F) + 1.0W + ƒ1L + 1.6H + 0.5(Lr or S or R) (Equation 16-4)

1.2(D + F) + 1.0E + ƒ1L + 1.6H + ƒ2S (Equation 16-5)

0.9D+ 1.0W+ 1.6H (Equation 16-6)

0.9(D + F) + 1.0E+ 1.6H (Equation 16-7) where:

f1 = 1 for places of public assembly live loads in excess of 100 pounds per square foot (4.79 kN/m2), and parking garages; and 0.5 for other live loads.

f2 = 0.7 for roof configurations (such as saw tooth) that do not shed snow off the structure, and 0.2 for other roof configurations.

Exceptions:

1. Where other factored load combinations are specifi- cally required by other provisions of this code, such combinations shall take precedence.

2. Where the effect of H resists the primary variable load effect, a load factor of 0.9 shall be included with H where H is permanent and H shall be set to zero for all other conditions.

1605.2.1 Other loads. Where flood loads, Fa, are to be considered in the design, the load combinations of Section 2.3.3 of ASCE 7 shall be used. Where self-straining loads, T, are considered in design, their structural effects in com- bination with other loads shall be determined in accor- dance with Section 2.3.5 of ASCE 7. Where an ice- sensitive structure is subjected to loads due to atmospheric icing, the load combinations of Section 2.3.4 of ASCE 7 shall be considered.

1605.3 Load combinations using allowable stress design.

1605.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by this code, is used, structures and portions thereof shall resist the most critical effects resulting from the following com- binations of loads:

D + F (Equation 16-8)

D + H + F + L (Equation 16-9)

D + H + F + (Lr or S or R) (Equation 16-10)

D + H + F+ 0.75(L) + 0.75(Lr or S or R) (Equation 16-11)

D + H + F + (0.6W or 0.7E) (Equation 16-12)

D + H + F + 0.75(0.6W) + 0.75L + 0.75(Lr or S or R)

(Equation 16-13) D + H + F + 0.75 (0.7 E) + 0.75 L + 0.75 S

(Equation 16-14)

0.6D + 0.6W+H (Equation 16-15)

0.6(D + F) + 0.7E+H (Equation 16-16)

Exceptions:

1. Crane hook loads need not be combined with roof live load or with more than three-fourths of the snow load or one-half of the wind load.

2. Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf (1.44 kN/m2) or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44

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kN/m2), 20 percent shall be combined with seis- mic loads.

3. Where the effect of H resists the primary variable load effect, a load factor of 0.6 shall be included with H where H is permanent and H shall be set to zero for all other conditions.

4. In Equation 16-15, the wind load, W, is permitted to be reduced in accordance with Exception 2 of Section 2.4.1 of ASCE 7.

5. In Equation 16-16, 0.6 D is permitted to be increased to 0.9 D for the design of special rein- forced masonry shear walls complying with Chapter 21.

1605.3.1.1 Stress increases. Increases in allowable stresses specified in the appropriate material chapter or the referenced standards shall not be used with the load combinations of Section 1605.3.1, except that increases shall be permitted in accordance with Chapter 23.

1605.3.1.2 Other loads. Where flood loads, Fa, are to be considered in design, the load combinations of Sec- tion 2.4.2 of ASCE 7 shall be used. Where self-strain- ing loads, T, are considered in design, their structural effects in combination with other loads shall be deter- mined in accordance with Section 2.4.4 of ASCE 7. Where an ice-sensitive structure is subjected to loads due to atmospheric icing, the load combinations of Sec- tion 2.4.3 of ASCE 7 shall be considered.

1605.3.2 Alternative basic load combinations. In lieu of the basic load combinations specified in Section 1605.3.1, structures and portions thereof shall be permitted to be designed for the most critical effects resulting from the following combinations. When using these alternative basic load combinations that include wind or seismic loads, allowable stresses are permitted to be increased or load combinations reduced where permitted by the mate- rial chapter of this code or the referenced standards. For load combinations that include the counteracting effects of dead and wind loads, only two-thirds of the minimum dead load likely to be in place during a design wind event shall be used. When using allowable stresses that have been increased or load combinations that have been reduced as permitted by the material chapter of this code or the referenced standards, where wind loads are calcu- lated in accordance with Chapters 26 through 31 of ASCE 7, the coefficient (ω) in the following equations shall be taken as 1.3. For other wind loads, (ω) shall be taken as 1. When allowable stresses have not been increased or load combinations have not been reduced as permitted by the material chapter of this code or the referenced standards, (ω) shall be taken as 1. When using these alternative load combinations to evaluate sliding, overturning and soil bearing at the soil-structure interface, the reduction of

foundation overturning from Section 12.13.4 in ASCE 7 shall not be used. When using these alternative basic load combinations for proportioning foundations for loadings, which include seismic loads, the vertical seismic load effect, Ev, in Equation 12.4-4 of ASCE 7 is permitted to be taken equal to zero.

D + L + (Lr or S or R) (Equation 16-17)

D + L + 0.6 ωW (Equation 16-18)

D + L + 0.6 ωW + S/2 (Equation 16-19)

D + L + S + 0.6 ωW/2 (Equation 16-20)

D + L + S + E/1.4 (Equation 16-21)

0.9D + E/1.4 (Equation 16-22)

Exceptions:

1. Crane hook loads need not be combined with roof live loads or with more than three-fourths of the snow load or one-half of the wind load.

2. Flat roof snow loads of 30 psf (1.44 kN/m2) or less and roof live loads of 30 psf (1.44 kN/m2) or less need not be combined with seismic loads. Where flat roof snow loads exceed 30 psf (1.44 kN/m2), 20 percent shall be combined with seis- mic loads.

1605.3.2.1 Other loads. Where F, H or T are to be con- sidered in the design, each applicable load shall be added to the combinations specified in Section 1605.3.2. Where self-straining loads, T, are considered in design, their structural effects in combination with other loads shall be determined in accordance with Sec- tion 2.4.4 of ASCE 7.

SECTION 1606 DEAD LOADS

1606.1 General. Dead loads are those loads defined in Chap- ter 2 of this code. Dead loads shall be considered permanent loads.

1606.2 Design dead load. For purposes of design, the actual weights of materials of construction and fixed service equip- ment shall be used. In the absence of definite information, values used shall be subject to the approval of the building official.

SECTION 1607 LIVE LOADS

1607.1 General. Live loads are those loads defined in Chap- ter 2 of this code.

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TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L0, AND

MINIMUM CONCENTRATED LIVE LOADSg

(continued)

OCCUPANCY OR USE UNIFORM

(psf) CONCENTRATED

(pounds)

1. Apartments (see residential) — —

2. Access floor systems Office use Computer use

50 100

2,000 2,000

3. Armories and drill rooms 150m —

4. Assembly areas Fixed seats (fastened to floor) Follow spot, projections and

control rooms Lobbies Movable seats Stage floors Platforms (assembly) Other assembly areas

60m

50 100m

100m

150m

100m

—

5. Balconies and decksh Same as

occupancy served

—

6. Catwalks 40 300

7. Cornices 60 —

8. Corridors First floor Other floors

100 Same as

occupancy served

except as indicated

—

9. Dining rooms and restaurants 100m —

10. Dwellings (see residential) — —

11. Elevator machine room and controlroom grating (on area of 2 inches by 2 inches)

— 300

12. Finish light floor plate construction (on area of 1 inch by 1 inch)

— 200

13. Fire escapes On single-family dwellings only

100 40

—

14. Garages (passenger vehicles only) Trucks and buses

40m Note a

See Section 1607.7

15. Handrails, guards and grab bars See Section 1607.8

16. Helipads See Section 1607.6

17. Hospitals Corridors above first floor Operating rooms, laboratories Patient rooms

80 60 40

1,000 1,000 1,000

18. Hotels (see residential) — —

19. Libraries Corridors above first floor Reading rooms Stack rooms

80 60

150b, m

1,000 1,000 1,000

20. Manufacturing Heavy Light

250m

125m 3,000 2,000

21. Marquees, except one- and two-family dwellings

75 —

22. Office buildings Corridors above first floor File and computer rooms shall be

designed for heavier loads based on anticipated occupancy

Lobbies and first-floor corridors Offices

80 —

100 50

2,000 —

2,000 2,000

TABLE 1607.1—continued MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L0, AND

MINIMUM CONCENTRATED LIVE LOADSg

(continued)

OCCUPANCY OR USE UNIFORM

(psf) CONCENTRATED

(pounds)

23. Penal institutions Cell blocks Corridors

40 100

—

24. Recreational uses: Bowling alleys, poolrooms and

similar uses Dance halls and ballrooms Gymnasiums Ice skating rink Reviewing stands, grandstands

and bleachers Roller skating rink Stadiums and arenas with fixed

seats (fastened to floor)

75m

100m

250m

100c, m

100m

60c, m

—

25. Residential One- and two-family dwellings

Uninhabitable attics without storagei

Uninhabitable attics with storagei, j, k

Habitable attics and sleeping areask

Canopies, including marquees All other areas

Hotels and multifamily dwellings Private rooms and corridors

serving them Public roomsm and corridors

serving them

10 20 30 20 40

100

—

26. Roofs All roof surfaces subject to main-

tenance workers Awnings and canopies:

Fabric construction supported by a skeleton structure

All other construction, except one- and two-family dwellings

Ordinary flat, pitched, and curved roofs (that are not occupiable)

Primary roof members exposed to a work floor

Single panel point of lower chord of roof trusses or any point along primary structural members supporting roofs over manufac- turing, storage warehouses, and repair garages All other primary roof members

Occupiable roofs: Roof gardens Assembly areas All other similar areas

5 Nonreducible

100 100m

Note 1

300

2,000 300

Note 1

27. Schools Classrooms Corridors above first floor First-floor corridors

40 80

100

1,000 1,000 1,000

28. Scuttles, skylight ribs and accessible ceilings

— 200

29. Sidewalks, vehicular driveways and yards, subject to trucking

250d, m 8,000e

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1607.2 Loads not specified. For occupancies or uses not des- ignated in Table 1607.1, the live load shall be determined in accordance with a method approved by the building official.

1607.3 Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed live loads given in Table 1607.1.

1607.4 Concentrated live loads. Floors and other similar surfaces shall be designed to support the uniformly distrib- uted live loads prescribed in Section 1607.3 or the concen- trated live loads, given in Table 1607.1, whichever produces the greater load effects. Unless otherwise specified, the indi- cated concentration shall be assumed to be uniformly distrib- uted over an area of 21/2 feet by 2

1/2 feet (762 mm by 762 mm) and shall be located so as to produce the maximum load effects in the structural members.

1607.5 Partition loads. In office buildings and in other buildings where partition locations are subject to change, pro- visions for partition weight shall be made, whether or not par- titions are shown on the construction documents, unless the specified live load is 80 psf (3.83 kN/m2) or greater. The par- tition load shall be not less than a uniformly distributed live load of 15 psf (0.72 kN/m2).

TABLE 1607.1—continued MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, L0, AND

MINIMUM CONCENTRATED LIVE LOADSg

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm2, 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kN/m2, 1 pound = 0.004448 kN, 1 pound per cubic foot = 16 kg/m3.

a. Floors in garages or portions of buildings used for the storage of motor vehicles shall be designed for the uniformly distributed live loads of this Table or the following concentrated loads: (1) for garages restricted to passenger vehicles accommodating not more than nine passengers, 3,000 pounds acting on an area of 41/2 inches by 4

1/2 inches; (2) for mechanical parking structures without slab or deck that are used for storing passenger vehicles only, 2,250 pounds per wheel.

b. The loading applies to stack room floors that support nonmobile, double- faced library book stacks, subject to the following limitations:

1. The nominal book stack unit height shall not exceed 90 inches; 2. The nominal shelf depth shall not exceed 12 inches for each face; and 3. Parallel rows of double-faced book stacks shall be separated by aisles

not less than 36 inches wide. c. Design in accordance with ICC 300. d. Other uniform loads in accordance with an approved method containing

provisions for truck loadings shall be considered where appropriate. e. The concentrated wheel load shall be applied on an area of 4.5 inches by

4.5 inches. f. The minimum concentrated load on stair treads shall be applied on an area

of 2 inches by 2 inches. This load need not be assumed to act concurrently with the uniform load.

g. Where snow loads occur that are in excess of the design conditions, the structure shall be designed to support the loads due to the increased loads caused by drift buildup or a greater snow design determined by the building official (see Section 1608).

h. See Section 1604.8.3 (HVHZ shall comply with Section 1616.5) for decks attached to exterior walls.

i. Uninhabitable attics without storage are those where the maximum clear height between the joists and rafters is less than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements.

(continued)

OCCUPANCY OR USE UNIFORM

(psf) CONCENTRATED

(pounds)

30. Stairs and exits One- and two-family dwellings All other

40 100

300f

31. Storage warehouses (shall be designed for heavier loads if required for anticipated storage) Heavy Light

250m

125m

—

32. Stores Retail First floor Upper floors

Wholesale, all floors

100 75

125m

1,000 1,000 1,000

33. Vehicle barriers See Section 1607.8.3

34. Walkways and elevated platforms (other than exitways)

60 —

35. Yards and terraces, pedestrians 100m —

TABLE 1607.1—continued MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS, Lo, AND

MINIMUM CONCENTRATED LIVE LOADSg

j. Uninhabitable attics with storage are those where the maximum clear height between the joists and rafters is 42 inches or greater, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses.

The live load need only be applied to those portions of the joists or truss bottom chords where both of the following conditions are met:

i. The attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is a minimum of 30 inches; and

ii. The slopes of the joists or truss bottom chords are no greater than two units vertical in 12 units horizontal.

The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot.

k. Attic spaces served by stairways other than the pull-down type shall be designed to support the minimum live load specified for habitable attics and sleeping rooms.

l. Areas of occupiable roofs, other than roof gardens and assembly areas, shall be designed for appropriate loads as approved by the building official. Unoccupied landscaped areas of roofs shall be designed in accordance with Section 1607.12.3.

m. Live load reduction is not permitted unless specific exceptions of Section 1607.10 apply.

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1607.6 Helipads. Helipads shall be designed for the follow- ing live loads:

1. A uniform live load, L, as specified below. This load shall not be reduced.

1.1. 40 psf (1.92 kN/m2) where the design basis heli- copter has a maximum take-off weight of 3,000 pounds (13.35 kN) or less.

1.2. 60 psf (2.87 kN/m2) where the design basis heli- copter has a maximum take-off weight greater than 3,000 pounds (13.35 kN).

2. A single concentrated live load, L, of 3,000 pounds (13.35 kN) applied over an area of 4.5 inches by 4.5 inches (114 mm by 114 mm) and located so as to pro- duce the maximum load effects on the structural ele- ments under consideration. The concentrated load is not required to act concurrently with other uniform or con- centrated live loads.

3. Two single concentrated live loads, L, 8 feet (2438 mm) apart applied on the landing pad (representing the helicopter’s two main landing gear, whether skid type or wheeled type), each having a magnitude of 0.75 times the maximum take-off weight of the helicopter, and located so as to produce the maximum load effects on the structural elements under consideration. The concentrated loads shall be applied over an area of 8 inches by 8 inches (203 mm by 203 mm) and are not required to act concurrently with other uniform or con- centrated live loads.

Landing areas designed for a design basis helicopter with maximum take-off weight of 3,000-pounds (13.35 kN) shall be identified with a 3,000 pound (13.34 kN) weight limita- tion. The landing area weight limitation shall be indicated by the numeral “3” (kips) located in the bottom right corner of the landing area as viewed from the primary approach path. The indication for the landing area weight limitation shall be a minimum 5 feet (1524 mm) in height.

1607.7 Heavy vehicle loads. Floors and other surfaces that are intended to support vehicle loads greater than a 10,000- pound (4536 kg) gross vehicle weight rating shall comply with Sections 1607.7.1 through 1607.7.5.

1607.7.1 Loads. Where any structure does not restrict access for vehicles that exceed a 10,000-pound (4536 kg) gross vehicle weight rating, those portions of the structure subject to such loads shall be designed using the vehicular live loads, including consideration of impact and fatigue, in accordance with the codes and specifications required by the jurisdiction having authority for the design and con- struction of the roadways and bridges in the same location of the structure.

1607.7.2 Fire truck and emergency vehicles. Where a structure or portions of a structure are accessed and loaded by fire department access vehicles and other similar emer- gency vehicles, the structure shall be designed for the greater of the following loads:

1. The actual operational loads, including outrigger reactions and contact areas of the vehicles as stipu- lated and approved by the building official; or

2. The live loading specified in Section 1607.7.1.

1607.7.3 Heavy vehicle garages. Garages designed to accommodate vehicles that exceed a 10,000-pound (4536 kg) gross vehicle weight rating, shall be designed using the live loading specified by Section 1607.7.1. For garages the design for impact and fatigue is not required.

Exception: The vehicular live loads and load place- ment are allowed to be determined using the actual vehicle weights for the vehicles allowed onto the garage floors, provided such loads and placement are based on rational engineering principles and are approved by the building official, but shall not be less than 50 psf (2.9 kN/m2). This live load shall not be reduced.

1607.7.4 Forklifts and movable equipment. Where a structure is intended to have forklifts or other movable equipment present, the structure shall be designed for the total vehicle or equipment load and the individual wheel loads for the anticipated vehicles as specified by the owner of the facility. These loads shall be posted in accordance with Section 1607.7.5.

1607.7.4.1 Impact and fatigue. Impact loads and fatigue loading shall be considered in the design of the supporting structure. For the purposes of design, the vehicle and wheel loads shall be increased by 30 per- cent to account for impact.

1607.7.5 Posting. The maximum weight of vehicles allowed into or on a garage or other structure shall be posted by the owner or the owner’s authorized agent in accordance with Section 106.1.

1607.8 Loads on handrails, guards, grab bars, seats and vehicle barriers. Handrails, guards, grab bars, accessible seats, accessible benches and vehicle barriers shall be designed and constructed for the structural loading conditions set forth in this section.

1607.8.1 Handrails and guards. Handrails and guards shall be designed to resist a linear load of 50 pounds per linear foot (plf) (0.73 kN/m) in accordance with Section 4.5.1 of ASCE 7. Glass handrail assemblies and guards shall also comply with Section 2407.

Exceptions:

1. For one- and two-family dwellings, only the sin- gle concentrated load required by Section 1607.8.1.1 shall be applied.

2. In Group I-3, F, H and S occupancies, for areas that are not accessible to the general public and that have an occupant load less than 50, the mini- mum load shall be 20 pounds per foot (0.29 kN/ m).

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1607.8.1.1 Concentrated load. Handrails and guards shall be designed to resist a concentrated load of 200 pounds (0.89 kN) in accordance with Section 4.5.1 of ASCE 7.

1607.8.1.2 Intermediate rails. Intermediate rails (all those except the handrail), balusters and panel fillers shall be designed to resist a concentrated load of 50 pounds (0.22 kN) in accordance with Section 4.5.1 of ASCE 7.

1607.8.2 Grab bars, shower seats and dressing room bench seats. Grab bars, shower seats and dressing room bench seats shall be designed to resist a single concen- trated load of 250 pounds (1.11 kN) applied in any direc- tion at any point on the grab bar or seat so as to produce the maximum load effects.

1607.8.3 Vehicle barriers. Vehicle barriers for passenger vehicles shall be designed to resist a concentrated load of 6,000 pounds (26.70 kN) in accordance with Section 4.5.3 of ASCE 7. Garages accommodating trucks and buses shall be designed in accordance with an approved method that contains provisions for traffic railings.

1607.9 Impact loads. The live loads specified in Sections 1607.3 through 1607.8 shall be assumed to include adequate allowance for ordinary impact conditions. Provisions shall be made in the structural design for uses and loads that involve unusual vibration and impact forces.

1607.9.1 Elevators. Members, elements and components subject to dynamic loads from elevators shall be designed for impact loads and deflection limits prescribed by ASME A17.1/CSA B44.

1607.9.2 Machinery. For the purpose of design, the weight of machinery and moving loads shall be increased as follows to allow for impact: (1) light machinery, shaft- or motor-driven, 20 percent; and (2) reciprocating machin- ery or power-driven units, 50 percent. Percentages shall be increased where specified by the manufacturer.

1607.9.3 Elements supporting hoists for façade access equipment. In addition to any other applicable live loads, structural elements that support hoists for façade access equipment shall be designed for a live load consisting of the larger of the rated load of the hoist times 2.5 and the stall load of the hoist.

1607.9.4 Lifeline anchorages for façade access equip- ment. In addition to any other applicable live loads, life- line anchorages and structural elements that support lifeline anchorages shall be designed for a live load of at least 3,100 pounds (13.8 kN) for each attached lifeline, in every direction that a fall arrest load may be applied.

1607.10 Reduction in uniform live loads. Except for uni- form live loads at roofs, all other minimum uniformly distrib- uted live loads, Lo, in Table 1607.1 are permitted to be reduced in accordance with Section 1607.10.1 or 1607.10.2. Uniform live loads at roofs are permitted to be reduced in accordance with Section 1607.12.2.

1607.10.1 Basic uniform live load reduction. Subject to the limitations of Sections 1607.10.1.1 through 1607.10.1.3 and Table 1607.1, members for which a value of KLLAT is 400 square feet (37.16 m

2) or more are permit- ted to be designed for a reduced uniformly distributed live load, L, in accordance with the following equation:

(Equation 16-23)

For SI:

where:

L = Reduced design live load per square foot (m2) of area supported by the member.

Lo = Unreduced design live load per square foot (m 2) of

area supported by the member (see Table 1607.1).

KLL = Live load element factor (see Table 1607.10.1).

AT = Tributary area, in square feet (m 2).

L shall be not less than 0.50Lo for members supporting one floor and L shall be not less than 0.40Lo for members supporting two or more floors.

1607.10.1.1 One-way slabs. The tributary area, AT, for use in Equation 16-23 for one-way slabs shall not exceed an area defined by the slab span times a width normal to the span of 1.5 times the slab span.

1607.10.1.2 Heavy live loads. Live loads that exceed 100 psf (4.79 kN/m2) shall not be reduced.

Exceptions:

1. The live loads for members supporting two or more floors are permitted to be reduced by a maximum of 20 percent, but the live load shall be not less than L as calculated in Section 1607.10.1.

L Lo 0.25 15

KLLAT --------------------+⎝ ⎠

⎛ ⎞=

L Lo 0.25 4.57 KLLAT

--------------------+⎝ ⎠ ⎛ ⎞=

TABLE 1607.10.1 LIVE LOAD ELEMENT FACTOR, KLL

ELEMENT KLL

Interior columns Exterior columns without cantilever slabs

4 4

Edge columns with cantilever slabs 3

Corner columns with cantilever slabs Edge beams without cantilever slabs Interior beams

2 2 2

All other members not identified above including: Edge beams with cantilever slabs Cantilever beams One-way slabs Two-way slabs Members without provisions for continuous shear

transfer normal to their span

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2. For uses other than storage, where approved, additional live load reductions shall be permit- ted where shown by the registered design pro- fessional that a rational approach has been used and that such reductions are warranted.

1607.10.1.3 Passenger vehicle garages. The live loads shall not be reduced in passenger vehicle garages.

Exception: The live loads for members supporting two or more floors are permitted to be reduced by a maximum of 20 percent, but the live load shall not be less than L as calculated in Section 1607.10.1.

1607.10.2 Alternative uniform live load reduction. As an alternative to Section 1607.10.1 and subject to the lim- itations of Table 1607.1, uniformly distributed live loads are permitted to be reduced in accordance with the follow- ing provisions. Such reductions shall apply to slab sys- tems, beams, girders, columns, piers, walls and foundations.

1. A reduction shall not be permitted where the live load exceeds 100 psf (4.79 kN/m2) except that the design live load for members supporting two or more floors is permitted to be reduced by a maxi- mum of 20 percent.

Exception: For uses other than storage, where approved, additional live load reductions shall be permitted where shown by the registered design professional that a rational approach has been used and that such reductions are warranted.

2. A reduction shall not be permitted in passenger vehicle parking garages except that the live loads for members supporting two or more floors are permit- ted to be reduced by a maximum of 20 percent.

3. For live loads not exceeding 100 psf (4.79 kN/m2), the design live load for any structural member sup- porting 150 square feet (13.94 m2) or more is per- mitted to be reduced in accordance with Equation 16-24.

4. For one-way slabs, the area, A, for use in Equation 16-24 shall not exceed the product of the slab span and a width normal to the span of 0.5 times the slab span.

R = 0.08(A – 150) (Equation 16-24)

For SI: R = 0.861(A – 13.94)

Such reduction shall not exceed the smallest of:

1. 40 percent for members supporting one floor.

2. 60 percent for members supporting two or more floors.

3. R as determined by the following equation:

R = 23.1(1+ D/Lo) (Equation 16-25)

where:

A = Area of floor supported by the member, square feet (m2).

D = Dead load per square foot (m2) of area supported.

Lo = Unreduced live load per square foot (m 2) of

area supported.

R = Reduction in percent.

1607.11 Distribution of floor loads. Where uniform floor live loads are involved in the design of structural members arranged so as to create continuity, the minimum applied loads shall be the full dead loads on all spans in combination with the floor live loads on spans selected to produce the greatest load effect at each location under consideration. Floor live loads are permitted to be reduced in accordance with Section 1607.10.

1607.12 Roof loads. The structural supports of roofs and marquees shall be designed to resist wind and, where applica- ble, snow and earthquake loads, in addition to the dead load of construction and the appropriate live loads as prescribed in this section, or as set forth in Table 1607.1. The live loads acting on a sloping surface shall be assumed to act vertically on the horizontal projection of that surface.

1607.12.1 Distribution of roof loads. Where uniform roof live loads are reduced to less than 20 psf (0.96 kN/m2) in accordance with Section 1607.12.2.1 and are applied to the design of structural members arranged so as to create continuity, the reduced roof live load shall be applied to adjacent spans or to alternate spans, whichever produces the most unfavorable load effect. See Section 1607.12.2 for reductions in minimum roof live loads and Section 7.5 of ASCE 7 for partial snow loading.

1607.12.2 General. The minimum uniformly distributed live loads of roofs and marquees, Lo, in Table 1607.1 are permitted to be reduced in accordance with Section 1607.12.2.1.

1607.12.2.1 Ordinary roofs, awnings and canopies. Ordinary flat, pitched and curved roofs, and awnings and canopies other than of fabric construction sup- ported by a skeleton structure, are permitted to be designed for a reduced uniformly distributed roof live load, Lr, as specified in the following equations or other controlling combinations of loads as specified in Sec- tion 1605, whichever produces the greater load effect.

In structures such as greenhouses, where special scaffolding is used as a work surface for workers and materials during maintenance and repair operations, a lower roof load than specified in the following equa- tions shall not be used unless approved by the building official. Such structures shall be designed for a mini- mum roof live load of 12 psf (0.58 kN/m2).

Lr = Lo R1R2 (Equation 16-26)

where: 12 ≤ Lr ≤ 20

For SI: Lr = LoR1R2 where: 0.58 ≤ Lr ≤ 0.96

Lo = Unreduced roof live load per square foot (m 2) of

horizontal projection supported by the member (see Table 1607.1).

Lr = Reduced roof live load per square foot (m 2) of

horizontal projection supported by the member.

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The reduction factors R1 and R2 shall be determined as follows:

R1 = 1 for At ≤ 200 square feet (18.58 m 2)

(Equation 16-27)

R1 = 1.2 - 0.001At for 200 square feet < At < 600 square feet (Equation 16-28)

For SI: 1.2 - 0.011At for 18.58 square meters < At < 55.74 square meters

R1 = 0.6 for At ≥ 600 square feet (55.74 m 2)

(Equation 16-29)

where:

At = Tributary area (span length multiplied by effective width) in square feet (m2) supported by the member, and

R2 = 1 for F ≤ 4 (Equation 16-30)

R2 = 1.2 - 0.05 F for 4 < F < 12 (Equation 16-31)

R2 = 0.6 for F ≥ 12 (Equation 16-32)

where:

F = For a sloped roof, the number of inches of rise per foot (for SI: F = 0.12 × slope, with slope expressed as a percentage), or for an arch or dome, the rise-to-span ratio multiplied by 32.

1607.12.3 Occupiable roofs. Areas of roofs that are occu- piable, such as vegetative roofs, roof gardens or for assem- bly or other similar purposes, and marquees are permitted to have their uniformly distributed live loads reduced in accordance with Section 1607.10.

1607.12.3.1 Vegetative and landscaped roofs. The weight of all landscaping materials shall be considered as dead load and shall be computed on the basis of satu- ration of the soil as determined in accordance with ASTM E2397. The uniform design live load in unoccu- pied landscaped areas on roofs shall be 20 psf (0.958 kN/m2). The uniform design live load for occupied landscaped areas on roofs shall be determined in accor- dance with Table 1607.1.

1607.12.4 Awnings and canopies. Awnings and canopies shall be designed for uniform live loads as required in Table 1607.1 as well as for snow loads and wind loads as specified in Sections 1608 and 1609.

1607.12.5 Photovoltaic panel systems. Roof structures that provide support for photovoltaic panel systems shall be designed in accordance with Sections 1607.12.5.1 through 1607.12.5.4, as applicable.

1607.12.5.1 Roof live load. Roof surfaces to be cov- ered by solar photovoltaic panels or modules shall be designed for the roof live load, Lr, assuming that the photovoltaic panels or modules are not present. The roof photovoltaic live load in areas covered by solar

photovoltaic panels or modules shall be in addition to the panel loading unless the area covered by each solar photovoltaic panel or module is inaccessible. Areas where the clear space between the panels and the roof- top is not more than 24 inches (610 mm) shall be con- sidered inaccessible. Roof surfaces not covered by photovoltaic panels shall be designed for the roof live load.

1607.12.5.2 Photovoltaic panels or modules. The structure of a roof that supports solar photovoltaic pan- els or modules shall be designed to accommodate the full solar photovoltaic panels or modules and ballast dead load, including concentrated loads from support frames in combination with the loads from Section 1607.12.5.1 and other applicable loads. Where applica- ble, snow drift loads created by the photovoltaic panels or modules shall be included.

1607.12.5.3 Photovoltaic panels or modules installed as an independent structure. Solar photovoltaic pan- els or modules that are independent structures and do not have accessible/occupied space underneath are not required to accommodate a roof photovoltaic live load, provided the area under the structure is restricted to keep the public away. All other loads and combinations in accordance with Section 1605 shall be accommo- dated.

Solar photovoltaic panels or modules that are designed to be the roof, span to structural supports and have accessible/occupied space underneath shall have the panels or modules and all supporting structures designed to support a roof photovoltaic live load, as defined in Section 1607.12.5.1 in combination with other applicable loads. Solar photovoltaic panels or modules in this application are not permitted to be clas- sified as “not accessible” in accordance with Section 1607.12.5.1.

1607.12.5.4 Ballasted photovoltaic panel systems. Roof structures that provide support for ballasted pho- tovoltaic panel systems shall be designed, or analyzed, in accordance with Section 1604.4; checked in accor- dance with Section 1604.3.6 for deflections; and checked in accordance with Section 1611 for ponding.

1607.13 Crane loads. The crane live load shall be the rated capacity of the crane. Design loads for the runway beams, including connections and support brackets, of moving bridge cranes and monorail cranes shall include the maximum wheel loads of the crane and the vertical impact, lateral and longitu- dinal forces induced by the moving crane.

1607.13.1 Maximum wheel load. The maximum wheel loads shall be the wheel loads produced by the weight of the bridge, as applicable, plus the sum of the rated capac- ity and the weight of the trolley with the trolley positioned on its runway at the location where the resulting load effect is maximum.

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1607.13.2 Vertical impact force. The maximum wheel loads of the crane shall be increased by the percentages shown below to determine the induced vertical impact or vibration force:

Monorail cranes (powered) . . . . . . . . . . . . . . . . 25 percent

Cab-operated or remotely operated bridge cranes (powered) . . . . . . . . . . . . . . . . . . . . . . . 25 percent

Pendant-operated bridge cranes (powered). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 percent

Bridge cranes or monorail cranes with hand-geared bridge, trolley and hoist . . . . . . . 0 percent

1607.13.3 Lateral force. The lateral force on crane run- way beams with electrically powered trolleys shall be cal- culated as 20 percent of the sum of the rated capacity of the crane and the weight of the hoist and trolley. The lat- eral force shall be assumed to act horizontally at the trac- tion surface of a runway beam, in either direction perpendicular to the beam, and shall be distributed with due regard to the lateral stiffness of the runway beam and supporting structure.

1607.13.4 Longitudinal force. The longitudinal force on crane runway beams, except for bridge cranes with hand- geared bridges, shall be calculated as 10 percent of the maximum wheel loads of the crane. The longitudinal force shall be assumed to act horizontally at the traction surface of a runway beam, in either direction parallel to the beam.

1607.14 Interior walls and partitions. Interior walls and partitions that exceed 6 feet (1829 mm) in height, including their finish materials, shall have adequate strength and stiff- ness to resist the loads to which they are subjected but not less than a horizontal load of 5 psf (0.240 kN/m2).

1607.14.1 Fabric partitions. Fabric partitions that exceed 6 feet (1829 mm) in height, including their finish materi- als, shall have adequate strength and stiffness to resist the following load conditions:

1. The horizontal distributed load need only be applied to the partition framing. The total area used to deter- mine the distributed load shall be the area of the fab- ric face between the framing members to which the fabric is attached. The total distributed load shall be uniformly applied to such framing members in pro- portion to the length of each member.

2. A concentrated load of 40 pounds (0.176 kN) applied to an 8-inch-diameter (203 mm) area [50.3 square inches (32 452 mm2)] of the fabric face at a height of 54 inches (1372 mm) above the floor.

SECTION 1608 SNOW LOADS

1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7, but the design roof load shall not be less than that determined by Section 1607.

1608.2 Ground snow loads. The ground snow loads to be used in determining the design snow loads for roofs shall be determined in accordance with ASCE 7 or Figure 1608.2 for the contiguous United States and Table 1608.2 for Alaska. Site-specific case studies shall be made in areas designated “CS” in Figure 1608.2. Ground snow loads for sites at eleva- tions above the limits indicated in Figure 1608.2 and for all sites within the CS areas shall be approved. Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2-percent annual probability of being exceeded (50-year mean recurrence interval). Snow loads are zero for Hawaii, except in mountainous regions as approved by the building official.

1608.3 Ponding instability. Susceptible bays of roofs shall be evaluated for ponding instability in accordance with Sec- tion 7.11 of ASCE 7.

�

TABLE 1608.2 GROUND SNOW LOADS, pg, FOR ALASKAN LOCATIONS

For SI: 1 pound per square foot = 0.0479 kN/m2.

LOCATION POUNDS PER

SQUARE FOOT LOCATION

POUNDS PER SQUARE FOOT

LOCATION POUNDS PER

SQUARE FOOT

Adak 30 Galena 60 Petersburg 150

Anchorage 50 Gulkana 70 St. Paul Islands 40

Angoon 70 Homer 40 Seward 50

Barrow 25 Juneau 60 Shemya 25

Barter Island 35 Kenai 70 Sitka 50

Bethel 40 Kodiak 30 Talkeetna 120

Big Delta 50 Kotzebue 60 Unalakleet 50

Cold Bay 25 McGrath 70 Valdez 160

Cordova 100 Nenana 80 Whittier 300

Fairbanks 60 Nome 70 Wrangell 60

Fort Yukon 60 Palmer 50 Yakutat 150

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SECTION 1609 WIND LOADS

1609.1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads pre- scribed herein. Decreases in wind loads shall not be made for the effect of shielding by other structures. All exterior wall coverings and soffits shall be capable of resisting the design pressures specified for walls for components and cladding loads in accordance with Section 1609.1.1. Manufactured soffits shall be labeled in accordance with Section 1709.10 of this code.

1609.1.1 Determination of wind loads. Wind loads on every building or structure shall be determined in accor- dance with Chapters 26 to 30 of ASCE 7 or provisions of the alternate all-heights method in Section 1609.6. Wind shall be assumed to come from any horizontal direction and wind pressures shall be assumed to act normal to the surface considered.

Exceptions:

1. Subject to the limitations of Section 1609.1.1.1, the provisions of ICC 600 shall be permitted for applicable Group R-2 and R-3 buildings.

2. Subject to the limitations of Section 1609.1.1.1, residential structures using the provisions of AWC WFCM.

3. Subject to the limitations of Section 1609.1.1.1, residential structures using the provisions of AISI S230.

4. Designs using NAAMM FP 1001.

5. Designs using TIA-222 for antenna-supporting structures and antennas, provided the horizontal extent of Topographic Category 2 escarpments in Section 2.6.6.2 of TIA-222 shall be 16 times the height of the escarpment. Design using this stan- dard shall be permitted for communication tower and steel antenna support structures.

6. Wind tunnel tests in accordance with ASCE 49 and Sections 31.4 and 31.5 of ASCE 7.

7. Wind loads for screen enclosures shall be deter- mined in accordance with Section 2002.4.

8. Exposed mechanical equipment or appliances fastened to a roof or installed on the ground in compliance with the code using rated stands, platforms, curbs, slabs, walls, or other means are deemed to comply with the wind resistance requirements of the 2007 Florida Building Code, as amended. Further support or enclosure of such mechanical equipment or appliances is not required by a state or local official having author- ity to enforce the Florida Building Code.

The wind speeds in Figures 1609.3(1), 1609.3(2) and 1609.3(3) are ultimate design wind speeds, Vult, and shall be converted in accordance with Section 1609.3.1 to nom- inal design wind speeds, Vasd, when the provisions of the standards referenced in Exceptions 4 and 5 are used.

1609.1.1.1 Applicability. The provisions of ICC 600 are applicable only to buildings located within Expo- sure B or C as defined in Section 1609.4. The provi- sions of ICC 600, AWC WFCM and AISI S230 shall not apply to buildings sited on the upper half of an iso- lated hill, ridge or escarpment meeting the following conditions:

1. The hill, ridge or escarpment is 60 feet (18 288 mm) or higher if located in Exposure B or 30 feet (9144 mm) or higher if located in Exposure C;

2. The maximum average slope of the hill exceeds 10 percent; and

3. The hill, ridge or escarpment is unobstructed upwind by other such topographic features for a distance from the high point of 50 times the height of the hill or 1 mile (1.61 km), whichever is greater.

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FIGURE 1608.2 GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)

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FIGURE 1608.2—continued GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf)

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1609.1.2 Protection of openings. In wind-borne debris regions, glazed openings in buildings shall be impact resistant or protected with an impact-resistant covering meeting the requirements of ANSI/DASMA 115 (for garage doors and rolling doors) or TAS 201, 202 and 203, AAMA 506, ASTM E1996 and ASTM E1886 referenced herein, or an approved impact-resistant standard as fol- lows:

1. Glazed openings located within 30 feet (9144 mm) of grade shall meet the requirements of the large missile test of ASTM E1996.

2. Glazed openings located more than 30 feet (9144 mm) above grade shall meet the provisions of the small missile test of ASTM E1996.

3. Storage sheds that are not designed for human habi- tation and that have a floor area of 720 square feet (67 m2) or less are not required to comply with the mandatory windborne debris impact standards of this code.

4. Openings in sunrooms, balconies or enclosed porches constructed under existing roofs or decks are not required to be protected provided the spaces are separated from the building interior by a wall and all openings in the separating wall are protected in accordance with Section 1609.1.2 above. Such spaces shall be permitted to be designed as either partially enclosed or enclosed structures.

Exceptions:

1. Wood structural panels with a minimum thick- ness of 7/16 inch (11.1 mm) and maximum span between lines of fasteners of 44 inches (1118 mm) shall be permitted for opening protection in Group R-3 or R-4 occupancy buildings with a mean roof height of 33 feet (10 058 mm) or less where Vult is 180 mph (80 m/s) or less. Panels shall be precut to overlap the wall such that they extend a minimum of 2 inches (50.8 mm) beyond the lines of fasteners and are attached to the fram- ing surrounding the opening containing the prod- uct with the glazed opening. Panels shall be predrilled as required for the attachment method and secured with corrosion-resistant attachment hardware permanently installed on the building.

a. Attachments shall be designed to resist the components and cladding loads determined in accordance with the provisions of ASCE 7, with corrosion-resistant attachment hardware provided and anchors permanently installed on the building.

b. As an alternative, panels shall be fastened at 16 inches (406.4 mm) on center along the edges of the opposing long sides of the panel.

i. For wood frame construction, fasteners shall be located on the wall such that they are embedded into the wall framing mem- bers, nominally a minimum of 1 inch (25.4 mm) from the edge of the opening and 2 inches (50.8 mm) inward from the panel edge. Permanently installed anchors used for buildings with wood frame wall construction shall have the threaded por- tion that will be embedded into the wall framing based on 1/4-inch (6.35 mm) lag- screws and shall be long enough to pene- trate through the exterior wall covering with sufficient embedment length to pro- vide an allowable minimum 300 pounds ASD design withdrawal capacity.

ii. For concrete or masonry wall construc- tion, fasteners shall be located on the wall a minimum of 11/2 inches (37.9 mm) from the edge of the opening and 2 inches (50.8 mm) inward of the panel edge. Perma- nently installed anchors in concrete or masonry wall construction shall have an allowable minimum 300 pounds ASD design withdrawal capacity and an allow- able minimum 525 pounds ASD design shear capacity with a 11/2 inch edge dis- tance. Hex nuts, washered wing-nuts, or bolts used to attach the wood structural panels to the anchors shall be minimum 1/4 -inch (6.4 mm) hardware and shall be installed with or have integral washers with a minimum 1-inch (25 mm) outside diameter.

iii. Vibration-resistant alternative attach- ments designed to resist the component and cladding loads determined in accor- dance with provisions of ASCE 7 shall be permitted.

2. Glazing in Risk Category I buildings, including greenhouses that are occupied for growing plants on a production or research basis, without public access shall be permitted to be unprotected.

3. Glazing in Risk Category II, III or IV buildings located over 60 feet (18 288 mm) above the ground and over 30 feet (9144 mm) above aggre- gate surface roofs located within 1,500 feet (458 m) of the building shall be permitted to be unpro- tected.

Table 1609.1.2 Wind-Borne Debris Protection Fastening Schedule for Wood Structural Panels. Reserved.

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FIGURE 1609.3(1) ULTIMATE DESIGN WIND SPEEDS, VULT, FOR RISK CATEGORY II BUILDINGS AND OTHER STRUCTURES

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FIGURE 1609.3(2) ULTIMATE DESIGN WIND SPEEDS, VULT, FOR RISK CATEGORY III AND IV BUILDINGS AND OTHER STRUCTURES

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FIGURE 1609.3(3) ULTIMATE DESIGN WIND SPEEDS, VULT, FOR RISK CATEGORY I BUILDINGS AND OTHER STRUCTURES

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1609.1.2.1 Louvers. Louvers protecting intake and exhaust ventilation ducts not assumed to be open that are located within 30 feet (9144 mm) of grade shall meet the requirements of AMCA 540 or shall be pro- tected by an impact-resistant cover complying with the large missile test of ASTM E1996 or an approved impact-resistance standard. Louvers required to be open for life safety purposes such as providing a breathable atmosphere shall meet the requirements of AMCA 540.

1609.1.2.2. Application of ASTM E1996. The text of Section 6.2.2 of ASTM E1996 shall be substituted as follows:

6.2.2 Unless otherwise specified, select the wind zone based on the strength design wind speed, Vult, as follows:

6.2.2.1 Wind Zone 1—130 mph ≤ ultimate design wind speed, Vult < 140 mph.

6.2.2.2 Wind Zone 2—140 mph ≤ ultimate design wind speed, Vult < 150 mph at greater than one mile (1.6 km) from the coastline. The coastline shall be measured from the mean high water mark.

6.2.2.3 Wind Zone 3—150 mph (58 m/s) ≤ ultimate design wind speed, Vult ≤ 170 mph (63 m/s), or 140 mph (54 m/s) ≤ ultimate design wind speed, Vult ≤ 170 mph (63 m/s) and within one mile (1.6 km) of the coastline. The coastline shall be measured from the mean high water mark.

6.2.2.4 Wind Zone 4— ultimate design wind speed, Vult >170 mph (63 m/s).

1609.1.2.3 Garage doors. Garage door glazed opening protection for wind-borne debris shall meet the require- ments of an approved impact-resisting standard or ANSI/DASMA 115.

1609.1.2.4 Impact-resistant coverings.

1609.1.2.4.1 Impact-resistant coverings shall be tested at 1.5 times the design pressure (positive or negative) expressed in pounds per square feet as determined by the Florida Building Code, Building Section 1609 or ASCE 7, for which the specimen is to be tested. The design pressures, as determined from ASCE 7, are permitted to be multiplied by 0.6.

1609.1.2.4.2 Impact-resistant coverings. Impact- resistant coverings shall be labeled in accordance with the provisions of Section 1709.9.

1609.1.3 Testing to allowable or nominal loads. Where testing for wind load resistance is based on allowable or

nominal wind loads, the design wind loads determined in accordance with ASCE 7 or Section 1609 are permitted to be multiplied by 0.6 for the purposes of the wind-load- resistance testing.

1609.2 Definitions. For the purposes of Section 1609 and as used elsewhere in this code, the following terms are defined in Chapter 2.

HURRICANE-PRONE REGIONS.

WIND-BORNE DEBRIS REGION.

WIND SPEED, Vult.

WIND SPEED, Vasd.

1609.3 Ultimate design wind speed. The ultimate design wind speed, Vult, in mph, for the determination of the wind loads shall be determined by Figures 1609.3(1), 1609.3(2) and 1609.3(3). The ultimate design wind speed, Vult, for use in the design of Risk Category II buildings and structures shall be obtained from Figure 1609.3(1). The ultimate design wind speed, Vult, for use in the design of Risk Category III and IV buildings and structures shall be obtained from Figure 1609.3(2). The ultimate design wind speed, Vult, for use in the design of Risk Category I buildings and structures shall be obtained from Figure 1609.3(3). The ultimate design wind speed, Vult, for the special wind regions indicated near moun- tainous terrain and near gorges shall be in accordance with local jurisdiction requirements. The ultimate design wind speeds, Vult, determined by the local jurisdiction shall be in accordance with Section 26.5.1 of ASCE 7. The exact loca- tion of wind speed lines shall be established by local ordi- nance using recognized physical landmarks such as major roads, canals, rivers and lake shores wherever possible.

In nonhurricane-prone regions, when the ultimate design wind speed, Vult, is estimated from regional climatic data, the ultimate design wind speed, Vult, shall be determined in accor- dance with Section 26.5.3 of ASCE 7.

1609.3.1 Wind speed conversion. When required, the ultimate design wind speeds of Figures 1609.3(1), 1609.3(2) and 1609.3(3) shall be converted to nominal design wind speeds, Vasd, using Table 1609.3.1 or Equation 16-33.

(Equation 16-33)

where:

Vasd = Nominal design wind speed applicable to methods specified in Exceptions 4 and 5 of Section 1609.1.1.

Vult = Ultimate design wind speeds determined from Figures 1609.3(1), 1609.3(2) or 1609.3(3).

Va sd Vu l t 0.6=

TABLE 1609.3.1 WIND SPEED CONVERSIONSa, b, c

For SI: 1 mile per hour = 0.44 m/s. a. Linear interpolation is permitted. b. Vasd = nominal design wind speed applicable to methods specified in Exceptions 1 through 5 of Section 1609.1.1. c. Vult = ultimate design wind speeds determined from Figure 1609.3(1), 1609.3(2) or 1609.3(3).

Vult 100 110 120 130 140 150 160 170 180 190 200

Vasd 78 85 93 101 108 116 124 132 139 147 155

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1609.4 Exposure category. For each wind direction consid- ered, an exposure category that adequately reflects the char- acteristics of ground surface irregularities shall be determined for the site at which the building or structure is to be con- structed. Account shall be taken of variations in ground sur- face roughness that arise from natural topography and vegetation as well as from constructed features.

1609.4.1 Wind directions and sectors. For each selected wind direction at which the wind loads are to be evaluated, the exposure of the building or structure shall be deter- mined for the two upwind sectors extending 45 degrees (0.79 rad) either side of the selected wind direction. The exposures in these two sectors shall be determined in accordance with Sections 1609.4.2 and 1609.4.3 and the exposure resulting in the highest wind loads shall be used to represent winds from that direction.

1609.4.2 Surface roughness categories. A ground sur- face roughness within each 45-degree (0.79 rad) sector shall be determined for a distance upwind of the site as defined in Section 1609.4.3 from the categories defined below, for the purpose of assigning an exposure category as defined in Section 1609.4.3.

Surface Roughness B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger.

Surface Roughness C. Open terrain with scattered obstructions having heights generally less than 30 feet (9144 mm). This category includes flat open country, and grasslands.

Surface Roughness D. Flat, unobstructed areas and water surfaces. This category includes smooth mud flats, salt flats and unbroken ice.

1609.4.3 Exposure categories. An exposure category shall be determined in accordance with the following:

Exposure B. For buildings with a mean roof height of less than or equal to 30 feet (9144 mm), Exposure B shall apply where the ground surface roughness, as defined by Surface Roughness B, prevails in the upwind direction for a distance of at least 1,500 feet (457 m). For buildings with a mean roof height greater than 30 feet (9144 mm), Exposure B shall apply where Surface Roughness B prevails in the upwind direction for a distance of at least 2,600 feet (792 m) or 20 times the height of the building, whichever is greater.

Exposure C. Exposure C shall apply for all cases where Exposure B or D does not apply.

Exposure D. Exposure D shall apply where the ground surface roughness, as defined by Surface Roughness D, prevails in the upwind direction for a distance of at least 5,000 feet (1524 m) or 20 times the height of the building, whichever is greater. Exposure D shall also apply where the ground surface roughness immediately upwind of the site is B or C, and the site is within a dis- tance of 600 feet (183 m) or 20 times the building height, whichever is greater, from an Exposure D con- dition as defined in the previous sentence.

1609.5 Roof systems. Roof systems shall be designed and constructed in accordance with Sections 1609.5.1 through 1609.5.3, as applicable.

1609.5.1 Roof deck. The roof deck shall be designed to withstand the wind pressures determined in accordance with ASCE 7.

1609.5.2 Roof coverings. Roof coverings shall comply with Section 1609.5.1.

Exception: Rigid tile roof coverings that are air perme- able and installed over a roof deck complying with Sec- tion 1609.5.1 are permitted to be designed in accordance with Section 1609.5.3.

Asphalt shingles installed over a roof deck complying with Section 1609.5.1 shall comply with the wind-resis- tance requirements of Section 1504.1.1.

1609.5.3 Rigid tile. Wind loads on rigid tile roof cover- ings shall be determined in accordance with the following equation:

Ma = qhCLbLLa[1.0 - GCp] (Equation 16-34)

For SI:

where:

b = Exposed width, feet (mm) of the roof tile.

CL = Lift coefficient. The lift coefficient for concrete and clay tile shall be 0.2 or shall be determined by test in accordance with Section 1504.2.1.

GCp = Roof pressure coefficient for each applicable roof zone determined from Chapter 30 of ASCE 7. Roof coefficients shall not be adjusted for internal pressure.

L = Length, feet (mm) of the roof tile.

La = Moment arm, feet (mm) from the axis of rotation to the point of uplift on the roof tile. The point of uplift shall be taken at 0.76L from the head of the tile and the middle of the exposed width. For roof tiles with nails or screws (with or without a tail clip), the axis of rotation shall be taken as the head of the tile for direct deck application or as the top edge of the batten for battened applications. For roof tiles fastened only by a nail or screw along the side of the tile, the axis of rotation shall be determined by testing. For roof tiles installed with battens and fastened only by a clip near the tail of the tile, the moment arm shall be determined about the top edge of the batten with consideration given for the point of rotation of the tiles based on straight bond or broken bond and the tile profile.

Ma = Aerodynamic uplift moment, feet-pounds (N-mm) acting to raise the tail of the tile.

qh = Wind velocity pressure, psf (kN/m 2) determined

from Section 27.3.2 of ASCE 7.

Ma qhCLbLLa 1.0 GCp–[ ]

1 000, -------------------------------------------------------=

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Concrete and clay roof tiles complying with the follow- ing limitations shall be designed to withstand the aerody- namic uplift moment as determined by this section.

1. The roof tiles shall be either loose laid on battens, mechanically fastened, mortar set or adhesive set.

2. The roof tiles shall be installed on solid sheathing that has been designed as components and cladding.

3. An underlayment shall be installed in accordance with Chapter 15.

4. The tile shall be single lapped interlocking with a minimum head lap of not less than 2 inches (51 mm).

5. The length of the tile shall be between 1.0 and 1.75 feet (305 mm and 533 mm).

6. The exposed width of the tile shall be between 0.67 and 1.25 feet (204 mm and 381 mm).

7. The maximum thickness of the tail of the tile shall not exceed 1.3 inches (33 mm).

8. Roof tiles using mortar set or adhesive set systems shall have at least two-thirds of the tile’s area free of mortar or adhesive contact.

1609.6 Alternate all-heights method. The alternate wind design provisions in this section are simplifications of the ASCE 7 Directional Procedure.

1609.6.1 Scope. As an alternative to ASCE 7 Chapters 27 and 30, the following provisions are permitted to be used to determine the wind effects on regularly shaped build- ings, or other structures that are regularly shaped, that meet all of the following conditions:

1. The building or other structure is less than or equal to 75 feet (22 860 mm) in height with a height-to- least-width ratio of 4 or less, or the building or other structure has a fundamental frequency greater than or equal to 1 hertz.

2. The building or other structure is not sensitive to dynamic effects.

3. The building or other structure is not located on a site for which channeling effects or buffeting in the wake of upwind obstructions warrant special consid- eration.

4. The building shall meet the requirements of a simple diaphragm building as defined in ASCE 7 Section 26.2, where wind loads are only transmitted to the main windforce-resisting system (MWFRS) at the diaphragms.

5. For open buildings, multispan gable roofs, stepped roofs, sawtooth roofs, domed roofs, roofs with slopes greater than 45 degrees (0.79 rad), solid free- standing walls and solid signs, and rooftop equip- ment, apply ASCE 7 provisions.

1609.6.1.1 Modifications. The following modifica- tions shall be made to certain subsections in ASCE 7: in Section 1609.6.2, symbols and notations that are spe-

cific to this section are used in conjunction with the symbols and notations in ASCE 7 Section 26.3.

1609.6.2 Symbols and notations. Coefficients and vari- ables used in the alternative all-heights method equations are as follows:

Cnet= Net-pressure coefficient based on Kd [(G) (Cp) - (GCpi)], in accordance with Table 1609.6.2.

G = Gust effect factor for rigid structures in accordance with ASCE 7 Section 26.9.1.

Kd = Wind directionality factor in accordance with ASCE 7 Table 26-6.

Pnet= Design wind pressure to be used in determination of wind loads on buildings or other structures or their components and cladding, in psf (kN/m2).

1609.6.3 Design equations. When using the alternative all-heights method, the MWFRS, and components and cladding of every structure shall be designed to resist the effects of wind pressures on the building envelope in accordance with Equation 16-35.

Pnet = 0.00256V 2KzCnetKzt (Equation 16-35)

Design wind forces for the MWFRS shall be not less than 16 psf (0.77 kN/m2) multiplied by the area of the structure projected on a plane normal to the assumed wind direction (see ASCE 7 Section 27.4.7 for criteria). Design net wind pressure for components and cladding shall be not less than 16 psf (0.77 kN/m2) acting in either direction normal to the surface.

1609.6.4 Design procedure. The MWFRS and the com- ponents and cladding of every building or other structure shall be designed for the pressures calculated using Equa- tion 16-35.

1609.6.4.1 Main windforce-resisting systems. The MWFRS shall be investigated for the torsional effects identified in ASCE 7 Figure 27.4-8.

1609.6.4.2 Determination of Kz and Kzt. Velocity pres- sure exposure coefficient, Kz, shall be determined in accordance with ASCE 7 Section 27.3.1 and the topo- graphic factor, Kzt, shall be determined in accordance with ASCE 7 Section 26.8.

1. For the windward side of a structure, Kzt and Kz shall be based on height z.

2. For leeward and sidewalls, and for windward and leeward roofs, Kzt and Kz shall be based on mean roof height h.

1609.6.4.3 Determination of net pressure coeffi- cients, Cnet. For the design of the MWFRS and for com- ponents and cladding, the sum of the internal and external net pressure shall be based on the net pressure coefficient, Cnet.

1. The pressure coefficient, Cnet, for walls and roofs shall be determined from Table 1609.6.2.

2. Where Cnet has more than one value, the more severe wind load condition shall be used for design.

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TABLE 1609.6.2 NET PRESSURE COEFFICIENTS, Cnet

a, b

(continued)

STRUCTURE OR PART THEREOF

DESCRIPTION Cnet FACTOR

1. Main windforce- resisting frames and systems

Walls:

Enclosed Partially enclosed

+ Internal pressure

- Internal pressure

+ Internal pressure

- Internal pressure

Windward wall 0.43 0.73 0.11 1.05

Leeward wall -0.51 -0.21 -0.83 0.11

Sidewall -0.66 -0.35 -0.97 -0.04

Parapet wall Windward 1.28 1.28

Leeward -0.85 -0.85

Roofs: Enclosed Partially enclosed

Wind perpendicular to ridge + Internal pressure - Internal pressure

+ Internal pressure

- Internal pressure

Leeward roof or flat roof -0.66 -0.35 -0.97 -0.04

Windward roof slopes:

Slope < 2:12 (10°) Condition 1 -1.09 -0.79 -1.41 -0.47

Condition 2 -0.28 0.02 -0.60 0.34

Slope = 4:12 (18°) Condition 1 -0.73 -0.42 -1.04 -0.11

Condition 2 -0.05 0.25 -0.37 0.57

Slope = 5:12 (23°) Condition 1 -0.58 -0.28 -0.90 0.04

Condition 2 0.03 0.34 -0.29 0.65

Slope = 6:12 (27°) Condition 1 -0.47 -0.16 -0.78 0.15

Condition 2 0.06 0.37 -0.25 0.68

Slope = 7:12 (30°) Condition 1 -0.37 -0.06 -0.68 0.25

Condition 2 0.07 0.37 -0.25 0.69

Slope = 9:12 (37°) Condition 1 -0.27 0.04 -0.58 0.35

Condition 2 0.14 0.44 -0.18 0.76

Slope = 12:12 (45°) 0.14 0.44 -0.18 0.76

Wind parallel to ridge and flat roofs -1.09 -0.79 -1.41 -0.47

Nonbuilding Structures: Chimneys, Tanks and Similar Structures:

h/D

1 7 25

Square (Wind normal to face) 0.99 1.07 1.53

Square (Wind on diagonal) 0.77 0.84 1.15

Hexagonal or octagonal 0.81 0.97 1.13

Round 0.65 0.81 0.97

Open signs and lattice frameworks Ratio of solid to gross area

< 0.1 0.1 to 0.29 0.3 to 0.7

Flat 1.45 1.30 1.16

Round 0.87 0.94 1.08

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TABLE 1609.6.2—continued NET PRESSURE COEFFICIENTS, Cnet

a, b

(continued)

STRUCTURE OR PART THEREOF

DESCRIPTION Cnet FACTOR

2. Components and cladding not in areas of discontinuity— roofs and overhangs

Roof elements and slopes Enclosed Partially enclosed

Gable of hipped configurations (Zone 1)

Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 1

Positive 10 square feet or less 0.58 0.89

100 square feet or more 0.41 0.72

Negative 10 square feet or less -1.00 -1.32

100 square feet or more -0.92 -1.23

Overhang: Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2A Zone 1

Negative

10 square feet or less -1.45

100 square feet or more -1.36

500 square feet or more -0.94

6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 30.4-2C Zone 1

Positive 10 square feet or less 0.92 1.23

100 square feet or more 0.83 1.15

Negative 10 square feet or less -1.00 -1.32

100 square feet or more -0.83 -1.15

Monosloped configurations (Zone 1) Enclosed Partially enclosed

Flat < Slope < 7:12 (30°) See ASCE 7 Figure 30.4-5B Zone 1

Positive 10 square feet or less 0.49 0.81

100 square feet or more 0.41 0.72

Negative 10 square feet or less -1.26 -1.57

100 square feet or more -1.09 -1.40

Tall flat-topped roofs h > 60 feet Enclosed Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 1) See ASCE 7 Figure 30.8-1 Zone 1

Negative 10 square feet or less -1.34 -1.66

500 square feet or more -0.92 -1.23

3. Components and cladding in areas of discontinuity—roofs and overhangs (con- tinued)

Gable or hipped configurations at ridges, eaves and rakes (Zone 2)

Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 2

Positive 10 square feet or less 0.58 0.89

100 square feet or more 0.41 0.72

Negative 10 square feet or less -1.68 -2.00

100 square feet or more -1.17 -1.49

Overhang for Slope Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 2

Negative 10 square feet or less -1.87

100 square feet or more -1.87

6:12 (27°) < Slope < 12:12 (45°) Figure 30.4-2C Enclosed Partially enclosed

Positive 10 square feet or less 0.92 1.23

100 square feet or more 0.83 1.15

Negative 10 square feet or less -1.17 -1.49

100 square feet or more -1.00 -1.32

Overhang for 6:12 (27°) < Slope < 12:12 (45°) See ASCE 7 Figure 30.4-2C Zone 2

Negative 10 square feet or less -1.70

500 square feet or more -1.53

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TABLE 1609.6.2—continued NET PRESSURE COEFFICIENTS, Cnet

a, b

(continued)

STRUCTURE OR PART THEREOF

DESCRIPTION Cnet FACTOR

3. Components and clad- ding in areas of discontinu- ity—roofs and overhangs

Roof elements and slopes Enclosed Partially enclosed

Monosloped configurations at ridges, eaves and rakes (Zone 2)

Flat < Slope < 7:12 (30°) See ASCE 7 Figure 30.4-5B Zone 2

Positive 10 square feet or less 0.49 0.81

100 square feet or more 0.41 0.72

Negative 10 square feet or less -1.51 -1.83

100 square feet or more -1.43 -1.74

Tall flat topped roofs h > 60 feet Enclosed Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 2) See ASCE 7 Figure 30.8-1 Zone 2

Negative 10 square feet or less -2.11 -2.42

500 square feet or more -1.51 -1.83

Gable or hipped configurations at corners (Zone 3) See ASCE 7 Figure 30.4-2B Zone 3

Flat < Slope < 6:12 (27°) Enclosed Partially enclosed

Positive 10 square feet or less 0.58 0.89

100 square feet or more 0.41 0.72

Negative 10 square feet or less -2.53 -2.85

100 square feet or more -1.85 -2.17

Overhang for Slope Flat < Slope < 6:12 (27°) See ASCE 7 Figure 30.4-2B Zone 3

Negative 10 square feet or less -3.15

100 square feet or more -2.13

6:12 (27°) < 12:12 (45°) See ASCE 7 Figure 30.4-2C Zone 3

Positive 10 square feet or less 0.92 1.23

100 square feet or more 0.83 1.15

Negative 10 square feet or less -1.17 -1.49

100 square feet or more -1.00 -1.32

Overhang for 6:12 (27°) < Slope < 12:12 (45°) Enclosed Partially enclosed

Negative 10 square feet or less -1.70

100 square feet or more -1.53

Monosloped Configurations at corners (Zone 3) See ASCE 7 Figure 30.4-5B Zone 3

Flat < Slope < 7:12 (30°)

Positive 10 square feet or less 0.49 0.81

100 square feet or more 0.41 0.72

Negative 10 square feet or less -2.62 -2.93

100 square feet or more -1.85 -2.17

Tall flat topped roofs h > 60 feet Enclosed Partially enclosed

Flat < Slope < 2:12 (10°) (Zone 3) See ASCE 7 Figure 30.8-1 Zone 3

Negative 10 square feet or less -2.87 -3.19

500 square feet or more -2.11 -2.42

4. Components and clad- ding not in areas of discon- tinuity—walls and parapets (continued)

Wall Elements: h ≤ 60 feet (Zone 4) ASCE 7 Figure 30.4-1 Enclosed Partially enclosed

Positive 10 square feet or less 1.00 1.32

500 square feet or more 0.75 1.06

Negative 10 square feet or less -1.09 -1.40

500 square feet or more -0.83 -1.15

Wall Elements: h > 60 feet (Zone 4) See ASCE 7 Figure 30.6-1 Zone 4

Positive 20 square feet or less 0.92 1.23

500 square feet or more 0.66 0.98

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TABLE 1609.6.2—continued NET PRESSURE COEFFICIENTS, Cnet

a, b

For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929m2, 1 degree = 0.0175 rad. a. Linear interpolation between values in the table is permitted. b. Some Cnet values have been grouped together. Less conservative results may be obtained by applying ASCE 7 provisions.

STRUCTURE OR PART THEREOF

DESCRIPTION Cnet FACTOR

4. Components and clad- ding not in areas of discon- tinuity—walls and parapets

Negative 20 square feet or less -0.92 -1.23

500 square feet or more -0.75 -1.06

Parapet Walls

Positive 2.87 3.19

Negative -1.68 -2.00

5. Components and cladding in areas of discontinuity—walls and parapets

Wall elements: h ≤ 60 feet (Zone 5) ASCE 7 Figure 30.4-1 Enclosed Partially enclosed

Positive 10 square feet or less 1.00 1.32

500 square feet or more 0.75 1.06

Negative 10 square feet or less -1.34 -1.66

500 square feet or more -0.83 -1.15

Wall elements: h > 60 feet (Zone 5) See ASCE 7 Figure 30.6-1 Zone 4

Positive 20 square feet or less 0.92 1.23

500 square feet or more 0.66 0.98

Negative 20 square feet or less -1.68 -2.00

500 square feet or more -1.00 -1.32

Parapet walls

Positive 3.64 3.95

Negative -2.45 -2.76

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1609.6.4.4 Application of wind pressures. When using the alternative all-heights method, wind pressures shall be applied simultaneously on, and in a direction normal to, all building envelope wall and roof surfaces.

1609.6.4.4.1 Components and cladding. Wind pressure for each component or cladding element is applied as follows using Cnet values based on the effective wind area, A, contained within the zones in areas of discontinuity of width and/or length “a,” “2a” or “4a” at: corners of roofs and walls; edge strips for ridges, rakes and eaves; or field areas on walls or roofs as indicated in figures in tables in ASCE 7 as referenced in Table 1609.6.2 in accor- dance with the following:

1. Calculated pressures at local discontinuities acting over specific edge strips or corner boundary areas.

2. Include “field” (Zone 1, 2 or 4, as applicable) pressures applied to areas beyond the bound- aries of the areas of discontinuity.

3. Where applicable, the calculated pressures at discontinuities (Zone 2 or 3) shall be com- bined with design pressures that apply specifi- cally on rakes or eave overhangs.

1609.7 Garage doors and rolling doors. Pressures from Table 1609.7(1) for wind loading actions on garage doors and rolling doors for buildings designed as enclosed shall be per- mitted.

TABLE 1609.7(2) ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND

EXPOSURE, (λ)

1609.8 Rooftop equipment. Sections 29.5 and 29.5.1 of ASCE 7 shall be modified as follows:

29.5 Design wind loads: Other structures. The design wind force for other structures (chimneys, tanks, similar structures, open signs, lattice frameworks and trussed tow- ers) whether ground- or roof-mounted, shall be determined by the following equation:

F = qzGCfAf (lb)(N) (29.4-1)

where:

qz = velocity pressure evaluated at height z as defined in Section 29.3, of the centroid of area Af;

MEAN ROOF HEIGHT (feet) EXPOSURE

B C D

15 1.00 1.21 1.47

20 1.00 1.29 1.55

25 1.00 1.35 1.61

30 1.00 1.40 1.66

35 1.05 1.45 1.70

40 1.09 1.49 1.74

45 1.12 1.53 1.78

50 1.16 1.56 1.81

55 1.19 1.59 1.84

60 1.22 1.62 1.87

TABLE 1609.7(1) NOMINAL (ASD) GARAGE DOOR AND ROLLING DOOR WIND LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET

LOCATED IN EXPOSURE B (PSF) 1, 2, 3, 4, 5

For SI: 1 foot = 304.8 mm, 1 mile per hour = 1.609 km/h, 1 psf = 47.88 N/m2. Nominal Design Wind Speed (Vasd) converted from Ultimate Design Wind Speed per Section 1609.3.1

1. For door sizes or wind speeds between those given above the load may be interpolated, otherwise use the load associated with the lower door size. 2. Table values shall be adjusted for height and exposure by multiplying by the adjustment coefficient in Table 1609.7(2) 3. Plus and minus signs signify pressures acting toward and away from the building surfaces. 4. Negative pressures assume door has 2 feet of width in building’s end zone. 5. Table values include the 0.6 load reduction factor.

ULTIMATE DESIGN WIND SPEED (Vult) DETERMINED IN ACCORDANCE WITH SECTION 1609.3 (MPH - 3 SECOND GUST)

Width (ft)

Height (ft)

100 MPH 110 MPH 120 MPH 130 MPH 140 MPH 150 MPH 160 MPH 170 MPH 180 MPH 190 MPH 200 MPH

Roof Angle 0 – 10 degrees

8 8 + 8.7 – 9.8 + 10.5 – 11.9 + 12.5 – 14.2 + 14.7 – 16.6 + 17.1 – 19.3 + 19.6 – 22.2 + 22.3 – 25.2 + 25.1 – 28.5 + 28.2 – 31.9 + 31.4 – 35.5 + 34.8 – 39.4

10 10 + 8.4 – 9.4 + 10.2 – 11.4 + 12.1 – 13.6 + 14.2 – 16.0 + 16.5 – 18.5 + 18.9 – 21.2 + 21.5 – 24.2 + 24.3 – 27.3 + 27.3 – 30.6 + 30.4 – 34.1 + 33.7 – 37.8

14 14 + 8.0 – 8.9 + 9.7 – 10.8 + 11.5 – 12.8 + 13.5 – 15.0 + 15.7 – 17.4 + 18.0 – 20.0 + 20.5 – 22.8 + 23.1 – 25.7 + 25.9 – 28.8 + 28.9 – 32.1 + 32.0 – 35.6

Roof Angle > 10 degrees

9 7 + 9.6 –10.9 + 11.4 – 12.9 + 13.7 – 15.5 + 16.1 – 18.2 + 18.5 – 20.9 + 21.3 – 24.1 + 24.3 – 27.5 + 27.6 – 31.2 + 30.6 – 34.6 + 34.2 – 38.6 + 38.0 – 43.0

16 7 + 9.2 –10.3 + 10.9 – 12.2 + 13.1 – 14.6 + 15.5 – 17.2 + 17.7 – 19.7 + 20.4 – 22.7 + 23.3 – 26.0 + 26.4 – 29.4 + 29.3 – 32.6 + 32.7 – 36.5 + 36.4 – 40.6

78 MPH 85 MPH 93 MPH 101 MPH 108 MPH 116 MPH 124 MPH 132 MPH 139 MPH 147 MPH 155 MPH

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G = gust-effect factor from Section 26.9;

Cf = force coefficients from Figures 29.5-1 through 29.5-3; and

Af = projected area normal to the wind except where Cf is specified for the actual surface area, in square feet (m2).

29.5.1 Rooftop structures and equipment for build- ings. The lateral force, Fh for rooftop structures and equipment shall be determined as specified below.

Fh = qh(GCr)Af (lb)(N)

where:

GCr = 1.9 for rooftop structures and equipment with Af less than (0.1Bh). (GCr) shall be permitted to be reduced linearly from 1.9 to 1.0 as the value of Af is increased from (0.1Bh) to (Bh);

qh = velocity pressure evaluated at mean roof height of the building; and

Af = vertical projected area of the rooftop structure or equipment on a plane normal to the direction of wind, in square feet (m2).

The vertical uplift force, Fv, on rooftop structures and equipment shall be determined from Equation (29.5-3).

Fv = qh(GCr)Ar (lb)(N)

where:

(GCr) = 1.5 for rooftop structures and equipment with Ar less than (0.1BL). (GCr) shall be permitted to be

reduced linearly from 1.5 to 1.0 as the value of Ar is increased from (0.1BL) to (BL);

qh = velocity pressure evaluated at the mean roof height of the building; and

Ar = horizontal projected area of rooftop structure or equipment, in ft2 (m2).

SECTION 1610 SOIL LATERAL LOADS

1610.1 General. Foundation walls and retaining walls shall be designed to resist lateral soil loads. Soil loads specified in Table 1610.1 shall be used as the minimum design lateral soil loads unless determined otherwise by a geotechnical investi- gation in accordance with Section 1803. Foundation walls and other walls in which horizontal movement is restricted at the top shall be designed for at-rest pressure. Retaining walls free to move and rotate at the top shall be permitted to be designed for active pressure. Design lateral pressure from surcharge loads shall be added to the lateral earth pressure load. Design lateral pressure shall be increased if soils at the site are expansive. Foundation walls shall be designed to sup- port the weight of the full hydrostatic pressure of undrained backfill unless a drainage system is installed in accordance with Sections 1805.4.2 and 1805.4.3.

Exception: Foundation walls extending not more than 8 feet (2438 mm) below grade and laterally supported at the top by flexible diaphragms shall be permitted to be designed for active pressure.

TABLE 1610.1 LATERAL SOIL LOAD

For SI: 1 pound per square foot per foot of depth = 0.157 kPa/m, 1 foot = 304.8 mm. a. Design lateral soil loads are given for moist conditions for the specified soils at their optimum densities. Actual field conditions shall govern. Submerged or

saturated soil pressures shall include the weight of the buoyant soil plus the hydrostatic loads. b. Unsuitable as backfill material. c. The definition and classification of soil materials shall be in accordance with ASTM D2487.

DESCRIPTION OF BACKFILL MATERIALc UNIFIED SOIL

CLASSIFICATION

DESIGN LATERAL SOIL LOADa

(pound per square foot per foot of depth)

Active pressure At-rest pressure

Well-graded, clean gravels; gravel-sand mixes GW 30 60

Poorly graded clean gravels; gravel-sand mixes GP 30 60

Silty gravels, poorly graded gravel-sand mixes GM 40 60

Clayey gravels, poorly graded gravel-and-clay mixes GC 45 60

Well-graded, clean sands; gravelly sand mixes SW 30 60

Poorly graded clean sands; sand-gravel mixes SP 30 60

Silty sands, poorly graded sand-silt mixes SM 45 60

Sand-silt clay mix with plastic fines SM-SC 45 100

Clayey sands, poorly graded sand-clay mixes SC 60 100

Inorganic silts and clayey silts ML 45 100

Mixture of inorganic silt and clay ML-CL 60 100

Inorganic clays of low to medium plasticity CL 60 100

Organic silts and silt clays, low plasticity OL Note b Note b

Inorganic clayey silts, elastic silts MH Note b Note b

Inorganic clays of high plasticity CH Note b Note b

Organic clays and silty clays OH Note b Note b

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SECTION 1611 RAIN LOADS

1611.1 Design rain loads. Each portion of a roof shall be designed to sustain the load of rainwater that will accumulate on it if the primary drainage system for that portion is blocked plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow. The design rainfall shall be based on the 100-year hourly rainfall rate indicated in Figure 1611.1 or on other rainfall rates determined from approved local weather data.

R = 5.2(ds + dh) (Equation 16-36)

For SI: R = 0.0098(ds + dh)

where:

dh = Additional depth of water on the undeflected roof above the inlet of secondary drainage system at its design flow (i.e., the hydraulic head), in inches (mm).

ds = Depth of water on the undeflected roof up to the inlet of secondary drainage system when the primary drainage system is blocked (i.e., the static head), in inches (mm).

R = Rain load on the undeflected roof, in psf (kN/m2). When the phrase “undeflected roof” is used, deflections from loads (including dead loads) shall not be considered when determining the amount of rain on the roof.

1611.2 Ponding instability. Susceptible bays of roofs shall be evaluated for ponding instability in accordance with Sec- tion 8.4 of ASCE 7.

1611.3 Controlled drainage. Roofs equipped with hardware to control the rate of drainage shall be equipped with a sec- ondary drainage system at a higher elevation that limits accu- mulation of water on the roof above that elevation. Such roofs shall be designed to sustain the load of rainwater that will accumulate on them to the elevation of the secondary drain- age system plus the uniform load caused by water that rises above the inlet of the secondary drainage system at its design flow determined from Section 1611.1. Such roofs shall also be checked for ponding instability in accordance with Section 1611.2.

SECTION 1612 FLOOD LOADS

1612.1 General. Within flood hazard areas as established in Section 1612.3, all new construction of buildings, structures and portions of buildings and structures, including substantial improvement and restoration of substantial damage to build- ings and structures, shall be designed and constructed to resist the effects of flood hazards and flood loads. For buildings that are located in more than one flood hazard area, the pro- visions associated with the most restrictive flood hazard area shall apply.

1612.1.1 Cross references. See Table 1612.1.

1612.2 Definitions. The following terms are defined in Chap- ter 2:

BASE FLOOD.

BASE FLOOD ELEVATION.

BASEMENT.

COASTAL A ZONE.

COASTAL HIGH HAZARD AREA.

DESIGN FLOOD.

DESIGN FLOOD ELEVATION.

DRY FLOODPROOFING.

EXISTING STRUCTURE.

FLOOD or FLOODING.

FLOOD DAMAGE-RESISTANT MATERIALS.

FLOOD HAZARD AREA.

FLOOD INSURANCE RATE MAP (FIRM).

FLOOD INSURANCE STUDY.

FLOODWAY.

LOWEST FLOOR.

SPECIAL FLOOD HAZARD AREA.

START OF CONSTRUCTION.

SUBSTANTIAL DAMAGE.

SUBSTANTIAL IMPROVEMENT.

1612.3 Establishment of flood hazard areas. To establish flood hazard areas, the applicable governing authority shall, by local floodplain management ordinance, adopt a flood hazard map and supporting data. The flood hazard map shall include, at a minimum, areas of special flood hazard as iden- tified by the Federal Emergency Management Agency.

1612.3.1 Design flood elevations. Where design flood elevations are not included in the flood hazard areas established in Section 1612.3, or where floodways are not designated, the building official is authorized to require the applicant to:

1. Obtain and reasonably utilize any design flood ele- vation and floodway data available from a federal, state or other source; or

2. Determine the design flood elevation and/or flood- way in accordance with accepted hydrologic and hydraulic engineering practices used to define spe- cial flood hazard areas. Determinations shall be undertaken by a registered design professional who shall document that the technical methods used reflect currently accepted engineering practice.

1612.3.2 Determination of impacts. In riverine flood hazard areas where design flood elevations are specified but floodways have not been designated, the applicant shall provide a floodway analysis that demonstrates that the proposed work will not increase the design flood ele- vation more than 1 foot (305 mm) at any point within the jurisdiction of the applicable governing authority.

1612.4 Design and construction. The design and construc- tion of buildings and structures located in flood hazard areas, including coastal high hazard areas and Coastal A Zones, shall be in accordance with Chapter 5 of ASCE 7 and with ASCE 24.

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504 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

[P] FIGURE 1611.1 100-YEAR, 1-HOUR RAINFALL (INCHES) WESTERN UNITED STATES

For SI: 1 inch = 25.4 mm. Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 505

[P] FIGURE 1611.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) CENTRAL UNITED STATES

For SI: 1 inch = 25.4 mm. Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

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506 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

[P] FIGURE 1611.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) EASTERN UNITED STATES

For SI: 1 inch = 25.4 mm. Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

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[P] FIGURE 1611.1—continued 100-YEAR, 1-HOUR RAINFALL (INCHES) ALASKA

For SI: 1 inch = 25.4 mm. Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, DC.

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508 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 509

1612.4.1 Modification of ASCE 24. Table 6-1 and Sec- tion 6.2.1 in ASCE 24 shall be modified as follows:

1. The title of Table 6.1 shall be “Minimum Elevation of Floodproofing, Relative to Base Flood Elevation (BFE) or Design Flood Elevation (DFE), in Coastal A Zones and in Other Flood Hazard Areas that are not High Risk Flood Hazard Areas.”

2. Section 6.2.1 shall be modified to permit dry flood- proofing in Coastal A Zones, as follows: “Dry flood- proofing of nonresidential structures and nonresidential areas of mixed-use structures shall not be allowed unless such structures are located outside of High Risk Flood Hazard areas and Coastal High Hazard Areas. Dry floodproofing shall be permitted in Coastal A Zones provided wave loads and the potential for erosion and local scour are accounted for in the design. Dry floodproofing of residential structures or residential areas of mixed-use structures shall not be permitted.”

1612.5 Flood hazard documentation. The following docu- mentation shall be prepared and sealed by a registered design professional and submitted to the building official:

1. For construction in flood hazard areas other than coastal high hazard areas or coastal A zones:

1.1. The elevation of the lowest floor, including the basement, as required by the lowest floor eleva- tion inspection in Section 110.3, Building, 1.1 and for the final inspection in Section 110.3, Building, 5.1.

1.2. For fully enclosed areas below the design flood elevation where provisions to allow for the automatic entry and exit of floodwaters do not meet the minimum requirements in Section 2.7.2.1 of ASCE 24, construction documents shall include a statement that the design will provide for equalization of hydrostatic flood forces in accordance with Section 2.7.2.2 of ASCE 24.

1.3. For dry floodproofed nonresidential buildings, construction documents shall include a state- ment that the dry floodproofing is designed in accordance with ASCE 24.

2. For construction in coastal high hazard areas and coastal A zones:

2.1. The elevation of the bottom of the lowest hori- zontal structural member as required by the lowest floor elevation inspection in Section 110.3, Building, 1.1 and for the final inspection in Section 110.3, Building, 5.1.

2.2. Construction documents shall include a state- ment that the building is designed in accordance with ASCE 24, including that the pile or col- umn foundation and building or structure to be attached thereto is designed to be anchored to resist flotation, collapse and lateral movement

due to the effects of wind and flood loads acting simultaneously on all building components, and other load requirements of Chapter 16.

2.3. For breakaway walls designed to have a resis- tance of more than 20 psf (0.96 kN/m2) deter- mined using allowable stress design, construction documents shall include a state- ment that the breakaway wall is designed in accordance with ASCE 24.

SECTION 1613 EARTHQUAKE LOADS

1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The seismic design category for a struc- ture is permitted to be determined in accordance with Section 1613 or ASCE 7.

Exceptions:

1. Detached one- and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration, SS, is less than 0.4 g.

2. The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section.

3. Agricultural storage structures intended only for incidental human occupancy.

4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors.

1613.2 Definitions. The following terms are defined in Chap- ter 2:

DESIGN EARTHQUAKE GROUND MOTION.

ORTHOGONAL.

RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE ACCELERATIONS.

SEISMIC DESIGN CATEGORY.

SEISMIC FORCE-RESISTING SYSTEM.

SITE CLASS.

SITE COEFFICIENTS.

1613.3 Seismic ground motion values. Seismic ground motion values shall be determined in accordance with this section.

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510 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 1612.1 CROSS REFERENCES DEFINING FLOOD-RESISTANT PROVISIONS OF THE FLORIDA BUILDING CODE

(continued)

Florida Building Code – Building

Section Section

Chapter 1 Administration Chapter 14 Exterior Walls

102 Applicability 1403 Performance Requirements

105 Permits

107 Construction Documents Chapter 16 Structural Design

110 Inspections 1601 General

111 Certificates of Occupancy and Completion 1603 Construction Documents

117 Variances in Flood Hazard Areas 1605 Load Combinations

1612 Flood Loads

Chapter 2 Definitions

202 Definitions Chapter 18 Soils and Foundations

1804 Excavation, Grading and Fill

Chapter 4 Special Detailed Requirements Based on Use and

Occupancy 1805 Dampproofing and Waterproofing

449 Hospitals

450 Nursing Homes Chapter 27 Electrical

453 Educational Facilities 2702 Emergency and Standby Power Systems

454 Swimming Pools and Bathing Places

(Public And Private)

Chapter 30 Elevators and Conveying Systems

Chapter 8 Interior Finishes 3001 General

801 General

Chapter 31 Special Construction

Chapter 12 Interior Environment 3102 Membrane Structures

1203 Ventilation 3109 Coastal Construction Control Line

Florida Building Code – Residential

Section Section

Chapter 2 Definitions Chapter 20 Boilers and Water Heaters

202 Definitions M2001 Boilers

Chapter 3 Building Planning Chapter 22 Special Piping and Storage Systems

R301 Design Criteria M2201 Oil Tanks

R309 Garages and Carports

R322 Flood-Resistant Construction Chapter 24 Fuel Gas

G2404 (301) General

Chapter 4 Foundations

R401 General Chapter 26 General Plumbing Requirements

R404 Foundation and Retaining Walls P2601 General

R408 Under-Floor Space

Chapter 27 Plumbing Fixtures

Chapter 13 General Mechanical System Requirements P2705 Installation

M1301 General

Chapter 30 Sanitary Drainage

Chapter 14 Heating and Cooling Equipment P3001 General

M1401 General

Chapter 31 Vents

Chapter 16 Duct Systems P3101 Vent Systems

M1601 Duct Construction

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TABLE 1612.1—continued CROSS REFERENCES DEFINING FLOOD-RESISTANT PROVISIONS OF THE FLORIDA BUILDING CODE

Florida Building Code – Residential

Section Section

Chapter 17 Combustion Air Chapter 45 Private Swimming Pools

M1701 General R4501 General

Florida Building Code – Existing Building

Section Section

Chapter 2 Definitions Chapter 7 Alterations – Level I

202 Definitions 701 General

Chapter 3 Compliance Methods Chapter 11 Additions

301.1 General 1103 Structural

Chapter 4 Prescriptive Compliance Method Chapter 12 Historic Buildings

402 Additions 1201 General

403 Alterations

404 Repairs Chapter 13 Relocated or Moved Buildings

1302 Requirements

Chapter 6 Repairs

601 General Chapter 14 Performance Compliance Methods

606 Structural 1401 General

Florida Building Code – Mechanical

Section Section

Chapter 3 General Regulations Chapter 6 Duct Systems

M301 General M602 Plenums

M603 Duct Construction and Installation

Chapter 4 Ventilation

M401 General Chapter 12 Hydronic Piping

M1206 Piping Installation

Chapter 5 Exhaust Systems

M501 General Chapter 13 Fuel Oil Piping and Storage

M1305 Fuel Oil System Installation

Florida Building Code – Plumbing

Section

Chapter 3 General Regulations

P309 Flood Hazard Resistance

Florida Building Code – Fuel Gas

Section

Chapter 3 General Regulations

FG301 General

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512 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

1613.3.1 Mapped acceleration parameters. The parame- ters SS and S1 shall be determined from the 0.2 and 1-sec- ond spectral response accelerations shown on Figures 1613.3.1(1) through 1613.3.1(8). Where S1 is less than or equal to 0.04 and SS is less than or equal to 0.15, the struc- ture is permitted to be assigned Seismic Design Category A.

1613.3.2 Site class definitions. Based on the site soil properties, the site shall be classified as Site Class A, B, C, D, E or F in accordance with Chapter 20 of ASCE 7.

Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data deter- mines Site Class E or F soils are present at the site.

1613.3.3 Site coefficients and adjusted maximum con- sidered earthquake spectral response acceleration parameters. The maximum considered earthquake spec- tral response acceleration for short periods, SMS, and at 1- second period, SM1, adjusted for site class effects shall be determined by Equations 16-37 and 16-38, respectively:

SMS = FaSs (Equation 16-37)

SM1 = Fv S1 (Equation 16-38)

where:

Fa = Site coefficient defined in Table 1613.3.3(1).

Fv = Site coefficient defined in Table 1613.3.3(2).

SS = The mapped spectral accelerations for short periods as determined in Section 1613.3.1.

S1 = The mapped spectral accelerations for a 1-second period as determined in Section 1613.3.1.

1613.3.4 Design spectral response acceleration parame- ters. Five-percent damped design spectral response accel- eration at short periods, SDS, and at 1-second period, SD1, shall be determined from Equations 16-39 and 16-40, respectively:

(Equation 16-39)

(Equation 16-40)

where:

SMS = The maximum considered earthquake spectral response accelerations for short period as determined in Section 1613.3.3.

SM1 = The maximum considered earthquake spectral response accelerations for 1-second period as determined in Section 1613.3.3.

SDS 2 3 ---SMS=

SD1 2 3 ---SM1=

TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, Ss. b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7.

SITE CLASS MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD

Ss ≤ 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss ≥ 1.25

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.2 1.2 1.1 1.0 1.0

D 1.6 1.4 1.2 1.1 1.0

E 2.5 1.7 1.2 0.9 0.9

F Note b Note b Note b Note b Note b

TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT FV

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, S1. b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7.

SITE CLASS MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD

S1 ≤ 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 ≥ 0.5

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.7 1.6 1.5 1.4 1.3

D 2.4 2.0 1.8 1.6 1.5

E 3.5 3.2 2.8 2.4 2.4

F Note b Note b Note b Note b Note b

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1613.3.5 Determination of seismic design category. Structures classified as Risk Category I, II or III that are located where the mapped spectral response acceleration parameter at 1-second period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Structures classified as Risk Category IV that are located where the mapped spectral response acceleration parame- ter at 1-second period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category F. All other structures shall be assigned to a seismic design category based on their risk category and the design spectral response acceleration parameters, SDS

and SD1, determined in accordance with Section 1613.3.4 or the site-specific procedures of ASCE 7. Each building and structure shall be assigned to the more severe seismic design category in accordance with Table 1613.3.5(1) or 1613.3.5(2), irre- spective of the fundamental period of vibration of the structure, T.

1613.3.5.1 Alternative seismic design category deter- mination. Where S1 is less than 0.75, the seismic design category is permitted to be determined from Table 1613.3.5(1) alone when all of the following apply:

1. In each of the two orthogonal directions, the approximate fundamental period of the structure, Ta, in each of the two orthogonal directions deter- mined in accordance with Section 12.8.2.1 of ASCE 7, is less than 0.8 Ts determined in accor- dance with Section 11.4.5 of ASCE 7.

2. In each of the two orthogonal directions, the fun- damental period of the structure used to calculate the story drift is less than Ts.

3. Equation 12.8-2 of ASCE 7 is used to determine the seismic response coefficient, Cs.

4. The diaphragms are rigid or are permitted to be idealized as rigid in accordance with Section 12.3.1 of ASCE 7 or, for diaphragms permitted to be idealized as flexible in accordance with Sec- tion 12.3.1 of ASCE 7, the distances between vertical elements of the seismic force-resisting system do not exceed 40 feet (12 192 mm).

1613.3.5.2 Simplified design procedure. Where the alternate simplified design procedure of ASCE 7 is used, the seismic design category shall be determined in accordance with ASCE 7.

1613.4 Alternatives to ASCE 7. The provisions of Section 1613.4 shall be permitted as alternatives to the relevant provi- sions of ASCE 7.

1613.4.1 Additional seismic force-resisting systems for seismically isolated structures. Add the following excep- tion to the end of Section 17.5.4.2 of ASCE 7:

Exception: For isolated structures designed in accor- dance with this standard, the structural system limita- tions including structural height limits, in Table 12.2-1 for ordinary steel concentrically braced frames (OCBFs) as defined in Chapter 11 and ordinary moment frames (OMFs) as defined in Chapter 11 are permitted to be taken as 160 feet (48 768 mm) for structures assigned to Seismic Design Category D, E or F, provided that the following conditions are satisfied:

1. The value of RI as defined in Chapter 17 is taken as 1.

2. For OMFs and OCBFs, design is in accordance with AISC 341.

1613.5 Amendments to ASCE 7. The provisions of Section 1613.5 shall be permitted as an amendment to the relevant provisions of ASCE 7.

1613.5.1 Transfer of anchorage forces into diaphragm. Modify ASCE 7 Section 12.11.2.2.1 as follows:

12.11.2.2.1 Transfer of anchorage forces into dia- phragm. Diaphragms shall be provided with continuous ties or struts between diaphragm chords to distribute these anchorage forces into the diaphragms. Diaphragm connections shall be positive, mechanical or welded. Added chords are permitted to be used to form subdia- phragms to transmit the anchorage forces to the main continuous cross-ties. The maximum length-to-width ratio of a wood, wood structural panel or untopped steel deck sheathed structural subdiaphragm that serves as part of the continuous tie system shall be 2.5 to 1. Con- nections and anchorages capable of resisting the pre- scribed forces shall be provided between the diaphragm and the attached components. Connections shall extend into the diaphragm a sufficient distance to develop the force transferred into the diaphragm.

1613.6 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systems need not be rigidly attached to the roof or supporting structure. Ballasted non- penetrating systems shall be designed and installed only on roofs with slopes not more than one unit vertical in 12 units horizontal. Ballasted nonpenetrating systems shall be designed to resist sliding and uplift resulting from lateral and vertical forces as required by Section 1605, using a coeffi- cient of friction determined by acceptable engineering princi- ples. In structures assigned to Seismic Design Category C, D, E or F, ballasted nonpenetrating systems shall be designed to accommodate seismic displacement determined by nonlinear response-history analysis or shake-table testing, using input motions consistent with ASCE 7 lateral and vertical seismic forces for nonstructural components on roofs.

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514 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

FIGURE 1613.3.1(1) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE

ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

(continued)

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FIGURE 1613.3.1(1)—continued RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE

ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

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516 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

FIGURE 1613.3.1(2) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE

ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

(continued)

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 517

FIGURE 1613.3.1(2)—continued RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE

ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

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518 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

FIGURE 1613.3.1(3) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE ACCELERATIONS FOR HAWAII OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION

(5% OF CRITICAL DAMPING), SITE CLASS B

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 519

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520 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

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FIGURE 1613.3.1(6) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE ACCELERATIONS

FOR PUERTO RICO AND THE UNITED STATES VIRGIN ISLANDS OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

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FIGURE 1613.3.1(7) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE ACCELERATIONS

FOR GUAM AND THE NORTHERN MARIANA ISLANDS OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

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FIGURE 1613.3.1(8) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCER) GROUND MOTION RESPONSE ACCELERATIONS FOR

AMERICAN SAMOA OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B

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SECTION 1614 ATMOSPHERIC ICE LOADS

1614.1 General. Ice-sensitive structures shall be designed for atmospheric ice loads in accordance with Chapter 10 of ASCE 7.

SECTION 1615 STRUCTURAL INTEGRITY

1615.1 General. High-rise buildings that are assigned to Risk Category III or IV shall comply with the requirements of this section. Frame structures shall comply with the requirements of Section 1615.3. Bearing wall structures shall comply with the requirements of Section 1615.4.

1615.2 Definitions. The following words and terms are defined in Chapter 2:

BEARING WALL STRUCTURE.

FRAME STRUCTURE.

1615.3 Frame structures. Frame structures shall comply with the requirements of this section.

1615.3.1 Concrete frame structures. Frame structures constructed primarily of reinforced or prestressed con- crete, either cast-in-place or precast, or a combination of these, shall conform to the requirements of Section 4.10 of ACI 318. Where ACI 318 requires that nonprestressed reinforcing or prestressing steel pass through the region bounded by the longitudinal column reinforcement, that reinforcing or prestressing steel shall have a minimum nominal tensile strength equal to two-thirds of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.

Exception: Where concrete slabs with continuous rein- forcement having an area not less than 0.0015 times the concrete area in each of two orthogonal directions are present and are either monolithic with or equivalently bonded to beams, girders or columns, the longitudinal

reinforcing or prestressing steel passing through the column reinforcement shall have a nominal tensile strength of one-third of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforce- ment passing through the column.

1615.3.2 Structural steel, open web steel joist or joist girder, or composite steel and concrete frame struc- tures. Frame structures constructed with a structural steel frame or a frame composed of open web steel joists, joist girders with or without other structural steel elements or a frame composed of composite steel or composite steel joists and reinforced concrete elements shall conform to the requirements of this section.

1615.3.2.1 Columns. Each column splice shall have the minimum design strength in tension to transfer the design dead and live load tributary to the column between the splice and the splice or base immediately below.

1615.3.2.2 Beams. End connections of all beams and girders shall have a minimum nominal axial tensile strength equal to the required vertical shear strength for allowable stress design (ASD) or two-thirds of the required shear strength for load and resistance factor design (LRFD) but not less than 10 kips (45 kN). For the purpose of this section, the shear force and the axial ten- sile force need not be considered to act simultaneously.

Exception: Where beams, girders, open web joist and joist girders support a concrete slab or concrete slab on metal deck that is attached to the beam or girder with not less than 3/8-inch-diameter (9.5 mm) headed shear studs, at a spacing of not more than 12 inches (305 mm) on center, averaged over the length of the member, or other attachment having equiva- lent shear strength, and the slab contains continuous distributed reinforcement in each of two orthogonal directions with an area not less than 0.0015 times the

TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION

VALUE OF SDS RISK CATEGORY

I or II III IV

SDS < 0.167g A A A

0.167g ≤ SDS < 0.33g B B C

0.33g ≤ SDS < 0.50g C C D

0.50g ≤ SDS D D D

TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION

VALUE OF SD1 RISK CATEGORY

I or II III IV

SD1 < 0.067g A A A

0.067g ≤ SD1 < 0.133g B B C

0.133g ≤ SD1 < 0.20g C C D

0.20g ≤ SD1 D D D

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concrete area, the nominal axial tension strength of the end connection shall be permitted to be taken as half the required vertical shear strength for ASD or one-third of the required shear strength for LRFD, but not less than 10 kips (45 kN).

1615.4 Bearing wall structures. Bearing wall structures shall have vertical ties in all load-bearing walls and longitudi- nal ties, transverse ties and perimeter ties at each floor level in accordance with this section and as shown in Figure 1615.4.

1615.4.1 Concrete wall structures. Precast bearing wall structures constructed solely of reinforced or prestressed concrete, or combinations of these shall conform to the requirements of Sections 16.2.4 and 16.2.5 of ACI 318.

1615.4.2 Other bearing wall structures. Ties in bearing wall structures other than those covered in Section 1615.4.1 shall conform to this section.

1615.4.2.1 Longitudinal ties. Longitudinal ties shall consist of continuous reinforcement in slabs; continu- ous or spliced decks or sheathing; continuous or spliced members framing to, within or across walls; or connec- tions of continuous framing members to walls. Longi- tudinal ties shall extend across interior load-bearing walls and shall connect to exterior load-bearing walls and shall be spaced at not greater than 10 feet (3038 mm) on center. Ties shall have a minimum nominal tensile strength, TT, given by Equation 16-41. For ASD the minimum nominal tensile strength shall be permit- ted to be taken as 1.5 times the allowable tensile stress times the area of the tie.

TT = w LS ≤ αT S (Equation 16-41)

where:

L = The span of the horizontal element in the direction of the tie, between bearing walls, feet (m).

w = The weight per unit area of the floor or roof in the span being tied to or across the wall, psf (N/m2).

S = The spacing between ties, feet (m).

αT = A coefficient with a value of 1,500 pounds per foot (2.25 kN/m) for masonry bearing wall structures and a value of 375 pounds per foot (0.6 kN/m) for structures with bearing walls of cold- formed steel light-frame construction.

1615.4.2.2 Transverse ties. Transverse ties shall con- sist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced mem- bers framing to, within or across walls; or connections of continuous framing members to walls. Transverse ties shall be placed no farther apart than the spacing of load-bearing walls. Transverse ties shall have minimum nominal tensile strength TT, given by Equation 16-41. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable ten- sile stress times the area of the tie.

1615.4.2.3 Perimeter ties. Perimeter ties shall consist of continuous reinforcement in slabs; continuous or spliced decks or sheathing; continuous or spliced mem- bers framing to, within or across walls; or connections of continuous framing members to walls. Ties around

VP/T

P/T

P/L

P/T

L L

L T

T = Transverse L = Longitudinal V = Vertical P = Perimeter

FIGURE 1615.4 LONGITUDINAL, PERIMETER, TRANSVERSE AND VERTICAL TIES

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the perimeter of each floor and roof shall be located within 4 feet (1219 mm) of the edge and shall provide a nominal strength in tension not less than Tp, given by Equation 16-42. For ASD the minimum nominal tensile strength shall be permitted to be taken as 1.5 times the allowable tensile stress times the area of the tie.

Tp = 200w ≤ βT (Equation 16-42)

For SI: Tp= 90.7w ≤ βT where:

w = As defined in Section 1615.4.2.1.

βT = A coefficient with a value of 16,000 pounds (7200 kN) for structures with masonry bearing walls and a value of 4,000 pounds (1300 kN) for structures with bearing walls of cold-formed steel light-frame construction.

1615.4.2.4 Vertical ties. Vertical ties shall consist of continuous or spliced reinforcing, continuous or spliced members, wall sheathing or other engineered systems. Vertical tension ties shall be provided in bearing walls and shall be continuous over the height of the building. The minimum nominal tensile strength for vertical ties within a bearing wall shall be equal to the weight of the wall within that story plus the weight of the diaphragm tributary to the wall in the story below. No fewer than two ties shall be provided for each wall. The strength of each tie need not exceed 3,000 pounds per foot (450 kN/m) of wall tributary to the tie for walls of masonry construction or 750 pounds per foot (140 kN/m) of wall tributary to the tie for walls of cold-formed steel light- frame construction.

SECTION 1616 HIGH-VELOCITY HURRICANE ZONES—

GENERAL, DEFLECTION, VOLUME CHANGES AND MINIMUM LOADS

1616.1 General design requirements.

1616.1.1 Any system, method of design or method of con- struction shall admit of a rational analysis in accordance with well-established principles of mechanics and sound engineering practices.

1616.1.2 Buildings, structures and all parts thereof shall be designed and constructed to be of sufficient strength to support the estimated or actual imposed dead, live, wind, and any other loads, both during construction and after completion of the structure, without exceeding the allow- able materials stresses specified by this code.

1616.1.3 Reserved.

1616.1.4 Reserved.

1616.1.5 Reserved.

1616.1.6 Floor and roof systems shall be designed and constructed to transfer horizontal forces to such parts of the structural frame as are designed to carry these forces to the foundation. Where roofs or floors are constructed of individual prefabricated units and the transfer of forces to the building frame and foundation is totally or partially

dependent on such units, the units and their attachments shall be capable of resisting applied loads in both vertical and both horizontal directions. Where roofs or floors are constructed of individual prefabricated units and the trans- fer of forces to the building frame and foundation is wholly independent of such units, the units and their attachments shall be capable of resisting applied loads nor- mal to the surface, in and out.

1616.2 General design for specific occupancies and struc- tures.

1616.2.1 Fences. Fences not exceeding 6 feet (1829 mm) in height from grade may be designed for 75 mph (33 m/s) fastest mile wind speed or 115 mph (40 m/s) 3-second gust.

1616.2.1.1 Wood fences. Wood fence design shall be as specified by Section 2328.

1616.2.2 Sway forces in stadiums.

1. The sway force applied to seats in stadiums, grand- stands, bleachers and reviewing stands shall be not less than 24 pounds per lineal foot (350 N/m), applied perpendicularly and along the seats.

2. Sway forces shall be applied simultaneously with gravity loads.

3. Sway forces need not be applied simultaneously with other lateral forces.

1616.3 Deflection.

1616.3.1 Allowable deflections. The deflection of any structural member or component when subjected to live, wind and other superimposed loads set forth herein shall not exceed the following:

1. Roof and ceiling or components supporting plaster ............................................. L/360

2. Roof members or components not supporting plaster under .................................................................. L/240

3. Structural metal roof panels of cold-formed steel con- struction. ............................................................ L/180

4. Floor members or components .......................... L/360

5. Vertical members and wall members or components consisting of or supporting material that hardens in place, is brittle or lacks resistance to cracking caused by bending strains.............................................. L/360

6. Vertical members and wall members or components not required to meet the conditions of Section 1616.3, Item 4................................................................. L/180

7. Roof and vertical members, wall members and panels of carports, canopies, marquees, the roof projection is greater than 12 feet (3.7 m) in the direction of the span, for free-standing roofs and roofs supported by existing structures. Existing structures supporting such roofs shall be capable of supporting the addi- tional loading ............................................................... L/180

8. For Group R3 occupancies only, roof and vertical members, wall members and panels of carports, cano-

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pies, marquees, patio covers, utility sheds and similar minor structures not to be considered living areas, where the roof projection is 12 feet (3.7 m) or less in the direction of the span and for free-standing roofs and roofs supported by existing structures .......... L/80

9. Members supporting screens only ....................... L/80

10. Storm shutters and fold-down awnings, which in the closed position shall provide a minimum clear separa- tion from the glass of 1 inch (25 mm) but not to exceed 2 inches (51 mm) when the shutter or awning is at its maximum point of permissible deflectionL/30

11. Roofs and exterior walls of utility sheds having maxi- mum dimensions of 10 feet (3 m) length, 10 feet (3 m) width, and 7 feet (2.1 m) height........................... L/80

12. Roofs and exterior walls of storage buildings larger than utility sheds ................................................ L/180

1616.4 Volume change. In the design of any building, struc- ture or portion thereof, consideration shall be given to the relief of stresses caused by expansion, contraction and other volume changes.

1616.5 Live loads. Live loads for balconies and decks shall be designed in accordance with ASCE 7.

1616.6 Concentrated loads. Reserved.

SECTION 1617 HIGH-VELOCITY HURRICANE ZONES—

ROOF DRAINAGE RESERVED

SECTION 1618 HIGH-VELOCITY HURRICANE ZONES—

SPECIAL LOAD CONSIDERATIONS 1618.1 Floors. Reserved.

1618.2 Below grade structures. Reserved.

1618.3 Helistops/heliports. Reserved.

1618.4 Safeguards. Reserved.

1618.4.6 Railing.

1618.4.6.1 Reserved.

1618.4.6.2 Reserved.

1618.4.6.3 Laminated glazing will be permitted as an equal alternate to pickets, if tested by an accredited lab- oratory to satisfy the resistance requirements of this code for wind, live and kinetic energy impact loading conditions. The kinetic energy impact loading shall comply with ANSI Z97.1 using a 400 foot-pound (542 N) energy impact. The safety requirements of the impact test shall be judged to have been satisfactorily met if breakage does not occur or numerous cracks and fissures occur but no shear or opening through which a 3-inch (76 mm) diameter sphere may freely pass. The glass panel shall remain within the supporting frame.

1618.4.6.4 If the posts that support the top rail of exte- rior railings are substituted with glass, the assembly

shall be tested to TAS 201, where the impacted glass continues to support the top rail and all applicable loads after impact.

1618.5 Vehicle safeguard barriers. Reserved.

1618.6 Special requirements for cable safeguard barriers. Reserved.

1618.7 Ornamental projections. Reserved.

1618.8 Interior wall and partitions. Reserved.

1618.9 Load combination. Reserved.

SECTION 1619 HIGH VELOCITY HURRICANE ZONES—

LIVE LOAD REDUCTIONS RESERVED

SECTION 1620 HIGH-VELOCITY HURRICANE ZONES—

WIND LOADS 1620.1 Buildings and structures, and every portion thereof, shall be designed and constructed to meet the requirements of Chapters 26 through 31 of ASCE 7.

Exception: Exposed mechanical equipment or appliances fastened to a roof or installed on the ground in compliance with the code using rated stands, platforms, curbs, slabs, walls, or other means are deemed to comply with the wind resistance requirements of the 2007 Florida Building Code, as amended. Further support or enclosure of such mechanical equipment or appliances is not required by a state or local official having authority to enforce the Flor- ida Building Code.

1620.2 Wind velocity (3-second gust) used in structural cal- culations shall be as follows:

Miami-Dade County

Risk Category I Buildings and Structures: 165 mph

Risk Category II Buildings and Structures: 175 mph

Risk Category III and IV Buildings and Structures: 186 mph

Broward County

Risk Category I Buildings and Structures: 156 mph

Risk Category II Buildings and Structures: 170 mph

Risk Category III and IV Buildings and Structures: 180 mph

1620.3 All buildings and structures shall be considered to be in Exposure Category C, unless Exposure Category D applies, as defined in Section 26.7 of ASCE 7.

1620.4 For wind force calculations, roof live loads shall not be considered to act simultaneously with the wind load.

1620.5 Utility sheds shall be designed for a wind load of not less than 15 psf (718 Pa).

1620.6 Rooftop equipment and structures. Sections 29.5 and 29.5.1 of ASCE 7 shall be modified as follows:

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29.5 Design wind loads: other structures

The design wind force for other structures (chimneys, tanks, similar structures, open signs, lattice frameworks and trussed towers) whether ground or roof mounted, shall be determined by the following equation:

F = qzGCfAf (lb)(N) (29.4-1)

where:

qz = velocity pressure evaluated at height z as defined in Section 29.3, of the centroid of area Af;

G = gust-effect factor from Section 26.9;

Cf = force coefficients from Figures 29.5-1 through 29.5-3; and

Af = projected area normal to the wind except where Cf is specified for the actual surface area, in square feet (m2).

29.5.1 Rooftop structures and equipment for buildings.

The lateral force, Fh for rooftop structures and equip- ment shall be determined as specified below.

Fh = qh(GCr)Af (lb)(N)

where:

GCr = 1.9 for rooftop structures and equipment with Af less than (0.1Bh). (GCr) shall be permitted to be reduced linearly from 1.9 to 1.0 as the value of Af is increased from (0.1Bh) to (Bh);

qh = velocity pressure evaluated at mean roof height of the building; and

Af = vertical projected area of the rooftop structure or equipment on a plane normal to the direction of wind, in square feet (m2).

The vertical uplift force, Fv, on rooftop structures and equipment shall be determined from Equation (29.5-3).

Fv = qh(GCr)Ar (lb)(N)

where:

(GCr)=1.5 for rooftop structures and equipment with Ar less than (0.1BL). (GCr) shall be permitted to be reduced linearly from 1.5 to 1.0 as the value of Ar is increased from (0.1BL) to (BL);

qh = velocity pressure evaluated at the mean roof height of the building; and

Ar = horizontal projected area of rooftop structure or equipment, in square feet (m2).

Exception: Exposed mechanical equipment or appli- ances fastened to a roof or installed on the ground in compliance with the code using rated stands, platforms, curbs, slabs, walls, or other means are deemed to com- ply with the wind-resistance requirements of the 2007 Florida Building Code, as amended. Further support or enclosure of such mechanical equipment or appliances is not required by a state or local official having author- ity to enforce the Florida Building Code.

SECTION 1621 HIGH-VELOCITY HURRICANE ZONES— OVERTURNING MOMENT AND UPLIFT

1621.1 Computations for overturning moment and uplift shall be based on ASCE 7.

1621.2 Overturning and uplift stability of any building, struc- ture or part thereof taken as a whole shall be provided and shall be satisfied by conforming to the load combination requirements of ASCE 7.

SECTION 1622 HIGH-VELOCITY HURRICANE ZONES—

SCREEN ENCLOSURES 1622.1 Screen enclosures.

1622.1.1 The wind loads on screen surfaces shall be in accordance with ASCE 7 based on the ratio of solid to gross area.

1622.1.2 Design shall be based on such loads applied hori- zontally inward and outward to the walls with a shape fac- tor of 1.3 and applied vertically upward and downward on the roof with a shape factor of 0.7.

Exception: Screen enclosures shall be permitted to be designed in accordance with the AAF Guide to Alumi- num Construction in High Wind Areas. Construction documents based on the AAF Guide to Aluminum Con- struction in High Wind Areas shall be prepared and signed and sealed by a Florida registered architect or engineer.

1622.2 Windbreakers.

1622.2.1 Vinyl and acrylic glazed panels shall be remov- able. Removable panels shall be identified as removable by a decal. The identification decal shall essentially state “Removable panel SHALL be removed when wind speeds exceed 75 mph (34 m/s).” Decals shall be placed such that the decal is visible when the panel is installed.

1622.2.2 Permanent frame shall be designed in accordance with Sections 1620 and 1622.1.2.

SECTION 1623 HIGH-VELOCITY HURRICANE ZONES—

LIVE LOADS POSTED AND OCCUPANCY PERMITS RESERVED

SECTION 1624 HIGH-VELOCITY HURRICANE ZONES—

FOUNDATION DESIGN RESERVED

SECTION 1625 HIGH-VELOCITY HURRICANE ZONES—

LOAD TESTS 1625.1 Application. Whenever there is insufficient evidence of compliance with the provisions of this code or evidence

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that any material or any construction does not conform to the requirements of this code, or in order to substantiate claims for alternate materials or methods of construction, the build- ing official may require testing by an approved agency, at the expense of the owner or his agent, as proof of compliance. Testing methods shall be as specified by this code for the spe- cific material.

1625.2 Testing method. Such testing shall follow a nation- ally recognized standard test, or when there is no standard test procedure for the material or assembly in question, the build- ing official shall require the material or assembly under dead plus live load shall deflect not more than as set forth in Sec- tion 1616.3, and that the material or assembly shall sustain dead load plus twice the live load for a period of 24 hours, with a recovery of at least 80 percent or a 100-percent recov- ery after one-half test load.

1625.3 Alternate test methods. When elements, assemblies or details of structural members are such that their load-carry- ing capacity, deformation under load, or deflection cannot be calculated by rational analysis, their structural performance shall be established by test in accordance with test procedures as approved by the building official based on consideration of all probable conditions of loading.

1625.4 Fatigue load testing. Where cladding assemblies (including cladding and connections) or roofing framing assemblies (including portions of roof structure and connec- tions) are such that their load-carrying capacity or deforma- tion under load cannot be calculated by rational analysis, the assemblies may be tested to resist the fatigue loading sequence given by Table 1625.4.

Assemblies shall be tested with no resultant failure or dis- tress and shall have a recovery of at least 90 percent over maximum deflection.

Any cladding assembly not incorporated into the Florida Building Code, Building after successfully completing the impact test outlined in Section 1626, shall be subject to fatigue loading testing and shall obtain product approval by the building official.

TABLE 1625.4 FATIGUE LOADING SEQUENCE

1. Each cycle shall have minimum duration of 1 second and a maximum duration of 3 seconds and must be performed in a continuous manner.

2. pmax = 0.6 x ultimate design load in accordance with ASCE7

SECTION 1626 HIGH-VELOCITY HURRICANE ZONES—

IMPACT TESTS FOR WIND-BORNE DEBRIS 1626.1 All parts or systems of a building or structure enve- lope such as, but not limited, to exterior walls, roof, outside doors, skylights, glazing and glass block shall meet impact test criteria or be protected with an external protection device that meets the impact test criteria. Test procedures to deter-

mine resistance to wind-borne debris of wall cladding, out- side doors, skylights, glazing, glass block, shutters and any other external protection devices shall be performed in accor- dance with this section.

Exception: The following structures or portion of struc- tures shall not be required to meet the provisions of this section:

a. Roof assemblies for screen rooms, porches, cano- pies, etc., attached to a building that do not breach the exterior wall or building envelope and have no enclosed sides other than screen.

b. Soffits, soffit vents and ridge vents. Size and loca- tion of such vents shall be detailed by the designer and shall not compromise the integrity of the dia- phragm boundary.

c. Vents in a garage with four or fewer cars. Size and location of such vents shall be detailed by the designer and shall not exceed the minimum required area by more than 25 percent.

d. Exterior wall or roof openings for wall- or roof- mounted HVAC equipment.

e. Openings for roof-mounted personnel access roof hatches.

f. Storage sheds that are not designed for human habi- tation and that have a floor area of 720 square feet (67 m2) or less are not required to comply with the mandatory windborne debris impact standards of this code.

g. Louvers as long as they properly considered ASCE 7 in the design of the building.

h. Buildings and structures for marinas, cabanas, swimming pools, and greenhouses.

i. Exterior balconies or porches under existing roofs or decks enclosed with screen or removable vinyl and acrylic panels complying with Section 1622.1 or 1622.2 shall not be required to be protected and openings in the wall separating the unit from the bal- cony or porch shall not be required to be protected unless required by other provisions of this code.

1626.2 Large missile impact tests.

1626.2.1 This test shall be conducted on three test speci- mens in accordance with test protocols TAS 201 and TAS 203. This test shall be applicable to the construction units, assemblies and materials to be used up to and including 30 feet (9.1 m) in height in any and all structures.

1626.2.2 The test specimens shall consist of the entire assembled unit, including frame and anchorage as sup- plied by the manufacturer for installation in the building, or as set forth in a referenced specification, if applicable. Fasteners used in mounting the test specimen shall be identical in size and spacing to what is used in field instal- lations.

1626.2.3 The large missile shall be comprised of a piece of timber having nominal dimensions of 2 inches by 4 inches (51 mm by 102 m) weighing 9 pounds (4.1 kg).

RANGE OF TEST NUMBER OF CYCLES1

0 to 0.5pmax 2 600

0 to 0.6pmax 70

0 to 1.3pmax 1

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1626.2.4 The large missile shall impact the surface of each test specimen at a speed of 50 feet per second (15.2 m/s); 80 feet per second (24.38 m/s) for Risk Category IV– Essential Facility buildings or structures.

1626.2.5 Each test specimen shall receive two impacts except as noted in Sections 1626.2.5.1 and 1626.2.5.2, the first within a 5-inch (127 mm) radius circle having its cen- ter on the midpoint of the test specimen and the second within a 5-inch (127 mm) radius circle in a corner having its center in a location 6 inches (152 mm) away from any supporting members.

1626.2.5.1 For window, glass block, fixed glass and skylight assemblies, both impacts shall be to glass or other glazing infill. For test specimens with more than one light of glass, a single light closest to the center of the assembly shall be selected and impacted twice in accordance with Section 1626.2.5. If a light of glass is sufficiently small to cause the 5-inch (127 mm) radius circle to overlap, two separate lights shall be impacted one time each.

1626.2.5.1.1 For window, fixed glass and skylight assemblies comprised of different glass thickness, types of glass or different types of glazing infill, each separate thickness or type shall be impacted twice in accordance with Section 1626.2.5.

1626.2.5.2 For doors, wall cladding and external pro- tection devices, both impacts shall be to the thinnest section through the assembly. For doors, wall cladding and external protection devices with horizontal and/or vertical bracing, both impacts shall be within a single area that is not reinforced and shall be in accordance with Section 1626.2.5.

1626.2.5.2.1 For doors with glass, the glass shall be impacted twice and the thinnest section through the assembly that is not glass shall be impacted twice in accordance with Section 1626.2.5.

1626.2.6 In the case of glazing, if the three test specimens that comprise a test successfully reject the two missile impacts, they shall then be subjected to the cyclic pressure loading defined in Table 1626.

1626.2.6.1 If external protection devices are employed to protect windows, fixed doors or skylights, they must resist the large missile impacts specified in Sections 1626.2.3 and 1626.2.4 without deformations which

result in contact with the windows, fixed glass, glass block, and doors or skylights they are intended to pro- tect.

1626.2.6.2 If external protection devices are not designed to be airtight, following the large missile impact test, they must resist an application of force cor- responding to those listed in Table 1625.4 (fatigue load testing) without detaching from their mountings. The acting pressure cycles shall be simulated with loads applied through a mechanical system attached to the shutter specimen to apply uniformly around the shutter perimeter a force equal to the product of the required pressure and the area of the shutter specimen.

1626.2.7 If air leakage through the test specimen is exces- sive, tape may be used to cover any cracks and joints through which leakage is occurring. Tape shall not be used when there is a probability that it may significantly restrict differential movement between adjoining members. It is also permissible to cover both sides of the entire specimen and mounting panel with a single thickness of polyeth- ylene film no thicker than 0.050 mm (2 mils). The tech- nique of application is important in order that the full load is transferred to the specimen and that the membrane does not prevent movement or failure of the specimen. Apply the film loosely with extra folds of material at each corner and at all offsets and recesses. When the load is applied, there shall be no fillet caused by tightness of plastic film.

1626.2.8 A particular system of construction shall be deemed to comply with this recommended practice if three test specimens reject the two missile impacts without pen- etration and resist the cyclic pressure loading with no crack forming longer than 5 inches (127 mm) and 1/16 inch (1.6 mm) wide through which air can pass.

1626.2.9 If only one of the three test specimens in a test fails to meet the above listed criteria, one retest of this sys- tem of construction (another test sequence with three spec- imens) shall be permitted.

1626.3 Small missile impact test.

1626.3.1 This test shall be conducted on three test speci- mens in accordance with test protocols TAS 201 and TAS 203. This test shall be applicable to the construction units, assemblies, and materials to be used above 30 feet (9.1 m) in height in any and all structures; Risk Category IV– Essential Facility buildings or structures shall follow the

TABLE 1626 CYCLIC WIND PRESSURE LOADING

NOTES: 1. Each cycle shall have minimum duration of 1 second and a maximum duration of 3 seconds and must be performed in a continuous manner 1. 2. pmax = 0.6 x ultimate design load in accordance with ASCE 7. The pressure spectrum shall be applied to each test specimen beginning with inward acting

pressures followed by the outward acting pressures in the order from the top of each column to the bottom of each column.

INWARD ACTING PRESSURE OUTWARD ACTING PRESSURE

RANGE NUMBER OF CYCLES1 RANGE NUMBER OF CYCLES1

0.2 PMAX to 0.5 PMAX 2 3,500 0.3 PMAX to 1.0 PMAX 50

0.0 PMAX to 0.6 PMAX 300 0.5 PMAX to 0.8 PMAX 1,050

0.5 PMAX to 0.8 PMAX 600 0.0 PMAX to 0.6 PMAX 50

0.3 PMAX to 1.0 PMAX 100 0.2 PMAX to 0.5 PMAX 3,350

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large missile impact testing in Section 1626.2.4 at 50 feet per second (15.2 m/s).

1626.3.2 Each test specimen shall consist of the entire assembled unit, including frame and anchorage as sup- plied by the manufacturer for installation in the building, or as set forth in a referenced specification, if applicable. The fasteners used in mounting the test specimen shall be identical in size and spacing to those to be used in field installations.

1626.3.3 The missiles shall consist of solid steel balls each having a mass of 2 grams (0.07 oz) (+/-5 percent) with a 5/16-inch (7.9 mm) nominal diameter.

1626.3.4 Each missile shall impact the surface of each test specimen at a speed of 130 feet per second (40 m/s).

1626.3.5 Each test specimen shall receive 30 small missile impacts except as noted in Sections 1626.3.5.1 and 1626.3.5.2 delivered in groups of 10 at a time: the first 10 distributed uniformly over a 2 square foot (0.19 m2) area located at the center of the test specimen, the second 10 distributed uniformly over a 2 square foot area (0.19 m2) located at the center of the long dimension of the specimen near the edge, and the third 10 distributed uniformly over a 2 square foot (0.19 m2) area located at a corner of the spec- imen.

1626.3.5.1 For window and skylight assemblies, all impacts shall be to glass or other glazing infill. For test specimens with more than one light of glass, a single light closest to the center of the assembly shall be selected and impacted in accordance with Section 1626.3.5. If a light of glass is sufficiently small to cause the 5-inch (127 mm) radius circles to overlap, separate lights may be impacted; however, there must be a total of 30 impacts within the assembly.

1626.3.5.1.1 For window, fixed glass and skylight assemblies comprised of glass with different thick- ness, types of glass or different types of glazing infill, each separate thickness or type shall be impacted in accordance with Section 1626.3.5.

1626.3.5.2 For doors, wall cladding and external pro- tection devices, all impacts shall be to the thinnest sec- tion through the assembly. For doors, wall cladding and external protection devices with horizontal and/or verti- cal bracing, all impacts shall be within a single area that is not reinforced and shall be impacted in accordance with Section 1626.3.5.

1626.3.5.2.1 For doors with glass, the glass shall be impacted in accordance with Section 1626.3.5 and the thinnest section through the assembly that is not glass shall be impacted in accordance with Section 1626.3.5.

1626.3.6 In the case of glazing, after completion of the small missile impacts, each test specimen shall then be subjected to the cyclic pressure loading defined in Table 1626.

1626.3.6.1 If external protection devices are employed to protect windows, doors or skylights, they must resist the small missile impacts specified in Sections 1626.3.3

and 1626.3.4 without deformations that result in con- tact with the windows, glass, doors or skylights they are intended to protect.

1626.3.6.2 If external protection devices are not designed to be airtight, following the small missile impact test, they must resist an application of force cor- responding to those listed in Table 1625.4 (fatigue load testing) without detaching from their mountings. The acting pressure cycles shall be simulated with loads applied through a mechanical system attached to the shutter specimen to apply uniformly around the shutter perimeter a force equal to the product of the required pressure and the area of the shutter specimen.

1626.3.7 If air leakage through the test specimen is exces- sive, tape may be used to cover any cracks and joints through which leakage is occurring. Tape shall not be used when there is a probability that it may significantly restrict differential movement between adjoining members. It is also permissible to cover both sides of the entire specimen and mounting panel with a single thickness of polyeth- ylene film no thicker than 0.050 mm (2 mils). The tech- nique of application is important for the full load to be transferred to the specimen and to insure the membrane does not prevent movement or failure of the specimen. Apply the film loosely with extra folds of material at each corner and at all offsets and recesses. When the load is applied, there shall be no fillet caused by tightness of plas- tic film.

1626.3.8 A particular system of construction shall be deemed to comply with this test if three test specimens reject the small missile impacts without penetration and resist the cyclic pressure loading with no crack forming longer than 5 inches (127 mm) and 1/16 inch (1.6 mm) in width through which air can pass.

1626.3.9 If only one of the three test specimens in a test fails to meet the above listed criteria, one retest of the sys- tem (another test sequence with three specimens) of con- struction shall be permitted.

1626.4 Construction assemblies deemed to comply with Section 1626.

1. Exterior concrete masonry walls of minimum nominal 8-inch (203 mm) thickness, constructed in accordance with Chapter 21 (High-Velocity Hurricane Zones) of this code.

2. Exterior frame walls or gable ends constructed in accordance with Chapters 22 and 23 (High-Velocity Hurricane Zones) of this code, sheathed with a mini- mum 19/32-inch (15 mm) CD exposure 1 plywood and clad with wire lath and stucco installed in accordance with Chapter 25 of this code.

3. Exterior frame walls and roofs constructed in accor- dance with Chapter 22 (High-Velocity Hurricane Zones) of this code sheathed with a minimum 24-gage rib-deck-type material and clad with an approved wall finish.

4. Exterior reinforced concrete elements constructed of solid normal weight concrete (no voids), designed in

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accordance with Chapter 19 (High-Velocity Hurricane Zones) of this code and having a minimum 2 inches (51 mm) thickness.

5. Roof systems constructed in accordance with Chapter 22 or Chapter 23 (High-Velocity Hurricane Zones) of this code, sheathed with a minimum 19/32-inch (15 mm) CD exposure 1 plywood or minimum nominal 1-inch (25 mm) wood decking and surfaced with an approved roof system installed in accordance with Chapter 15 of this code.

All connectors shall be specified by the building designer of record for all loads except impact.

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CHAPTER 17

SPECIAL INSPECTIONS AND TESTS

SECTION 1701 GENERAL

1701.1 Scope. The provisions of this chapter shall govern the quality, workmanship and requirements for materials cov- ered. Materials of construction and tests shall conform to the applicable standards listed in this code.

1701.2 New materials. New building materials, equipment, appliances, systems or methods of construction not provided for in this code, and any material of questioned suitability proposed for use in the construction of a building or structure, shall be subjected to the tests prescribed in this chapter and in the approved rules to determine character, quality and limita- tions of use.

SECTION 1702 DEFINITIONS

1702.1 Definitions. The following terms are defined in Chap- ter 2:

APPROVED AGENCY.

APPROVED FABRICATOR.

CERTIFICATE OF COMPLIANCE.

DESIGNATED SEISMIC SYSTEM.

FABRICATED ITEM.

GARAGE DOOR MANUFACTURER.

INTUMESCENT FIRE-RESISTANT COATINGS.

MAIN WINDFORCE-RESISTING SYSTEM.

MASTIC FIRE-RESISTANT COATINGS.

SPECIAL INSPECTION. Reserved.

Continuous special inspection. Reserved.

Periodic special inspection. Reserved.

SPECIAL INSPECTOR. Reserved.

SPRAYED FIRE-RESISTANT MATERIALS.

STRUCTURAL OBSERVATION. Reserved.

SECTION 1703 APPROVALS

1703.1 Approved agency. An approved agency shall provide all information as necessary for the building official to deter- mine that the agency meets the applicable requirements spec- ified in Sections 1703.1.1 through 1703.1.3.

1703.1.1 Independence. An approved agency shall be objective, competent and independent from the contractor responsible for the work being inspected. The agency shall also disclose to the building official and the registered design professional in responsible charge possible con- flicts of interest so that objectivity can be confirmed.

1703.1.2 Equipment. An approved agency shall have adequate equipment to perform required tests. The equip- ment shall be periodically calibrated.

1703.1.3 Personnel. An approved agency shall employ experienced personnel educated in conducting, supervis- ing and evaluating tests and special inspections.

1703.2 Written approval. Any material, appliance, equip- ment, system or method of construction meeting the require- ments of this code shall be approved in writing after satisfactory completion of the required tests and submission of required test reports.

1703.3 Record of approval. For any material, appliance, equipment, system or method of construction that has been approved, a record of such approval, including the conditions and limitations of the approval, shall be kept on file in the building official’s office and shall be available for public review at appropriate times.

1703.4 Performance. Specific information consisting of test reports conducted by an approved agency in accordance with the appropriate referenced standards, or other such informa- tion as necessary, shall be provided for the building official to determine that the product, material or assembly meets the applicable code requirements.

1703.4.1 Research and investigation. Sufficient techni- cal data shall be submitted to the building official to sub- stantiate the proposed use of any product, material or assembly. If it is determined that the evidence submitted is satisfactory proof of performance for the use intended, the building official shall approve the use of the product, material or assembly subject to the requirements of this code. The costs, reports and investigations required under these provisions shall be paid by the owner or the owner’s authorized agent.

1703.4.2 Research reports. Supporting data, where nec- essary to assist in the approval of products, materials or assemblies not specifically provided for in this code, shall consist of valid research reports from approved sources.

1703.5 Labeling. Products, materials or assemblies required to be labeled shall be labeled in accordance with the proce- dures set forth in Sections 1703.5.1 through 1703.5.4.

1703.5.1 Testing. An approved agency shall test a repre- sentative sample of the product, material or assembly being labeled to the relevant standard or standards. The approved agency shall maintain a record of the tests per- formed. The record shall provide sufficient detail to verify compliance with the test standard.

1703.5.2 Inspection and identification. The approved agency shall periodically perform an inspection, which shall be in-plant if necessary, of the product or material that is to be labeled. The inspection shall verify that the

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labeled product, material or assembly is representative of the product, material or assembly tested.

1703.5.3 Label information. The label shall contain the manufacturer’s identification, model number, serial num- ber or definitive information describing the performance characteristics of the product, material or assembly and the approved agency’s identification.

1703.5.4 Method of labeling. Information required to be permanently identified on the product, material or assem- bly shall be acid etched, sand blasted, ceramic fired, laser etched, embossed or of a type that, once applied, cannot be removed without being destroyed.

1703.6 Evaluation and follow-up inspection services. Where structural components or other items regulated by this code are not visible for inspection after completion of a pre- fabricated assembly, the owner or the owner’s authorized agent shall submit a report of each prefabricated assembly. The report shall indicate the complete details of the assembly, including a description of the assembly and its components, the basis upon which the assembly is being evaluated, test results and similar information and other data as necessary for the building official to determine conformance to this code. Such a report shall be approved by the building official.

1703.6.1 Follow-up inspection. Reserved.

1703.6.2 Test and inspection records. Copies of neces- sary test and special inspection records shall be filed with the building official.

SECTION 1704 SPECIAL INSPECTIONS AND TESTS, CONTRACTOR RESPONSIBILITY AND

STRUCTURAL OBSERVATION RESERVED

SECTION 1705 REQUIRED SPECIAL INSPECTIONS AND TESTS

RESERVED

SECTION 1706 DESIGN STRENGTHS OF MATERIALS

1706.1 Conformance to standards. The design strengths and permissible stresses of any structural material that are identified by a manufacturer’s designation as to manufacture and grade by mill tests, or the strength and stress grade is oth- erwise confirmed to the satisfaction of the building official, shall conform to the specifications and methods of design of accepted engineering practice or the approved rules in the absence of applicable standards.

1706.2 New materials. For materials that are not specifically provided for in this code, the design strengths and permissible stresses shall be established by tests as provided for in Sec- tion 1707.

SECTION 1707 ALTERNATIVE TEST PROCEDURE

1707.1 General. In the absence of approved rules or other approved standards, the building official shall make, or cause to be made, the necessary tests and investigations; or the building official shall accept duly authenticated reports from approved agencies in respect to the quality and manner of use of new materials or assemblies as provided for in Section 104.11. The cost of all tests and other investigations required under the provisions of this code shall be borne by the owner or the owner’s authorized agent.

SECTION 1708 IN-SITU LOAD TESTS

1708.1 General. Whenever there is a reasonable doubt as to the stability or load-bearing capacity of a completed building, structure or portion thereof for the expected loads, an engi- neering assessment shall be required. The engineering assess- ment shall involve either a structural analysis or an in-situ load test, or both. The structural analysis shall be based on actual material properties and other as-built conditions that affect stability or load-bearing capacity, and shall be con- ducted in accordance with the applicable design standard. If the structural assessment determines that the load-bearing capacity is less than that required by the code, load tests shall be conducted in accordance with Section 1708.2. If the build- ing, structure or portion thereof is found to have inadequate stability or load-bearing capacity for the expected loads, modifications to ensure structural adequacy or the removal of the inadequate construction shall be required.

1708.2 Test standards. Structural components and assem- blies shall be tested in accordance with the appropriate refer- enced standards. In the absence of a standard that contains an applicable load test procedure, the test procedure shall be developed by a registered design professional and approved. The test procedure shall simulate loads and conditions of application that the completed structure or portion thereof will be subjected to in normal use.

1708.3 In-situ load tests. In-situ load tests shall be con- ducted in accordance with Section 1708.3.1 or 1708.3.2 and shall be supervised by a registered design professional. The test shall simulate the applicable loading conditions specified in Chapter 16 as necessary to address the concerns regarding structural stability of the building, structure or portion thereof.

1708.3.1 Load test procedure specified. Where a refer- enced standard contains an applicable load test procedure and acceptance criteria, the test procedure and acceptance criteria in the standard shall apply. In the absence of spe- cific load factors or acceptance criteria, the load factors and acceptance criteria in Section 1708.3.2 shall apply.

1708.3.2 Load test procedure not specified. In the absence of applicable load test procedures contained within a standard referenced by this code or acceptance criteria for a specific material or method of construction, such existing structure shall be subjected to a test proce- dure developed by a registered design professional that

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simulates applicable loading and deformation conditions. For components that are not a part of the seismic force- resisting system, at a minimum the test load shall be equal to the specified factored design loads. For materials such as wood that have strengths that are dependent on load duration, the test load shall be adjusted to account for the difference in load duration of the test compared to the expected duration of the design loads being considered. For statically loaded components, the test load shall be left in place for a period of 24 hours. For components that carry dynamic loads (e.g., machine supports or fall arrest anchors), the load shall be left in place for a period consis- tent with the component’s actual function. The structure shall be considered to have successfully met the test requirements where the following criteria are satisfied:

1. Under the design load, the deflection shall not exceed the limitations specified in Section 1604.3.

2. Within 24 hours after removal of the test load, the structure shall have recovered not less than 75 per- cent of the maximum deflection.

3. During and immediately after the test, the structure shall not show evidence of failure.

SECTION 1709 PRECONSTRUCTION LOAD TESTS

1709.1 General. Where proposed construction is not capable of being designed by approved engineering analysis, or where proposed construction design method does not comply with the applicable material design standard, the system of construction or the structural unit and the connections shall be subjected to the tests prescribed in Section 1709. The building official shall accept certified reports of such tests conducted by an approved testing agency, provided that such tests meet the requirements of this code and approved proce- dures.

1709.2 Load test procedures specified. Where specific load test procedures, load factors and acceptance criteria are included in the applicable referenced standards, such test pro- cedures, load factors and acceptance criteria shall apply. In the absence of specific test procedures, load factors or accep- tance criteria, the corresponding provisions in Section 1709.3 shall apply.

1709.3 Load test procedures not specified. Where load test procedures are not specified in the applicable referenced stan- dards, the load-bearing and deformation capacity of structural components and assemblies shall be determined on the basis of a test procedure developed by a registered design profes- sional that simulates applicable loading and deformation con- ditions. For components and assemblies that are not a part of the seismic force-resisting system, the test shall be as speci- fied in Section 1709.3.1. Load tests shall simulate the appli- cable loading conditions specified in Chapter 16.

1709.3.1 Test procedure. The test assembly shall be sub- jected to an increasing superimposed load equal to not less than two times the superimposed design load. The test load shall be left in place for a period of 24 hours. The tested assembly shall be considered to have successfully

met the test requirements if the assembly recovers not less than 75 percent of the maximum deflection within 24 hours after the removal of the test load. The test assembly shall then be reloaded and subjected to an increasing superimposed load until either structural failure occurs or the superimposed load is equal to two and one-half times the load at which the deflection limitations specified in Section 1709.3.2 were reached, or the load is equal to two and one-half times the superimposed design load. In the case of structural components and assemblies for which deflection limitations are not specified in Section 1709.3.2, the test specimen shall be subjected to an increasing superimposed load until structural failure occurs or the load is equal to two and one-half times the desired superimposed design load. The allowable superim- posed design load shall be taken as the lesser of:

1. The load at the deflection limitation given in Section 1709.3.2.

2. The failure load divided by 2.5.

3. The maximum load applied divided by 2.5.

1709.3.2 Deflection. The deflection of structural members under the design load shall not exceed the limitations in Section 1604.3. The HVHZ shall comply with Section 1616.3.1.

1709.4 Wall and partition assemblies. Load-bearing wall and partition assemblies shall sustain the test load both with and without window framing. The test load shall include all design load components. Wall and partition assemblies shall be tested both with and without door and window framing.

1709.5 Exterior window and door assemblies. The design pressure rating of exterior windows and doors in buildings shall be determined in accordance with Section 1709.5.1 or 1709.5.2. For the purposes of this section, the required design pressure shall be determined using the allowable stress design load combinations of Section 1605.3.

Exception: Custom doors. Custom (one-of-a-kind) exte- rior door assemblies shall be tested by an approved testing laboratory or be designed and engineered in accordance with accepted engineering practices by a Florida registered design professional. Signed and sealed copies of the ratio- nal analysis and calculations shall be provided to the building official upon permit application.

1709.5.1 Exterior windows and doors. Exterior windows and sliding doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/I.S.2/A440 or TAS 202 (HVHZ shall comply with TAS 202 and ASTM E1300 or Section 2404). Exterior side-hinged doors shall be tested and labeled as conforming to AAMA/WDMA/CSA101/ I.S.2/A440 or comply with Section 1709.5.2. Products tested and labeled as conforming to AAMA/WDMA/CSA 101/I.S.2/A440 shall not be subject to the requirements of Sections 2403.2 and 2403.3. Exterior windows and doors shall be labeled with a permanent label, marking, or etch- ing providing traceability to the manufacturer and product. The following shall also be required either on a permanent label or on a temporary supplemental label applied by the manufacturer: information identifying the manufacturer, the product model/series number, positive and negative

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design pressure rating, product maximum size tested, impact-resistant rating if applicable, Florida product approval number or Miami-Dade product approval num- ber, applicable test standard(s), and approved product cer- tification agency, testing laboratory, evaluation entity or Miami-Dade product approval.

The labels are limited to one design pressure rating per referenced standard. The temporary supplemental label shall remain on the window or door until final approval by the building official.

Exceptions:

1. Door assemblies installed in nonhabitable areas where the door assembly and area are designed to accept water infiltration need not be tested for water infiltration.

2. Door assemblies installed where the overhang (OH) ratio is equal to or more than 1 need not be tested for water infiltration. The overhang ratio shall be calculated by the following equation:

OH ratio = OH Length/OH Height

where:

OH length = The horizontal measure of how far an overhang over a door projects out from door surface.

OH height = The vertical measure of the distance from the door sill to the bottom of the overhang over a door.

3. Structural wind load design pressures for window and door assemblies other than the size tested in accordance with Section 1709.5.1 shall be per- mitted to be different than the design value of the tested assembly provided such different pressures are determined by accepted engineering analysis. All components of the alternate size assembly shall be the same as the tested or labeled assem- bly; however, lineal components shall be permit- ted to vary in length compared to the tested or labeled assembly.

i. Operable windows and doors rated in this manner shall comply with the following:

1. For windows and doors (other than slid- ing or bi-fold), the frame area of the alternate size unit shall not exceed the frame area of the tested approved unit.

2. For sliding or bi-fold doors, the panel area of the alternate size unit shall not exceed the panel area of the tested approved unit.

3. Shall vary from the tested approved unit only in width, height or load require- ments.

4. Shall not exceed 100 percent of the pro- portional deflection and fiber stress of the intermediate members of the approved unit.

5. Shall not exceed 100 percent of the con- centrated load at the juncture of the intermediate members and the frame of the approved unit.

6. Shall not exceed the air and water infil- tration resistance of the tested approved unit.

7. Shall not exceed the maximum cyclic pressure of the tested approved unit when tested in accordance with TAS 201 and TAS 203 or ASTM E1886 and ASTM E1996 where applicable.

ii. Nonoperable windows and doors rated in this manner shall comply with the following:

1. The frame area of the alternate size unit shall not exceed the frame area of the tested approved unit.

2. Shall vary from the tested approved unit only in width, height or load require- ments.

3. The maximum uniform load distribution (ULD) of any side shall be equal to the uniform load carried by the side divided by the length of the side.

4. The ULD of any member shall not exceed the ULD of the corresponding member of the tested approved unit.

5. The ULD of each member shall be cal- culated in accordance with standard engineering analysis.

6. Shall not exceed the air and water infil- tration resistance of the tested approved unit.

7. Shall not exceed the maximum cyclic pressure of the tested approved unit when tested in accordance with TAS 201 and TAS 203 or ASTM E1886 and ASTM E1996 where applicable.

4. Pass-through windows for serving from a single- family kitchen, where protected by a roof over- hang of 5 feet (1.5 m) or more shall be exempted from the requirements of the water infiltration test.

1709.5.2 Exterior windows and door assemblies not provided for in Section 1709.5.1. Exterior window and door assemblies shall be tested in accordance with ASTM E330 or TAS 202 (HVHZ shall comply with TAS 202). Exterior window and door assemblies containing glass shall comply with Section 2403. The design pressure for testing shall be calculated in accordance with Chapter 16. Each assembly shall be tested for 10 seconds at a load equal to 1.5 times the design pressure.

Exceptions:

1. Door assemblies installed in nonhabitable areas where the door assembly and area are designed to

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accept water infiltration need not be tested for water infiltration.

2. Door assemblies installed where the overhang (OH) ratio is equal to or more than 1 need not be tested for water infiltration. The overhang ratio shall be calculated by the following equation:

OH ratio = OH Length/OH Height

where:

OH Length = The horizontal measure of how far an overhang over a door projects out from the door’s surface.

OH Height = The vertical measure of the distance from the door’s sill to the bottom of the overhang over a door.

3. For window and door assemblies tested in accor- dance with this section, structural wind load design pressures for window and door assemblies other than the size tested in accordance with this section shall be permitted to be different than the design value of the tested assembly provided such different pressures are determined by accepted engineering analysis. All components of the alternate size assembly shall be the same as the tested assembly except for length. Where engineering analysis is used, the glass shall com- ply with Section 2403.

1709.5.2.1 Sectional garage doors and rolling doors. Sectional garage doors and rolling doors shall be tested for determination of structural performance under uni- form static air pressure difference in accordance with ANSI/DASMA 108, ASTM E330 Procedure A, or TAS 202. For sectional garage doors and rolling doors tested in accordance with ASTM E330, acceptance criteria shall be in accordance with ANSI/DASMA 108. (HVHZ shall comply with TAS 202.) Design pres- sures shall be determined from Table 1609.7(1) or ASCE 7. The design pressures, as determined from ASCE 7, are permitted to be multiplied by 0.6.

1709.5.2.1.1 Garage door labeling. Garage doors shall be labeled with a permanent label provided by the garage door manufacturer. The label shall iden- tify the garage door manufacturer, the garage door model/series number, the positive and negative design pressure rating, indicate impact rated if appli- cable, the installation instruction drawing reference number, the Florida product approval or Miami- Dade product approval number if applicable, and the applicable test standards. The required garage door components for an approved garage door assembly may be indicated using a checklist form on the label. If a checklist format is used on the label, the door installer or the garage door manufacturer shall mark the selected components on the checklist that are required to assemble an approved garage door sys- tem. The installation instructions shall be provided and available on the job site.

1709.5.3 Door components evaluated by an approved product evaluation entity, certification agency, testing lab- oratory or engineer may be interchangeable in exterior door assemblies provided that the door components pro- vide equal or greater structural performance as demon- strated by accepted engineering practices.

1709.6 Skylights and sloped glazing. Skylights and sloped glazing shall comply with the requirements of Chapter 24.

1709.7 Test specimens. Test specimens and construction shall be representative of the materials, workmanship and details normally used in practice. The properties of the mate- rials used to construct the test assembly shall be determined on the basis of tests on samples taken from the load assembly or on representative samples of the materials used to con- struct the load test assembly. Required tests shall be con- ducted or witnessed by an approved agency.

1709.8 Mullions. Mullions or mulled fenestration assemblies shall be tested by an approved testing laboratory in accor- dance with either ASTM E330, or TAS 202 (HVHZ shall comply with TAS 202), or shall be engineered using accepted engineering practice such as AAMA 450. Mullions tested as stand-alone units or qualified by engineering shall use perfor- mance criteria cited in Sections 1709.8.1, 1709.8.2 and 1709.8.3.

1709.8.1 Load transfer. Mullions shall be designed to transfer the design pressure loads applied by the window and door assemblies to the rough opening substrate.

1709.8.2 Deflection. Mullions shall be capable of resisting the design pressure loads applied by the window and door assemblies to be supported without deflecting more than L/175, for spans up to and including 13 feet 6 inches, and L/240 + 1/4 inch for spans over 13 feet 6 inches, where L is the span of the mullion in inches.

1709.8.3 Structural safety factor. Mullions that are tested by an approved testing laboratory shall be capable of resisting a load of 1.5 times the design pressure loads applied by the window and door assemblies to be sup- ported. The design pressures, as determined from ASCE 7, are permitted to be multiplied by 0.6. Mullions that are qualified by engineering shall be capable of resisting the design pressure loads applied by the window and door assemblies to be supported without exceeding the allow- able stress of the mullion elements. 1709.8.4 Glazed curtain wall, window wall and storefront systems shall be tested in accordance with the require- ments of this section and the laboratory test requirements of the American Architectural Manufacturers Association (AAMA) Standard 501, HVHZ shall comply with Section 2411.3.2.1.1.

1709.9 Impact-resistant coverings.

1709.9.1 Labels. A permanent label shall be provided by the product approval holder on all impact-resistant cover- ings.

1709.9.2 The following information shall be included on the labels on impact-resistant coverings:

1. Product approval holder name and address.

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2. All applicable methods of approval. Methods of approval include, but are not limited to Miami-Dade NOA; Florida Building Commission, TDI Product Evaluation; ICC-ES.

3. The test standard or standards specified in Section 1609.1.2, including standards referenced within the test standards specified in Section 1609.1.2 used to demonstrate code compliance.

4. For products with a Florida product approval num- ber or a Miami-Dade County Building and Neigh- borhood Compliance Department Notice of Acceptance Number (NOA), such numbers shall be included on the label.

1709.9.3 Location of label. The location of the label on the impact-resistant covering shall be as follows:

1. Accordions: Bottom of the locking bar or center mate facing the exterior or outside.

2. Rollup: On the bottom of the hood facing the exte- rior or outside or on the bottom slat facing the exte- rior or outside.

3. Bahama Awning or Colonial Hinged: On the bot- tom, placed on the back of the shutter.

4. Panels: For metal and plastic panels, the label may be embossed or printed spaced not more than every 3 lineal feet on each panel. The label shall be applied by the holder of the product approval and shall face the exterior or outside.

5. Framed products: The label shall be on the side or bottom facing the exterior or outside.

6. Labels on all other products shall face the exterior or outside.

1709.9.4 Installation. All impact-resistant coverings shall be installed in accordance with the manufacturer’s instal- lation instructions and in accordance with the product approval. Installation instructions shall be provided and

shall be available to inspection personnel on the job site. Opening protection components, fasteners, and other parts evaluated by an approved product evaluation entity, certi- fication agency, testing laboratory, architect, or engineer and approved by the holder of the product approval may be interchangeable in opening protection assemblies pro- vided that the opening protection component(s) provide equal or greater structural performance and durability as demonstrated by testing in accordance with approved test standards.

1709.10 Soffit.

1709.10.1 Product approval. Manufactured soffit materi- als and systems shall be subject to statewide or local prod- uct approval as specified in Florida Administrative Code Rule 61G-20. The net free area of the manufactured soffit material or system shall be included in the product approval submittal documents.

1709.10.2 Labels. Individual manufactured soffit pieces shall be marked at not more than 4 feet (1.2 m) on center with a number or marking that ties the product back to the manufacturer.

1709.10.3 The following information shall be included on the manufactured soffit material packaging or on the indi- vidual manufactured soffit material or system pieces:

1. Product approval holder and/or manufacturer name and city and state of manufacturing plant.

2. Product model number or name.

3. Method of approval and approval numbers as appli- cable. Methods of approval include, but are not lim- ited to: Florida Building Commission FL #; Miami- Dade NOA; TDI Product Evaluation; and ICC-ES.

4. The test standard or standards specified in Chapter 14 used to demonstrate code compliance.

5. The net free area shall be included on the packaging or label.

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CHAPTER 18

SOILS AND FOUNDATIONS

SECTION 1801 GENERAL

1801.1 Scope. The provisions of this chapter shall apply to building and foundation systems.

1801.2 Design basis. Allowable bearing pressures, allowable stresses and design formulas provided in this chapter shall be used with the allowable stress design load combinations specified in Section 1605.3. The quality and design of materi- als used structurally in excavations and foundations shall comply with the requirements specified in Chapters 16, 19, 21, 22 and 23 of this code. Excavations and fills shall also comply with Chapter 33.

SECTION 1802 DEFINITIONS

1802.1 Definitions. The following words and terms are defined in Chapter 2:

DEEP FOUNDATION.

DRILLED SHAFT.

Socketed drilled shaft.

HELICAL PILE.

MICROPILE.

SHALLOW FOUNDATION.

SECTION 1803 GEOTECHNICAL INVESTIGATIONS

1803.1 General. Geotechnical investigations shall be con- ducted in accordance with Section 1803.2 and reported in accordance with Section 1803.6. Where required by the building official or where geotechnical investigations involve in-situ testing, laboratory testing or engineering calculations, such investigations shall be conducted by a registered design professional.

1803.2 Investigations required. Geotechnical investiga- tions shall be conducted in accordance with Sections 1803.3 through 1803.5.

Exception: The building official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1 through 1803.5.6 and Sections 1803.5.10 and 1803.5.11.

1803.3 Basis of investigation. Soil classification shall be based on observation and any necessary tests of the materials disclosed by borings, test pits or other subsurface exploration made in appropriate locations. Additional studies shall be made as necessary to evaluate slope stability, soil strength, position and adequacy of load-bearing soils, the effect of

moisture variation on soil-bearing capacity, compressibility, liquefaction and expansiveness.

1803.3.1 Scope of investigation. The scope of the geo- technical investigation including the number and types of borings or soundings, the equipment used to drill or sam- ple, the in-situ testing equipment and the laboratory testing program shall be determined by a registered design pro- fessional.

1803.4 Qualified representative. The investigation proce- dure and apparatus shall be in accordance with generally accepted engineering practice. The registered design profes- sional shall have a fully qualified representative on site during all boring or sampling operations.

1803.5 Investigated conditions. Geotechnical investigations shall be conducted as indicated in Sections 1803.5.1 through 1803.5.12.

1803.5.1 Classification. Soil materials shall be classified in accordance with ASTM D2487.

1803.5.2 Questionable soil. Where the classification, strength or compressibility of the soil is in doubt or where a load-bearing value superior to that specified in this code is claimed, the building official shall be permitted to require that a geotechnical investigation be conducted.

1803.5.3 Expansive soil. In areas likely to have expansive soil, the building official shall require soil tests to deter- mine where such soils do exist.

Soils meeting all four of the following provisions shall be considered expansive, except that tests to show compli- ance with Items 1, 2 and 3 shall not be required if the test prescribed in Item 4 is conducted:

1. Plasticity index (PI) of 15 or greater, determined in accordance with ASTM D4318.

2. More than 10 percent of the soil particles pass a No. 200 sieve (75 µm), determined in accordance with ASTM D422.

3. More than 10 percent of the soil particles are less than 5 micrometers in size, determined in accor- dance with ASTM D422.

4. Expansion index greater than 20, determined in accordance with ASTM D4829.

1803.5.4 Ground-water table. A subsurface soil investi- gation shall be performed to determine whether the exist- ing ground-water table is above or within 5 feet (1524 mm) below the elevation of the lowest floor level where such floor is located below the finished ground level adja- cent to the foundation.

Exception: A subsurface soil investigation to deter- mine the location of the ground-water table shall not be required where waterproofing is provided in accor- dance with Section 1805.

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1803.5.5 Deep foundations. Where deep foundations will be used, a geotechnical investigation shall be conducted and shall include all of the following, unless sufficient data upon which to base the design and installation is oth- erwise available:

1. Recommended deep foundation types and installed capacities.

2. Recommended center-to-center spacing of deep foundation elements.

3. Driving criteria.

4. Installation procedures.

5. Field inspection and reporting procedures (to include procedures for verification of the installed bearing capacity where required).

6. Load test requirements.

7. Suitability of deep foundation materials for the intended environment.

8. Designation of bearing stratum or strata.

9. Reductions for group action, where necessary.

1803.5.6 Rock strata. Where subsurface explorations at the project site indicate variations in the structure of rock upon which foundations are to be constructed, a sufficient number of borings shall be drilled to sufficient depths to assess the competency of the rock and its load-bearing capacity.

1803.5.7 Excavation near foundations. Where excava- tion will reduce support from any foundation, a registered design professional shall prepare an assessment of the structure as determined from examination of the structure, the review of available design documents and, if neces- sary, excavation of test pits. The registered design profes- sional shall determine the requirements for underpinning and protection and prepare site-specific plans, details and sequence of work for submission. Such support shall be provided by underpinning, sheeting and bracing, or by other means acceptable to the building official.

1803.5.8 Compacted fill material. Where shallow foun- dations will bear on compacted fill material more than 12 inches (305 mm) in depth, a geotechnical investigation shall be conducted and shall include all of the following:

1. Specifications for the preparation of the site prior to placement of compacted fill material.

2. Specifications for material to be used as compacted fill.

3. Test methods to be used to determine the maximum dry density and optimum moisture content of the material to be used as compacted fill.

4. Maximum allowable thickness of each lift of com- pacted fill material.

5. Field test method for determining the in-place dry density of the compacted fill.

6. Minimum acceptable in-place dry density expressed as a percentage of the maximum dry density deter- mined in accordance with Item 3.

7. Number and frequency of field tests required to determine compliance with Item 6.

1803.5.9 Controlled low-strength material (CLSM). Where shallow foundations will bear on controlled low- strength material (CLSM), a geotechnical investigation shall be conducted and shall include all of the following:

1. Specifications for the preparation of the site prior to placement of the CLSM.

2. Specifications for the CLSM.

3. Laboratory or field test method(s) to be used to determine the compressive strength or bearing capacity of the CLSM.

4. Test methods for determining the acceptance of the CLSM in the field.

5. Number and frequency of field tests required to determine compliance with Item 4.

1803.5.10 Alternate setback and clearance. Where set- backs or clearances other than those required in Section 1808.7 are desired, the building official shall be permitted to require a geotechnical investigation by a registered design professional to demonstrate that the intent of Sec- tion 1808.7 would be satisfied. Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and erosion characteristics of slope material.

1803.5.11 Seismic Design Categories C through F. For structures assigned to Seismic Design Category C, D, E or F, a geotechnical investigation shall be conducted, and shall include an evaluation of all of the following potential geologic and seismic hazards:

1. Slope instability.

2. Liquefaction.

3. Total and differential settlement.

4. Surface displacement due to faulting or seismically induced lateral spreading or lateral flow.

1803.5.12 Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, the geotechnical investigation required by Section 1803.5.11 shall also include all of the following as appli- cable:

1. The determination of dynamic seismic lateral earth pressures on foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due to design earthquake ground motions.

2. The potential for liquefaction and soil strength loss evaluated for site peak ground acceleration, earth- quake magnitude and source characteristics consis- tent with the maximum considered earthquake ground motions. Peak ground acceleration shall be determined based on one of the following:

2.1. A site-specific study in accordance with Section 21.5 of ASCE 7.

2.2. In accordance with Section 11.8.3 of ASCE 7.

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3. An assessment of potential consequences of lique- faction and soil strength loss including, but not lim- ited to, the following:

3.1. Estimation of total and differential settle- ment.

3.2. Lateral soil movement.

3.3. Lateral soil loads on foundations.

3.4. Reduction in foundation soil-bearing capacity and lateral soil reaction.

3.5. Soil downdrag and reduction in axial and lateral soil reaction for pile foundations.

3.6. Increases in soil lateral pressures on retain- ing walls.

3.7. Flotation of buried structures.

4. Discussion of mitigation measures such as, but not limited to, the following:

4.1. Selection of appropriate foundation type and depths.

4.2. Selection of appropriate structural systems to accommodate anticipated displacements and forces.

4.3. Ground stabilization.

4.4. Any combination of these measures and how they shall be considered in the design of the structure.

1803.6 Reporting. Where geotechnical investigations are required, a written report of the investigations shall be sub- mitted to the building official by the permit applicant at the time of permit application. This geotechnical report shall include, but need not be limited to, the following information:

1. A plot showing the location of the soil investigations.

2. A complete record of the soil boring and penetration test logs and soil samples.

3. A record of the soil profile.

4. Elevation of the water table, if encountered.

5. Recommendations for foundation type and design cri- teria, including but not limited to: bearing capacity of natural or compacted soil; provisions to mitigate the effects of expansive soils; mitigation of the effects of liquefaction, differential settlement and varying soil strength; and the effects of adjacent loads.

6. Expected total and differential settlement.

7. Deep foundation information in accordance with Sec- tion 1803.5.5.

8. Special design and construction provisions for foun- dations of structures founded on expansive soils, as necessary.

9. Compacted fill material properties and testing in accordance with Section 1803.5.8.

10. Controlled low-strength material properties and test- ing in accordance with Section 1803.5.9.

SECTION 1804 EXCAVATION, GRADING AND FILL

1804.1 Excavation near foundations. Excavation for any purpose shall not reduce lateral support from any foundation or adjacent foundation without first underpinning or protect- ing the foundation against detrimental lateral or vertical movement, or both.

1804.2 Underpinning. Where underpinning is chosen to pro- vide the protection or support of adjacent structures, the underpinning system shall be designed and installed in accor- dance with provisions of this chapter and Chapter 33.

1804.2.1 Underpinning sequencing. Underpinning shall be installed in a sequential manner that protects the neigh- boring structure and the working construction site. The sequence of installation shall be identified in the approved construction documents.

1804.3 Placement of backfill. The excavation outside the foundation shall be backfilled with soil that is free of organic material, construction debris, cobbles and boulders or with a controlled low-strength material (CLSM). The backfill shall be placed in lifts and compacted in a manner that does not damage the foundation or the waterproofing or dampproofing material.

Exception: CLSM need not be compacted.

1804.4 Site grading. The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than one unit vertical in 20 units horizontal (5-per- cent slope) for a minimum distance of 10 feet (3048 mm) measured perpendicular to the face of the wall. If physical obstructions or lot lines prohibit 10 feet (3048 mm) of hori- zontal distance, a 5-percent slope shall be provided to an approved alternative method of diverting water away from the foundation. Swales used for this purpose shall be sloped a minimum of 2 percent where located within 10 feet (3048 mm) of the building foundation. Impervious surfaces within 10 feet (3048 mm) of the building foundation shall be sloped a minimum of 2 percent away from the building.

Exception: Where climatic or soil conditions warrant, the slope of the ground away from the building foundation shall be permitted to be reduced to not less than one unit vertical in 48 units horizontal (2-percent slope).

The procedure used to establish the final ground level adjacent to the foundation shall account for additional settle- ment of the backfill.

1804.5 Grading and fill in flood hazard areas. In flood haz- ard areas established in Section 1612.3, grading, fill, or both, shall not be approved:

1. Unless such fill is placed, compacted and sloped to minimize shifting, slumping and erosion during the rise and fall of flood water and, as applicable, wave action.

2. In floodways, unless it has been demonstrated through hydrologic and hydraulic analyses performed by a reg- istered design professional in accordance with standard engineering practice that the proposed grading or fill, or

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both, will not result in any increase in flood levels during the occurrence of the design flood.

3. In coastal high hazard areas, unless such fill is con- ducted and/or placed to avoid diversion of water and waves toward any building or structure.

4. Where design flood elevations are specified but flood- ways have not been designated, unless it has been demonstrated that the cumulative effect of the proposed flood hazard area encroachment, when combined with all other existing and anticipated flood hazard area encroachment, will not increase the design flood eleva- tion more than 1 foot (305 mm) at any point.

1804.6 Compacted fill material. Where shallow foundations will bear on compacted fill material, the compacted fill shall comply with the provisions of an approved geotechnical report, as set forth in Section 1803.

Exception: Compacted fill material 12 inches (305 mm) in depth or less need not comply with an approved report, provided the in-place dry density is not less than 90 per- cent of the maximum dry density at optimum moisture content determined in accordance with ASTM D1557.

1804.7 Controlled low-strength material (CLSM). Where shallow foundations will bear on controlled low-strength material (CLSM), the CLSM shall comply with the provi- sions of an approved geotechnical report, as set forth in Sec- tion 1803.

SECTION 1805 DAMPPROOFING AND WATERPROOFING

1805.1 General. Walls or portions thereof that retain earth and enclose interior spaces and floors below grade shall be waterproofed and dampproofed in accordance with this sec- tion, with the exception of those spaces containing groups other than residential and institutional where such omission is not detrimental to the building or occupancy.

Ventilation for crawl spaces shall comply with Section 1203.4.

1805.1.1 Story above grade plane. Where a basement is considered a story above grade plane and the finished ground level adjacent to the basement wall is below the basement floor elevation for 25 percent or more of the perimeter, the floor and walls shall be dampproofed in accordance with Section 1805.2 and a foundation drain shall be installed in accordance with Section 1805.4.2. The foundation drain shall be installed around the portion of the perimeter where the basement floor is below ground level. The provisions of Sections 1803.5.4, 1805.3 and 1805.4.1 shall not apply in this case.

1805.1.2 Under-floor space. The finished ground level of an under-floor space such as a crawl space shall not be located below the bottom of the footings. Where there is evidence that the ground-water table rises to within 6 inches (152 mm) of the ground level at the outside build- ing perimeter, or that the surface water does not readily drain from the building site, the ground level of the under- floor space shall be as high as the outside finished ground

level, unless an approved drainage system is provided. The provisions of Sections 1803.5.4, 1805.2, 1805.3 and 1805.4 shall not apply in this case.

1805.1.2.1 Flood hazard areas. For buildings and structures in flood hazard areas as established in Sec- tion 1612.3, the finished ground level of an under-floor space such as a crawl space shall be equal to or higher than the outside finished ground level on at least one side.

Exception: Under-floor spaces of Group R-3 build- ings that meet the requirements of FEMA TB 11.

1805.1.3 Ground-water control. Where the ground-water table is lowered and maintained at an elevation not less than 6 inches (152 mm) below the bottom of the lowest floor, the floor and walls shall be dampproofed in accor- dance with Section 1805.2. The design of the system to lower the ground-water table shall be based on accepted principles of engineering that shall consider, but not nec- essarily be limited to, permeability of the soil, rate at which water enters the drainage system, rated capacity of pumps, head against which pumps are to operate and the rated capacity of the disposal area of the system.

1805.2 Dampproofing. Where hydrostatic pressure will not occur as determined by Section 1803.5.4, floors and walls for other than wood foundation systems shall be dampproofed in accordance with this section. Wood foundation systems shall be constructed in accordance with AWC PWF.

1805.2.1 Floors. Dampproofing materials for floors shall be installed between the floor and the base course required by Section 1805.4.1, except where a separate floor is pro- vided above a concrete slab.

Where installed beneath the slab, dampproofing shall consist of not less than 6-mil (0.006 inch; 0.152 mm) poly- ethylene with joints lapped not less than 6 inches (152 mm), or other approved methods or materials. Where per- mitted to be installed on top of the slab, dampproofing shall consist of mopped-on bitumen, not less than 4-mil (0.004 inch; 0.102 mm) polyethylene, or other approved methods or materials. Joints in the membrane shall be lapped and sealed in accordance with the manufacturer’s installation instructions.

1805.2.2 Walls. Dampproofing materials for walls shall be installed on the exterior surface of the wall, and shall extend from the top of the footing to above ground level.

Dampproofing shall consist of a bituminous material, 3 pounds per square yard (16 N/m2) of acrylic modified cement, 1/8 inch (3.2 mm) coat of surface-bonding mortar complying with ASTM C887, any of the materials permit- ted for waterproofing by Section 1805.3.2 or other approved methods or materials.

1805.2.2.1 Surface preparation of walls. Prior to application of dampproofing materials on concrete walls, holes and recesses resulting from the removal of form ties shall be sealed with a bituminous material or other approved methods or materials. Unit masonry walls shall be parged on the exterior surface below ground level with not less than 3/8 inch (9.5 mm) of

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Portland cement mortar. The parging shall be coved at the footing.

Exception: Parging of unit masonry walls is not required where a material is approved for direct application to the masonry.

1805.3 Waterproofing. Where the ground-water investiga- tion required by Section 1803.5.4 indicates that a hydrostatic pressure condition exists, and the design does not include a ground-water control system as described in Section 1805.1.3, walls and floors shall be waterproofed in accor- dance with this section.

1805.3.1 Floors. Floors required to be waterproofed shall be of concrete and designed and constructed to withstand the hydrostatic pressures to which the floors will be sub- jected.

Waterproofing shall be accomplished by placing a membrane of rubberized asphalt, butyl rubber, fully adhered/fully bonded HDPE or polyolefin composite membrane or not less than 6-mil [0.006 inch (0.152 mm)] polyvinyl chloride with joints lapped not less than 6 inches (152 mm) or other approved materials under the slab. Joints in the membrane shall be lapped and sealed in accordance with the manufacturer’s installation instruc- tions.

1805.3.2 Walls. Walls required to be waterproofed shall be of concrete or masonry and shall be designed and con- structed to withstand the hydrostatic pressures and other lateral loads to which the walls will be subjected.

Waterproofing shall be applied from the bottom of the wall to not less than 12 inches (305 mm) above the maxi- mum elevation of the ground-water table. The remainder of the wall shall be dampproofed in accordance with Sec- tion 1805.2.2. Waterproofing shall consist of two-ply hot- mopped felts, not less than 6-mil (0.006 inch; 0.152 mm) polyvinyl chloride, 40-mil (0.040 inch; 1.02 mm) poly- mer-modified asphalt, 6-mil (0.006 inch; 0.152 mm) poly- ethylene or other approved methods or materials capable of bridging nonstructural cracks. Joints in the membrane shall be lapped and sealed in accordance with the manu- facturer’s installation instructions.

1805.3.2.1 Surface preparation of walls. Prior to the application of waterproofing materials on concrete or masonry walls, the walls shall be prepared in accor- dance with Section 1805.2.2.1.

1805.3.3 Joints and penetrations. Joints in walls and floors, joints between the wall and floor and penetrations of the wall and floor shall be made water tight utilizing approved methods and materials.

1805.4 Subsoil drainage system. Where a hydrostatic pres- sure condition does not exist, dampproofing shall be provided and a base shall be installed under the floor and a drain installed around the foundation perimeter. A subsoil drainage system designed and constructed in accordance with Section 1805.1.3 shall be deemed adequate for lowering the ground- water table.

1805.4.1 Floor base course. Floors of basements, except as provided for in Section 1805.1.1, shall be placed over a floor base course not less than 4 inches (102 mm) in thick- ness that consists of gravel or crushed stone containing not more than 10 percent of material that passes through a No. 4 (4.75 mm) sieve.

Exception: Where a site is located in well-drained gravel or sand/gravel mixture soils, a floor base course is not required.

1805.4.2 Foundation drain. A drain shall be placed around the perimeter of a foundation that consists of gravel or crushed stone containing not more than 10-per- cent material that passes through a No. 4 (4.75 mm) sieve. The drain shall extend a minimum of 12 inches (305 mm) beyond the outside edge of the footing. The thickness shall be such that the bottom of the drain is not higher than the bottom of the base under the floor, and that the top of the drain is not less than 6 inches (152 mm) above the top of the footing. The top of the drain shall be covered with an approved filter membrane material. Where a drain tile or perforated pipe is used, the invert of the pipe or tile shall not be higher than the floor elevation. The top of joints or the top of perforations shall be protected with an approved filter membrane material. The pipe or tile shall be placed on not less than 2 inches (51 mm) of gravel or crushed stone complying with Section 1805.4.1, and shall be cov- ered with not less than 6 inches (152 mm) of the same material.

1805.4.3 Drainage discharge. The floor base and founda- tion perimeter drain shall discharge by gravity or mechan- ical means into an approved drainage system that complies with the Florida Building Code, Plumbing.

Exception: Where a site is located in well-drained gravel or sand/gravel mixture soils, a dedicated drain- age system is not required.

SECTION 1806 PRESUMPTIVE LOAD-BEARING

VALUES OF SOILS 1806.1 Load combinations. The presumptive load-bearing values provided in Table 1806.2 shall be used with the allow- able stress design load combinations specified in Section 1605.3. The values of vertical foundation pressure and lateral bearing pressure given in Table 1806.2 shall be permitted to be increased by one-third where used with the alternative basic load combinations of Section 1605.3.2 that include wind or earthquake loads.

1806.2 Presumptive load-bearing values. The load-bearing values used in design for supporting soils near the surface shall not exceed the values specified in Table 1806.2 unless data to substantiate the use of higher values are submitted and approved. Where the building official has reason to doubt the classification, strength or compressibility of the soil, the requirements of Section 1803.5.2 shall be satisfied.

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organic silt, organic clays, peat or unprepared fill shall not be assumed to have a presumptive load-bearing capacity unless data to substantiate the use of such a value are submitted.

Exception: A presumptive load-bearing capacity shall be permitted to be used where the building official deems the load-bearing capacity of mud, organic silt or unprepared fill is adequate for the support of lightweight or temporary structures.

1806.3 Lateral load resistance. Where the presumptive val- ues of Table 1806.2 are used to determine resistance to lateral loads, the calculations shall be in accordance with Sections 1806.3.1 through 1806.3.4.

1806.3.1 Combined resistance. The total resistance to lat- eral loads shall be permitted to be determined by combin- ing the values derived from the lateral bearing pressure and the lateral sliding resistance specified in Table 1806.2.

1806.3.2 Lateral sliding resistance limit. For clay, sandy clay, silty clay, clayey silt, silt and sandy silt, in no case shall the lateral sliding resistance exceed one-half the dead load.

1806.3.3 Increase for depth. The lateral bearing pres- sures specified in Table 1806.2 shall be permitted to be increased by the tabular value for each additional foot (305 mm) of depth to a maximum of 15 times the tabular value.

1806.3.4 Increase for poles. Isolated poles for uses such as flagpoles or signs and poles used to support buildings that are not adversely affected by a 1/2-inch (12.7 mm) motion at the ground surface due to short-term lateral loads shall be permitted to be designed using lateral bear- ing pressures equal to two times the tabular values.

SECTION 1807 FOUNDATION WALLS, RETAINING

WALLS AND EMBEDDED POSTS AND POLES 1807.1 Foundation walls. Foundation walls shall be designed and constructed in accordance with Sections 1807.1.1 through 1807.1.6. Foundation walls shall be sup-

ported by foundations designed in accordance with Section 1808.

1807.1.1 Design lateral soil loads. Foundation walls shall be designed for the lateral soil loads set forth in Section 1610.

1807.1.2 Unbalanced backfill height. Unbalanced back- fill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab on grade is provided and is in contact with the interior surface of the foundation wall, the unbalanced backfill height shall be permitted to be measured from the exterior finish ground level to the top of the interior concrete slab.

1807.1.3 Rubble stone foundation walls. Foundation walls of rough or random rubble stone shall not be less than 16 inches (406 mm) thick. Rubble stone shall not be used for foundation walls of structures assigned to Seismic Design Category C, D, E or F.

1807.1.4 Permanent wood foundation systems. Perma- nent wood foundation systems shall be designed and installed in accordance with AWC PWF. Lumber and ply- wood shall be treated in accordance with AWPA U1 (Commodity Specification A, Use Category 4B and Sec- tion 5.2) and shall be identified in accordance with Section 2303.1.9.1.

1807.1.5 Concrete and masonry foundation walls. Con- crete and masonry foundation walls shall be designed in accordance with Chapter 19 or 21, as applicable.

Exception: Concrete and masonry foundation walls shall be permitted to be designed and constructed in accordance with Section 1807.1.6.

1807.1.6 Prescriptive design of concrete and masonry foundation walls. Concrete and masonry foundation walls that are laterally supported at the top and bottom shall be permitted to be designed and constructed in accordance with this section.

TABLE 1806.2 PRESUMPTIVE LOAD-BEARING VALUES

For SI: 1 pound per square foot = 0.0479kPa, 1 pound per square foot per foot = 0.157 kPa/m. a. Coefficient to be multiplied by the dead load. b. Cohesion value to be multiplied by the contact area, as limited by Section 1806.3.2.

CLASS OF MATERIALS VERTICAL FOUNDATION

PRESSURE (psf)

LATERAL BEARING PRESSURE

(psf/ft below natural grade)

LATERAL SLIDING RESISTANCE

Coefficient of frictiona Cohesion (psf)b

1. Crystalline bedrock 12,000 1,200 0.70 —

2. Sedimentary and foliated rock 4,000 400 0.35 —

3. Sandy gravel and/or gravel (GW and GP) 3,000 200 0.35 —

4. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM and GC)

2,000 150 0.25 —

5. Clay, sandy clay, silty clay, clayey silt, silt and sandy silt (CL, ML, MH and CH)

1,500 100 — 130

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1807.1.6.1 Foundation wall thickness. The thickness of prescriptively designed foundation walls shall not be less than the thickness of the wall supported, except that foundation walls of at least 8-inch (203 mm) nomi- nal width shall be permitted to support brick-veneered frame walls and 10-inch-wide (254 mm) cavity walls provided the requirements of Section 1807.1.6.2 or 1807.1.6.3 are met.

1807.1.6.2 Concrete foundation walls. Concrete foun- dation walls shall comply with the following:

1. The thickness shall comply with the requirements of Table 1807.1.6.2.

2. The size and spacing of vertical reinforcement shown in Table 1807.1.6.2 are based on the use of reinforcement with a minimum yield strength of 60,000 pounds per square inch (psi) (414 MPa).Vertical reinforcement with a minimum yield strength of 40,000 psi (276 MPa) or 50,000 psi (345 MPa) shall be permitted, provided the

same size bar is used and the spacing shown in the table is reduced by multiplying the spacing by 0.67 or 0.83, respectively.

3. Vertical reinforcement, when required, shall be placed nearest the inside face of the wall a dis- tance, d, from the outside face (soil face) of the wall. The distance, d, is equal to the wall thick- ness, t, minus 1.25 inches (32 mm) plus one-half the bar diameter, db, [ d = t - (1.25 + db / 2) ]. The reinforcement shall be placed within a tolerance of ± 3/8 inch (9.5 mm) where d is less than or equal to 8 inches (203 mm) or ± 1/2 inch (12.7 mm) where d is greater than 8 inches (203 mm).

4. In lieu of the reinforcement shown in Table 1807.1.6.2, smaller reinforcing bar sizes with closer spacings that provide an equivalent cross- sectional area of reinforcement per unit length shall be permitted.

TABLE 1807.1.6.2 CONCRETE FOUNDATION WALLSb, c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m. a. For design lateral soil loads, see Section 1610. b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.2. c. “PC” means plain concrete. d. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth

are not applicable (see Section 1610). e. For height of unbalanced backfill, see Section 1807.1.2.

MAXIMUM WALL

HEIGHT (feet)

MAXIMUM UNBALANCED

BACKFILL HEIGHTe (feet)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil loada (psf per foot of depth)

30d 45d 60

Minimum wall thickness (inches)

7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

5 4 5

PC PC

6 4 5 6

PC PC PC

4 5 6 7

PC PC PC PC

PC PC PC

#5 at 46

PC PC PC PC

PC PC

#5 at 48 #6 at 48

PC PC PC PC

4 5 6 7 8

PC PC PC PC

#5 at 47

PC PC PC PC PC

PC PC PC

#5 at 41 #6 at 43

PC PC PC PC PC

PC PC

#5 at 43 #6 at 43 #6 at 32

PC PC PC PC

#6 at 44

PC PC PC PC PC

4 5 6 7 8 9d

PC PC PC PC

#5 at 41 #6 at 46

PC PC PC PC PC PC

PC PC PC

#5 at 37 #6 at 38 #7 at 41

PC PC PC PC

#5 at 37 #6 at 41

PC PC PC PC PC PC

PC PC

#5 at 39 #6 at 38 #7 at 39 #7 at 31

PC PC PC

#5 at 37 #6 at 39 #7 at 41

PC PC PC PC

#4 at 48 #6 at 39

4 5 6 7 8 9d

10d

PC PC PC PC

#5 at 38 #6 at 41 #7 at 45

PC PC PC PC PC

#4 at 48 #6 at 45

PC PC PC PC PC PC PC

PC PC PC

#6 at 48 #7 at 47 #7 at 37 #7 at 31

PC PC PC PC

#6 at 47 #7 at 48 #7 at 40

PC PC PC PC PC

#4 at 48 #6 at 38

PC PC

#5 at 37 #6 at 35 #7 at 35 #6 at 22 #6 at 22

PC PC PC

#6 at 48 #7 at 47 #7 at 37 #7 at 30

PC PC PC PC

#6 at 45 #7 at 47 #7 at 38

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5. Concrete cover for reinforcement measured from the inside face of the wall shall not be less than 3/4 inch (19.1 mm). Concrete cover for reinforcement measured from the outside face of the wall shall not be less than 11/2 inches (38 mm) for No. 5 bars and smaller, and not less than 2 inches (51 mm) for larger bars.

6. Concrete shall have a specified compressive strength, f ′c, of not less than 2,500 psi (17.2 MPa).

7. The unfactored axial load per linear foot of wall shall not exceed 1.2 t f ′c where t is the specified wall thickness in inches.

1807.1.6.2.1 Seismic requirements. Based on the seismic design category assigned to the structure in accordance with Section 1613, concrete foundation walls designed using Table 1807.1.6.2 shall be sub- ject to the following limitations:

1. Seismic Design Categories A and B. Not less than one No. 5 bar shall be provided around window, door and similar sized openings. The bar shall be anchored to develop fy in tension at the corners of openings.

2. Seismic Design Categories C, D, E and F. Tables shall not be used except as allowed for plain concrete members in Section 1905.1.7.

1807.1.6.3 Masonry foundation walls. Masonry foun- dation walls shall comply with the following:

1. The thickness shall comply with the require- ments of Table 1807.1.6.3(1) for plain masonry

walls or Table 1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3(4) for masonry walls with reinforce- ment.

2. Vertical reinforcement shall have a minimum yield strength of 60,000 psi (414 MPa).

3. The specified location of the reinforcement shall equal or exceed the effective depth dis- tance, d, noted in Tables 1807.1.6.3(2), 1807.1.6.3(3) and 1807.1.6.3(4) and shall be measured from the face of the exterior (soil) side of the wall to the center of the vertical rein- forcement. The reinforcement shall be placed within the tolerances specified in TMS 602/ACI 530.1/ASCE 6, Article 3.4.B.11, of the speci- fied location.

4. Grout shall comply with Section 2103.3.

5. Concrete masonry units shall comply with ASTM C90.

6. Clay masonry units shall comply with ASTM C652 for hollow brick, except compliance with ASTM C62 or ASTM C216 shall be permitted where solid masonry units are installed in accordance with Table 1807.1.6.3(1) for plain masonry.

7. Masonry units shall be laid in running bond and installed with Type M or S mortar in accor- dance with Section 2103.2.1.

8. The unfactored axial load per linear foot of wall shall not exceed 1.2 t f ′m where t is the speci- fied wall thickness in inches and f ′m is the spec-

TABLE 1807.1.6.3(1) PLAIN MASONRY FOUNDATION WALLSa, b, c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m. a. For design lateral soil loads, see Section 1610. b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. c. Solid grouted hollow units or solid masonry units. d. A design in compliance with Chapter 21 or reinforcement in accordance with Table 1807.1.6.3(2) is required. e. For height of unbalanced backfill, see Section 1807.1.2. f. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth

are not applicable (see Section 1610).

MAXIMUM WALL HEIGHT (feet)

MAXIMUM UNBALANCED BACKFILL HEIGHTe (feet)

MINIMUM NOMINAL WALL THICKNESS (inches)

Design lateral soil loada (psf per foot of depth)

30f 45f 60

4 (or less) 5 6 7

8 8

10 12

8 10 12

10 (solidc)

8 10

10 (solidc) 10 (solidc)

4 (or less) 5 6 7 8

8 8

10 12

10 (solidc)

8 10 12

12 (solidc) 12 (solidc)

8 12

12 (solidc) Note d Note d

4 (or less) 5 6 7 8 9f

8 8

12 12 (solidc) 12 (solidc)

Note d

8 10 12

12 (solidc) Note d Note d

8 12

12 (solidc) Note d Note d Note d

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ified compressive strength of masonry in pounds per square inch.

9. At least 4 inches (102 mm) of solid masonry shall be provided at girder supports at the top of hollow masonry unit foundation walls.

10. Corbeling of masonry shall be in accordance with Section 2104.1. Where an 8-inch (203 mm) wall is corbeled, the top corbel shall not extend higher than the bottom of the floor fram- ing and shall be a full course of headers at least 6 inches (152 mm) in length or the top course bed joint shall be tied to the vertical wall projec- tion. The tie shall be W2.8 (4.8 mm) and spaced at a maximum horizontal distance of 36 inches (914 mm). The hollow space behind the cor- belled masonry shall be filled with mortar or grout.

1807.1.6.3.1 Alternative foundation wall rein- forcement. In lieu of the reinforcement provisions

for masonry foundation walls in Table 1807.1.6.3(2), 1807.1.6.3(3) or 1807.1.6.3(4), alter- native reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per linear foot (mm) of wall shall be permitted to be used, provided the spacing of reinforcement does not exceed 72 inches (1829 mm) and reinforcing bar sizes do not exceed No. 11.

1807.1.6.3.2 Seismic requirements. Based on the seismic design category assigned to the structure in accordance with Section 1613, masonry foundation walls designed using Tables 1807.1.6.3(1) through 1807.1.6.3(4) shall be subject to the following lim- itations:

1. Seismic Design Categories A and B. No addi- tional seismic requirements.

2. Seismic Design Category C. A design using Tables 1807.1.6.3(1) through 1807.1.6.3(4) is

TABLE 1807.1.6.3(2) 8-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d ≥ 5 INCHESa, b, c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m. a. For design lateral soil loads, see Section 1610. b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. c. For alternative reinforcement, see Section 1807.1.6.3.1. d. For height of unbalanced backfill, see Section 1807.1.2. e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth

are not applicable. See Section 1610.

MAXIMUM WALL HEIGHT (feet-inches)

MAXIMUM UNBALANCED BACKFILL HEIGHTd

(feet-inches)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil loada

(psf per foot of depth)

30e 45e 60

7-4

4-0 (or less) 5-0 6-0 7-4

#4 at 48 #4 at 48 #4 at 48 #5 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48

#4 at 48 #4 at 48 #5 at 48 #7 at 48

8-0

4-0 (or less) 5-0 6-0 7-0 8-0

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #5 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #6 at 48

#4 at 48 #4 at 48 #5 at 48 #7 at 48 #7 at 48

8-8

4-0 (or less) 5-0 6-0 7-0 8-8e

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #6 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #7 at 48

#4 at 48 #5 at 48 #6 at 48 #7 at 48 #8 at 48

9-4

4-0 (or less) 5-0 6-0 7-0 8-0 9-4e

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #6 at 48 #7 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #7 at 48 #8 at 48

#4 at 48 #5 at 48 #6 at 48 #7 at 48 #8 at 48 #9 at 48

10-0

4-0 (or less) 5-0 6-0 7-0 8-0 9-0e

10-0e

#4 at 48 #4 at 48 #4 at 48 #5 at 48 #6 at 48 #7 at 48 #7 at 48

#4 at 48 #4 at 48 #5 at 48 #6 at 48 #7 at 48 #8 at 48 #9 at 48

#4 at 48 #5 at 48 #6 at 48 #7 at 48 #8 at 48 #9 at 48 #9 at 48

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subject to the seismic requirements of Section 7.4.3 of TMS 402/ACI 530/ASCE 5.

3. Seismic Design Category D. A design using Tables 1807.1.6.3(2) through 1807.1.6.3(4) is subject to the seismic requirements of Section 7.4.4 of TMS 402/ACI 530/ASCE 5.

4. Seismic Design Categories E and F. A design using Tables 1807.1.6.3(2) through 1807.1.6.3(4) is subject to the seismic require- ments of Section 7.4.5 of TMS 402/ACI 530/ ASCE 5.

1807.2 Retaining walls. Retaining walls shall be designed in accordance with Sections 1807.2.1 through 1807.2.3.

1807.2.1 General. Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, lateral soil pressures on both sides of the keyway shall be considered in the sliding analysis.

1807.2.2 Design lateral soil loads. Retaining walls shall be designed for the lateral soil loads set forth in Section 1610.

1807.2.3 Safety factor. Retaining walls shall be designed to resist the lateral action of soil to produce sliding and overturning with a minimum safety factor of 1.5 in each case. The load combinations of Section 1605 shall not apply to this requirement. Instead, design shall be based on 0.7 times nominal earthquake loads, 1.0 times other nomi- nal loads, and investigation with one or more of the vari- able loads set to zero. The safety factor against lateral sliding shall be taken as the available soil resistance at the base of the retaining wall foundation divided by the net lateral force applied to the retaining wall.

Exception: Where earthquake loads are included, the minimum safety factor for retaining wall sliding and overturning shall be 1.1.

1807.3 Embedded posts and poles. Designs to resist both axial and lateral loads employing posts or poles as columns embedded in earth or in concrete footings in earth shall be in accordance with Sections 1807.3.1 through 1807.3.3.

TABLE 1807.1.6.3(3) 10-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d ≥ 6.75 INCHES a, b, c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 1.157 kPa/m. a. For design lateral soil loads, see Section 1610. b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. c. For alternative reinforcement, see Section 1807.1.6.3.1. d. For height of unbalanced backfill, see Section 1807.1.2. e. Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth

are not applicable. See Section 1610.

MAXIMUM WALL HEIGHT (feet-inches)

MAXIMUM UNBALANCED BACKFILL HEIGHTd

(feet-inches)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil loada (psf per foot of depth)

30e 45e 60

7-4

4-0 (or less) 5-0 6-0 7-4

#4 at 56 #4 at 56 #4 at 56 #4 at 56

#4 at 56 #4 at 56 #4 at 56 #5 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56

8-0

4-0 (or less) 5-0 6-0 7-0 8-0

#4 at 56 #4 at 56 #4 at 56 #4 at 56 #5 at 56

#4 at 56 #4 at 56 #4 at 56 #5 at 56 #6 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #7 at 56

8-8

4-0 (or less) 5-0 6-0 7-0 8-8e

#4 at 56 #4 at 56 #4 at 56 #4 at 56 #5 at 56

#4 at 56 #4 at 56 #4 at 56 #5 at 56 #7 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #8 at 56

9-4

4-0 (or less) 5-0 6-0 7-0 8-0 9-4e

#4 at 56 #4 at 56 #4 at 56 #4 at 56 #5 at 56 #6 at 56

#4 at 56 #4 at 56 #5 at 56 #5 at 56 #6 at 56 #7 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #7 at 56 #7 at 56

10-0

4-0 (or less) 5-0 6-0 7-0 8-0 9-0e

10-0e

#4 at 56 #4 at 56 #4 at 56 #5 at 56 #5 at 56 #6 at 56 #7 at 56

#4 at 56 #4 at 56 #5 at 56 #6 at 56 #7 at 56 #7 at 56 #8 at 56

#4 at 56 #4 at 56 #5 at 56 #7 at 56 #8 at 56 #9 at 56 #9 at 56

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1807.3.1 Limitations. The design procedures outlined in this section are subject to the following limitations:

1. The frictional resistance for structural walls and slabs on silts and clays shall be limited to one-half of the normal force imposed on the soil by the weight of the footing or slab.

2. Posts embedded in earth shall not be used to provide lateral support for structural or nonstructural materi- als such as plaster, masonry or concrete unless brac- ing is provided that develops the limited deflection required.

Wood poles shall be treated in accordance with AWPA U1 for sawn timber posts (Commodity Specification A, Use Category 4B) and for round timber posts (Commodity Specification B, Use Category 4B).

1807.3.2 Design criteria. The depth to resist lateral loads shall be determined using the design criteria established in Sections 1807.3.2.1 through 1807.3.2.3, or by other meth- ods approved by the building official.

1807.3.2.1 Nonconstrained. The following formula shall be used in determining the depth of embedment required to resist lateral loads where no lateral con- straint is provided at the ground surface, such as by a rigid floor or rigid ground surface pavement, and where no lateral constraint is provided above the ground sur- face, such as by a structural diaphragm.

d = 0.5A{1 + [1 + (4.36h/A)]1/2} (Equation 18-1)

where:

A = 2.34P/(S1b).

b = Diameter of round post or footing or diagonal dimension of square post or footing, feet (m).

d = Depth of embedment in earth in feet (m) but not over 12 feet (3658 mm) for purpose of computing lateral pressure.

h = Distance in feet (m) from ground surface to point of application of “P.”

P = Applied lateral force in pounds (kN).

TABLE 1807.1.6.3(4) 12-INCH MASONRY FOUNDATION WALLS WITH REINFORCEMENT WHERE d ≥ 8.75 INCHESa, b, c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/m. a. For design lateral soil loads, see Section 1610. b. Provisions for this table are based on design and construction requirements specified in Section 1807.1.6.3. c. For alternative reinforcement, see Section 1807.1.6.3.1. d. For height of unbalanced backfill, see Section 1807.1.2. e Where unbalanced backfill height exceeds 8 feet and design lateral soil loads from Table 1610.1 are used, the requirements for 30 and 45 psf per foot of depth

are not applicable. See Section 1610.

MAXIMUM WALL HEIGHT (feet-inches)

MAXIMUM UNBALANCED BACKFILL HEIGHTd

(feet-inches)

MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)

Design lateral soil loada (psf per foot of depth)

30e 45e 60

7-4

4 (or less) 5-0 6-0 7-4

#4 at 72 #4 at 72 #4 at 72 #4 at 72

#4 at 72 #4 at 72 #4 at 72 #5 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72

8-0

4 (or less) 5-0 6-0 7-0 8-0

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72

#4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #8 at 72

8-8

4 (or less) 5-0 6-0 7-0 8-8e

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72

#4 at 72 #4 at 72 #4 at 72 #5 at 72 #7 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #8 at 72

9-4

4 (or less) 5-0 6-0 7-0 8-0 9-4e

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72

#4 at 72 #4 at 72 #5 at 72 #5 at 72 #6 at 72 #7 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #7 at 72 #8 at 72

10-0

4 (or less) 5-0 6-0 7-0 8-0 9-0e

10-0e

#4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72 #7 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 72 #7 at 72 #8 at 72

#4 at 72 #4 at 72 #5 at 72 #6 at 72 #7 at 72 #8 at 72 #9 at 72

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S1 = Allowable lateral soil-bearing pressure as set forth in Section 1806.2 based on a depth of one- third the depth of embedment in pounds per square foot (psf) (kPa).

1807.3.2.2 Constrained. The following formula shall be used to determine the depth of embedment required to resist lateral loads where lateral constraint is pro- vided at the ground surface, such as by a rigid floor or pavement.

(Equation 18-2)

or alternatively

(Equation 18-3)

where:

Mg = Moment in the post at grade, in foot-pounds (kN-m).

S3 = Allowable lateral soil-bearing pressure as set forth in Section 1806.2 based on a depth equal to the depth of embedment in pounds per square foot (kPa).

1807.3.2.3 Vertical load. The resistance to vertical loads shall be determined using the vertical foundation pressure set forth in Table 1806.2.

1807.3.3 Backfill. The backfill in the annular space around columns not embedded in poured footings shall be by one of the following methods:

1. Backfill shall be of concrete with a specified com- pressive strength of not less than 2,000 psi (13.8 MPa). The hole shall not be less than 4 inches (102 mm) larger than the diameter of the column at its bottom or 4 inches (102 mm) larger than the diago- nal dimension of a square or rectangular column.

2. Backfill shall be of clean sand. The sand shall be thoroughly compacted by tamping in layers not more than 8 inches (203 mm) in depth.

3. Backfill shall be of controlled low-strength material (CLSM).

SECTION 1808 FOUNDATIONS

1808.1 General. Foundations shall be designed and con- structed in accordance with Sections 1808.2 through 1808.9. Shallow foundations shall also satisfy the requirements of Section 1809. Deep foundations shall also satisfy the require- ments of Section 1810.

1808.2 Design for capacity and settlement. Foundations shall be so designed that the allowable bearing capacity of the soil is not exceeded, and that differential settlement is mini- mized. Foundations in areas with expansive soils shall be designed in accordance with the provisions of Section 1808.6.

1808.3 Design loads. Foundations shall be designed for the most unfavorable effects due to the combinations of loads specified in Section 1605.2 or 1605.3. The dead load is per- mitted to include the weight of foundations and overlying fill. Reduced live loads, as specified in Sections 1607.10 and 1607.12, shall be permitted to be used in the design of foun- dations.

1808.3.1 Seismic overturning. Where foundations are proportioned using the load combinations of Section 1605.2 or 1605.3.1, and the computation of seismic over- turning effects is by equivalent lateral force analysis or modal analysis, the proportioning shall be in accordance with Section 12.13.4 of ASCE 7.

1808.3.2 Surcharge. No fill or other surcharge loads shall be placed adjacent to any building or structure unless such building or structure is capable of withstanding the addi- tional loads caused by the fill or the surcharge. Existing footings or foundations that will be affected by any exca- vation shall be underpinned or otherwise protected against settlement and shall be protected against detrimental lat- eral or vertical movement or both.

Exception: Minor grading for landscaping purposes shall be permitted where done with walk-behind equip- ment, where the grade is not increased more than 1 foot (305 mm) from original design grade or where approved by the building official.

1808.4 Vibratory loads. Where machinery operations or other vibrations are transmitted through the foundation, con- sideration shall be given in the foundation design to prevent detrimental disturbances of the soil.

1808.5 Shifting or moving soils. Where it is known that the shallow subsoils are of a shifting or moving character, foun- dations shall be carried to a sufficient depth to ensure stabil- ity.

1808.6 Design for expansive soils. Foundations for buildings and structures founded on expansive soils shall be designed in accordance with Section 1808.6.1 or 1808.6.2.

Exception: Foundation design need not comply with Sec- tion 1808.6.1 or 1808.6.2 where one of the following con- ditions is satisfied:

1. The soil is removed in accordance with Section 1808.6.3.

2. The building official approves stabilization of the soil in accordance with Section 1808.6.4.

1808.6.1 Foundations. Foundations placed on or within the active zone of expansive soils shall be designed to resist differential volume changes and to prevent structural damage to the supported structure. Deflection and racking of the supported structure shall be limited to that which will not interfere with the usability and serviceability of the structure.

Foundations placed below where volume change occurs or below expansive soil shall comply with the fol- lowing provisions:

d 4.25Ph S3b

-----------------=

d 4.25Mg

S3b ------------------=

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1. Foundations extending into or penetrating expansive soils shall be designed to prevent uplift of the sup- ported structure.

2. Foundations penetrating expansive soils shall be designed to resist forces exerted on the foundation due to soil volume changes or shall be isolated from the expansive soil.

1808.6.2 Slab-on-ground foundations. Moments, shears and deflections for use in designing slab-on-ground, mat or raft foundations on expansive soils shall be determined in accordance with WRI/CRSI Design of Slab-on-Ground Foundations or PTI DC 10.5. Using the moments, shears and deflections determined above, nonprestressed slabs- on-ground, mat or raft foundations on expansive soils shall be designed in accordance with WRI/CRSI Design of Slab- on-Ground Foundations and post-tensioned slab-on- ground, mat or raft foundations on expansive soils shall be designed in accordance with PTI DC 10.5. It shall be per- mitted to analyze and design such slabs by other methods that account for soil-structure interaction, the deformed shape of the soil support, the plate or stiffened plate action of the slab as well as both center lift and edge lift condi- tions. Such alternative methods shall be rational and the basis for all aspects and parameters of the method shall be available for peer review.

1808.6.3 Removal of expansive soil. Where expansive soil is removed in lieu of designing foundations in accor- dance with Section 1808.6.1 or 1808.6.2, the soil shall be removed to a depth sufficient to ensure a constant moisture content in the remaining soil. Fill material shall not con- tain expansive soils and shall comply with Section 1804.5 or 1804.6.

Exception: Expansive soil need not be removed to the depth of constant moisture, provided the confining pressure in the expansive soil created by the fill and supported structure exceeds the swell pressure.

1808.6.4 Stabilization. Where the active zone of expan- sive soils is stabilized in lieu of designing foundations in accordance with Section 1808.6.1 or 1808.6.2, the soil shall be stabilized by chemical, dewatering, presaturation or equivalent techniques.

1808.7 Foundations on or adjacent to slopes. The place- ment of buildings and structures on or adjacent to slopes steeper than one unit vertical in three units horizontal (33.3- percent slope) shall comply with Sections 1808.7.1 through 1808.7.5.

1808.7.1 Building clearance from ascending slopes. In general, buildings below slopes shall be set a sufficient distance from the slope to provide protection from slope drainage, erosion and shallow failures. Except as provided in Section 1808.7.5 and Figure 1808.7.1, the following cri- teria will be assumed to provide this protection. Where the existing slope is steeper than one unit vertical in one unit horizontal (100-percent slope), the toe of the slope shall be assumed to be at the intersection of a horizontal plane drawn from the top of the foundation and a plane drawn tangent to the slope at an angle of 45 degrees (0.79 rad) to the horizontal. Where a retaining wall is constructed at the toe of the slope, the height of the slope shall be measured from the top of the wall to the top of the slope.

1808.7.2 Foundation setback from descending slope surface. Foundations on or adjacent to slope surfaces shall be founded in firm material with an embedment and set back from the slope surface sufficient to provide vertical and lateral support for the foundation without detrimental settlement. Except as provided for in Section 1808.7.5 and Figure 1808.7.1, the following setback is deemed adequate to meet the criteria. Where the slope is steeper than 1 unit vertical in 1 unit horizontal (100-percent slope), the required setback shall be measured from an imaginary plane 45 degrees (0.79 rad) to the horizontal, projected upward from the toe of the slope.

1808.7.3 Pools. The setback between pools regulated by this code and slopes shall be equal to one-half the building footing setback distance required by this section. That por- tion of the pool wall within a horizontal distance of 7 feet (2134 mm) from the top of the slope shall be capable of supporting the water in the pool without soil support.

1808.7.4 Foundation elevation. On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches (305 mm) plus 2 percent. Alternate elevations are permitted subject to the approval of the building official, provided it

FACE OF FOOTING

AT LEAST THE SMALLER OF H/3 AND 40 FEET

TOP OF SLOPE

AT LEAST THE SMALLER OF H/2 AND 15 FEET

TOE OF SLOPE

FACE OF STRUCTURE

For SI: 1 foot = 304.8 mm.

FIGURE 1808.7.1 FOUNDATION CLEARANCES FROM SLOPES

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can be demonstrated that required drainage to the point of discharge and away from the structure is provided at all locations on the site.

1808.7.5 Alternate setback and clearance. Alternate set- backs and clearances are permitted, subject to the approval of the building official. The building official shall be per- mitted to require a geotechnical investigation as set forth in Section 1803.5.10.

1808.8 Concrete foundations. The design, materials and construction of concrete foundations shall comply with Sec- tions 1808.8.1 through 1808.8.6 and the provisions of Chap- ter 19.

Exception: Where concrete footings supporting walls of light-frame construction are designed in accordance with Table 1809.7, a specific design in accordance with Chap- ter 19 is not required.

1808.8.1 Concrete or grout strength and mix propor- tioning. Concrete or grout in foundations shall have a specified compressive strength (f ′c) not less than the larg- est applicable value indicated in Table 1808.8.1.

Where concrete is placed through a funnel hopper at the top of a deep foundation element, the concrete mix shall be designed and proportioned so as to produce a cohesive workable mix having a slump of not less than 4 inches

(102 mm) and not more than 8 inches (204 mm). Where concrete or grout is to be pumped, the mix design includ- ing slump shall be adjusted to produce a pumpable mix- ture.

1808.8.2 Concrete cover. The concrete cover provided for prestressed and nonprestressed reinforcement in foun- dations shall be no less than the largest applicable value specified in Table 1808.8.2. Longitudinal bars spaced less than 11/2 inches (38 mm) clear distance apart shall be con- sidered bundled bars for which the concrete cover pro- vided shall also be no less than that required by Section 20.6.1.3.4 of ACI 318. Concrete cover shall be measured from the concrete surface to the outermost surface of the steel to which the cover requirement applies. Where con- crete is placed in a temporary or permanent casing or a mandrel, the inside face of the casing or mandrel shall be considered the concrete surface.

1808.8.3 Placement of concrete. Concrete shall be placed in such a manner as to ensure the exclusion of any foreign matter and to secure a full-size foundation. Concrete shall not be placed through water unless a tremie or other method approved by the building official is used. Where placed under or in the presence of water, the concrete shall be deposited by approved means to ensure minimum seg- regation of the mix and negligible turbulence of the water.

TABLE 1808.8.1 MINIMUM SPECIFIED COMPRESSIVE STRENGTH f ′C OF CONCRETE OR GROUT

For SI: 1 pound per square inch = 0.00689 MPa.

FOUNDATION ELEMENT OR CONDITION SPECIFIED COMPRESSIVE STRENGTH, f ′c 1. Foundations for structures assigned to Seismic Design Category A, B or C 2,500 psi

2a. Foundations for Group R or U occupancies of light-frame construction, two stories or less in height, assigned to Seismic Design Category D, E or F

2,500 psi

2b. Foundations for other structures assigned to Seismic Design Category D, E or F 3,000 psi

3. Precast nonprestressed driven piles 4,000 psi

4. Socketed drilled shafts 4,000 psi

5. Micropiles 4,000 psi

6. Precast prestressed driven piles 5,000 psi

TABLE 1808.8.2 MINIMUM CONCRETE COVER

For SI: 1 inch = 25.4 mm.

FOUNDATION ELEMENT OR CONDITION MINIMUM COVER

1. Shallow foundations In accordance with Section 20.6 of ACI 318

2. Precast nonprestressed deep foundation elements Exposed to seawater Not manufactured under plant conditions Manufactured under plant control conditions

3 inches 2 inches In accordance with Section 20.6.1.3.3 of ACI 318

3. Precast prestressed deep foundation elements Exposed to seawater Other

2.5 inches In accordance with Section 20.6.1.3.3 of ACI 318

4. Cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent casing 2.5 inches

5. Cast-in-place deep foundation elements enclosed by a steel pipe, tube or permanent casing 1 inch

6. Structural steel core within a steel pipe, tube or permanent casing 2 inches

7. Cast-in-place drilled shafts enclosed by a stable rock socket 1.5 inches

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Where depositing concrete from the top of a deep founda- tion element, the concrete shall be chuted directly into smooth-sided pipes or tubes or placed in a rapid and con- tinuous operation through a funnel hopper centered at the top of the element.

1808.8.4 Protection of concrete. Concrete foundations shall be protected from freezing during depositing and for a period of not less than five days thereafter. Water shall not be allowed to flow through the deposited concrete.

1808.8.5 Forming of concrete. Concrete foundations are permitted to be cast against the earth where, in the opinion of the building official, soil conditions do not require formwork. Where formwork is required, it shall be in accordance with Section 26.11 of ACI 318.

1808.8.6 Seismic requirements. See Section 1905 for additional requirements for foundations of structures assigned to Seismic Design Category C, D, E or F.

For structures assigned to Seismic Design Category D, E or F, provisions of Section 18.13 of ACI 318 shall apply where not in conflict with the provisions of Sections 1808 through 1810.

Exceptions:

1. Detached one- and two-family dwellings of light- frame construction and two stories or less above grade plane are not required to comply with the provisions of Section 18.13 of ACI 318.

2. Section 18.13.4.3(a) of ACI 318 shall not apply.

1808.9 Vertical masonry foundation elements. Vertical masonry foundation elements that are not foundation piers as defined in Section 202 shall be designed as piers, walls or columns, as applicable, in accordance with TMS 402/ACI 530/ASCE 5.

SECTION 1809 SHALLOW FOUNDATIONS

1809.1 General. Shallow foundations shall be designed and constructed in accordance with Sections 1809.2 through 1809.13.

1809.2 Supporting soils. Shallow foundations shall be built on undisturbed soil, compacted fill material or controlled low-strength material (CLSM). Compacted fill material shall be placed in accordance with Section 1804.5. CLSM shall be placed in accordance with Section 1804.6.

1809.3 Stepped footings. The top surface of footings shall be level. The bottom surface of footings shall be permitted to have a slope not exceeding one unit vertical in 10 units hori- zontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footing or where the surface of the ground slopes more than one unit vertical in 10 units horizontal (10-percent slope).

1809.4 Depth and width of footings. The minimum depth of footings below the undisturbed ground surface shall be 12 inches (305 mm). Where applicable, the requirements of Sec- tion 1809.5 shall also be satisfied. The minimum width of footings shall be 12 inches (305 mm).

1809.5 Frost protection. Except where otherwise protected from frost, foundations and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods:

1. Extending below the frost line of the locality.

2. Constructing in accordance with ASCE 32.

3. Erecting on solid rock.

Exception: Free-standing buildings meeting all of the following conditions shall not be required to be pro- tected:

1. Assigned to Risk Category I.

2. Area of 600 square feet (56 m2) or less for light- frame construction or 400 square feet (37 m2) or less for other than light-frame construction.

3. Eave height of 10 feet (3048 mm) or less.

Shallow foundations shall not bear on frozen soil unless such frozen condition is of a permanent character.

1809.6 Location of footings. Footings on granular soil shall be so located that the line drawn between the lower edges of adjoining footings shall not have a slope steeper than 30 degrees (0.52 rad) with the horizontal, unless the material supporting the higher footing is braced or retained or other- wise laterally supported in an approved manner or a greater slope has been properly established by engineering analysis.

1809.7 Prescriptive footings for light-frame construction. Where a specific design is not provided, concrete or masonry- unit footings supporting walls of light-frame construction shall be permitted to be designed in accordance with Table 1809.7.

TABLE 1809.7 PRESCRIPTIVE FOOTINGS SUPPORTING

WALLS OF LIGHT-FRAME CONSTRUCTIONa, b, c, d, e

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Depth of footings shall be in accordance with Section 1809.4. b. The ground under the floor shall be permitted to be excavated to the

elevation of the top of the footing. c. Interior stud-bearing walls shall be permitted to be supported by isolated

footings. The footing width and length shall be twice the width shown in this table, and footings shall be spaced not more than 6 feet on center.

d. See Section 1905 for additional requirements for concrete footings of structures assigned to Seismic Design Category C, D, E or F.

e. For thickness of foundation walls, see Section 1807.1.6. f. Footings shall be permitted to support a roof in addition to the stipulated

number of floors. Footings supporting roof only shall be as required for supporting one floor.

g. Plain concrete footings for Group R-3 occupancies shall be permitted to be 6 inches thick.

1809.8 Plain concrete footings. The edge thickness of plain concrete footings supporting walls of other than light-frame construction shall not be less than 8 inches (203 mm) where placed on soil or rock.

Exception: For plain concrete footings supporting Group R-3 occupancies, the edge thickness is permitted to be 6

NUMBER OF FLOORS SUPPORTED BY THE FOOTINGf

WIDTH OF FOOTING (inches)

THICKNESS OF FOOTING (inches)

1 12 6

2 15 6

3 18 8g

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inches (152 mm), provided that the footing does not extend beyond a distance greater than the thickness of the footing on either side of the supported wall.

1809.9 Masonry-unit footings. The design, materials and construction of masonry-unit footings shall comply with Sec- tions 1809.9.1 and 1809.9.2, and the provisions of Chapter 21.

Exception: Where a specific design is not provided, masonry-unit footings supporting walls of light-frame construction shall be permitted to be designed in accor- dance with Table 1809.7.

1809.9.1 Dimensions. Masonry-unit footings shall be laid in Type M or S mortar complying with Section 2103.2.1 and the depth shall not be less than twice the projection beyond the wall, pier or column. The width shall not be less than 8 inches (203 mm) wider than the wall supported thereon.

1809.9.2 Offsets. The maximum offset of each course in brick foundation walls stepped up from the footings shall be 11/2 inches (38 mm) where laid in single courses, and 3 inches (76 mm) where laid in double courses.

1809.10 Pier and curtain wall foundations. Except in Seis- mic Design Categories D, E and F, pier and curtain wall foundations shall be permitted to be used to support light- frame construction not more than two stories above grade plane, provided the following requirements are met:

1. All load-bearing walls shall be placed on continuous concrete footings bonded integrally with the exterior wall footings.

2. The minimum actual thickness of a load-bearing masonry wall shall not be less than 4 inches (102 mm) nominal or 35/8 inches (92 mm) actual thickness, and shall be bonded integrally with piers spaced 6 feet (1829 mm) on center (o.c.).

3. Piers shall be constructed in accordance with Chapter 21 and the following:

3.1. The unsupported height of the masonry piers shall not exceed 10 times their least dimension.

3.2. Where structural clay tile or hollow concrete masonry units are used for piers supporting beams and girders, the cellular spaces shall be filled solidly with concrete or Type M or S mor- tar.

Exception: Unfilled hollow piers shall be per- mitted where the unsupported height of the pier is not more than four times its least dimension.

3.3. Hollow piers shall be capped with 4 inches (102 mm) of solid masonry or concrete or the cavi- ties of the top course shall be filled with con- crete or grout.

4. The maximum height of a 4-inch (102 mm) load-bear- ing masonry foundation wall supporting wood frame walls and floors shall not be more than 4 feet (1219 mm) in height.

5. The unbalanced fill for 4-inch (102 mm) foundation walls shall not exceed 24 inches (610 mm) for solid masonry, nor 12 inches (305 mm) for hollow masonry.

1809.11 Steel grillage footings. Grillage footings of struc- tural steel elements shall be separated with approved steel spacers and be entirely encased in concrete with at least 6 inches (152 mm) on the bottom and at least 4 inches (102 mm) at all other points. The spaces between the shapes shall be completely filled with concrete or cement grout.

1809.12 Timber footings. Timber footings shall be permitted for buildings of Type V construction and as otherwise approved by the building official. Such footings shall be treated in accordance with AWPA U1 (Commodity Specifi- cation A, Use Category 4B). Treated timbers are not required where placed entirely below permanent water level, or where used as capping for wood piles that project above the water level over submerged or marsh lands. The compressive stresses perpendicular to grain in untreated timber footings supported upon treated piles shall not exceed 70 percent of the allowable stresses for the species and grade of timber as specified in the ANSI/AWC NDS.

1809.13 Footing seismic ties. Where a structure is assigned to Seismic Design Category D, E or F, individual spread foot- ings founded on soil defined in Section 1613.3.2 as Site Class E or F shall be interconnected by ties. Unless it is demon- strated that equivalent restraint is provided by reinforced con- crete beams within slabs on grade or reinforced concrete slabs on grade, ties shall be capable of carrying, in tension or compression, a force equal to the lesser of the product of the larger footing design gravity load times the seismic coeffi- cient, SDS, divided by 10 and 25 percent of the smaller footing design gravity load.

SECTION 1810 DEEP FOUNDATIONS

1810.1 General. Deep foundations shall be analyzed, designed, detailed and installed in accordance with Sections 1810.1 through 1810.4.

1810.1.1 Geotechnical investigation. Deep foundations shall be designed and installed on the basis of a geotechni- cal investigation as set forth in Section 1803.

1810.1.2 Use of existing deep foundation elements. Deep foundation elements left in place where a structure has been demolished shall not be used for the support of new construction unless satisfactory evidence is submitted to the building official, which indicates that the elements are sound and meet the requirements of this code. Such elements shall be load tested or redriven to verify their capacities. The design load applied to such elements shall be the lowest allowable load as determined by tests or redriving data.

1810.1.3 Deep foundation elements classified as col- umns. Deep foundation elements standing unbraced in air, water or fluid soils shall be classified as columns and designed as such in accordance with the provisions of this code from their top down to the point where adequate lat-

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eral support is provided in accordance with Section 1810.2.1.

Exception: Where the unsupported height to least hori- zontal dimension of a cast-in-place deep foundation element does not exceed three, it shall be permitted to design and construct such an element as a pedestal in accordance with ACI 318.

1810.1.4 Special types of deep foundations. The use of types of deep foundation elements not specifically men- tioned herein is permitted, subject to the approval of the building official, upon the submission of acceptable test data, calculations and other information relating to the structural properties and load capacity of such elements. The allowable stresses for materials shall not in any case exceed the limitations specified herein.

1810.2 Analysis. The analysis of deep foundations for design shall be in accordance with Sections 1810.2.1 through 1810.2.5.

1810.2.1 Lateral support. Any soil other than fluid soil shall be deemed to afford sufficient lateral support to pre- vent buckling of deep foundation elements and to permit the design of the elements in accordance with accepted engineering practice and the applicable provisions of this code.

Where deep foundation elements stand unbraced in air, water or fluid soils, it shall be permitted to consider them laterally supported at a point 5 feet (1524 mm) into stiff soil or 10 feet (3048 mm) into soft soil unless otherwise approved by the building official on the basis of a geotech- nical investigation by a registered design professional.

1810.2.2 Stability. Deep foundation elements shall be braced to provide lateral stability in all directions. Three or more elements connected by a rigid cap shall be consid- ered braced, provided that the elements are located in radial directions from the centroid of the group not less than 60 degrees (1 rad) apart. A two-element group in a rigid cap shall be considered to be braced along the axis connecting the two elements. Methods used to brace deep foundation elements shall be subject to the approval of the building official.

Deep foundation elements supporting walls shall be placed alternately in lines spaced at least 1 foot (305 mm) apart and located symmetrically under the center of grav- ity of the wall load carried, unless effective measures are taken to provide for eccentricity and lateral forces, or the foundation elements are adequately braced to provide for lateral stability.

Exceptions:

1. Isolated cast-in-place deep foundation elements without lateral bracing shall be permitted where the least horizontal dimension is no less than 2 feet (610 mm), adequate lateral support in accor- dance with Section 1810.2.1 is provided for the entire height and the height does not exceed 12 times the least horizontal dimension.

2. A single row of deep foundation elements with- out lateral bracing is permitted for one- and two-

family dwellings and lightweight construction not exceeding two stories above grade plane or 35 feet (10 668 mm) in building height, provided the centers of the elements are located within the width of the supported wall.

1810.2.3 Settlement. The settlement of a single deep foundation element or group thereof shall be estimated based on approved methods of analysis. The predicted set- tlement shall cause neither harmful distortion of, nor insta- bility in, the structure, nor cause any element to be loaded beyond its capacity.

1810.2.4 Lateral loads. The moments, shears and lateral deflections used for design of deep foundation elements shall be established considering the nonlinear interaction of the shaft and soil, as determined by a registered design professional. Where the ratio of the depth of embedment of the element to its least horizontal dimension is less than or equal to six, it shall be permitted to assume the element is rigid.

1810.2.4.1 Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, deep foundation elements on Site Class E or F sites, as determined in Section 1613.3.2, shall be designed and constructed to withstand maximum imposed curvatures from earthquake ground motions and structure response. Curvatures shall include free- field soil strains modified for soil-foundation-structure interaction coupled with foundation element deforma- tions associated with earthquake loads imparted to the foundation by the structure.

Exception: Deep foundation elements that satisfy the following additional detailing requirements shall be deemed to comply with the curvature capacity requirements of this section.

1. Precast prestressed concrete piles detailed in accordance with Section 1810.3.8.3.3.

2. Cast-in-place deep foundation elements with a minimum longitudinal reinforcement ratio of 0.005 extending the full length of the element and detailed in accordance with Sections 18.7.5.2, 18.7.5.3 and 18.7.5.4 of ACI 318 as required by Section 1810.3.9.4.2.2.

1810.2.5 Group effects. The analysis shall include group effects on lateral behavior where the center-to-center spac- ing of deep foundation elements in the direction of lateral force is less than eight times the least horizontal dimen- sion of an element. The analysis shall include group effects on axial behavior where the center-to-center spac- ing of deep foundation elements is less than three times the least horizontal dimension of an element. Group effects shall be evaluated using a generally accepted method of analysis; the analysis for uplift of grouped ele- ments with center-to-center spacing less than three times the least horizontal dimension of an element shall be eval- uated in accordance with Section 1810.3.3.1.6.

1810.3 Design and detailing. Deep foundations shall be designed and detailed in accordance with Sections 1810.3.1 through 1810.3.12.

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1810.3.1 Design conditions. Design of deep foundations shall include the design conditions specified in Sections 1810.3.1.1 through 1810.3.1.6, as applicable.

1810.3.1.1 Design methods for concrete elements. Where concrete deep foundations are laterally sup- ported in accordance with Section 1810.2.1 for the entire height and applied forces cause bending moments no greater than those resulting from accidental eccen- tricities, structural design of the element using the load combinations of Section 1605.3 and the allowable stresses specified in this chapter shall be permitted. Oth- erwise, the structural design of concrete deep founda- tion elements shall use the load combinations of Section 1605.2 and approved strength design methods.

1810.3.1.2 Composite elements. Where a single deep foundation element comprises two or more sections of different materials or different types spliced together, each section of the composite assembly shall satisfy the applicable requirements of this code, and the maximum allowable load in each section shall be limited by the structural capacity of that section.

1810.3.1.3 Mislocation. The foundation or superstruc- ture shall be designed to resist the effects of the mislo- cation of any deep foundation element by no less than 3 inches (76 mm). To resist the effects of mislocation, compressive overload of deep foundation elements to 110 percent of the allowable design load shall be per- mitted.

1810.3.1.4 Driven piles. Driven piles shall be designed and manufactured in accordance with accepted engi- neering practice to resist all stresses induced by han- dling, driving and service loads.

1810.3.1.5 Helical piles. Helical piles shall be designed and manufactured in accordance with accepted engi- neering practice to resist all stresses induced by instal- lation into the ground and service loads.

1810.3.1.6 Casings. Temporary and permanent casings shall be of steel and shall be sufficiently strong to resist collapse and sufficiently water tight to exclude any for- eign materials during the placing of concrete. Where a permanent casing is considered reinforcing steel, the steel shall be protected under the conditions specified in Section 1810.3.2.5. Horizontal joints in the casing shall be spliced in accordance with Section 1810.3.6.

1810.3.2 Materials. The materials used in deep founda- tion elements shall satisfy the requirements of Sections 1810.3.2.1 through 1810.3.2.8, as applicable.

1810.3.2.1 Concrete. Where concrete is cast in a steel pipe or where an enlarged base is formed by compact- ing concrete, the maximum size for coarse aggregate shall be 3/4 inch (19.1 mm). Concrete to be compacted shall have a zero slump.

1810.3.2.1.1 Seismic hooks. For structures assigned to Seismic Design Category C, D, E or F, the ends of hoops, spirals and ties used in concrete deep founda- tion elements shall be terminated with seismic

hooks, as defined in ACI 318, and shall be turned into the confined concrete core.

1810.3.2.1.2 ACI 318 Equation (25.7.3.3). Where this chapter requires detailing of concrete deep foun- dation elements in accordance with Section 18.7.5.4 of ACI 318, compliance with Equation (25.7.3.3) of ACI 318 shall not be required.

1810.3.2.2 Prestressing steel. Prestressing steel shall conform to ASTM A416.

1810.3.2.3 Steel. Structural steel H-piles and structural steel sheet piling shall conform to the material require- ments in ASTM A6. Steel pipe piles shall conform to the material requirements in ASTM A252. Fully welded steel piles shall be fabricated from plates that conform to the material requirements in ASTM A36, ASTM A283, ASTM A572, ASTM A588 or ASTM A690.

1810.3.2.4 Timber. Timber deep foundation elements shall be designed as piles or poles in accordance with ANSI/AWC NDS. Round timber elements shall con- form to ASTM D25. Sawn timber elements shall con- form to DOC PS-20.

1810.3.2.4.1 Preservative treatment. Timber deep foundation elements used to support permanent structures shall be treated in accordance with this section unless it is established that the tops of the untreated timber elements will be below the lowest ground-water level assumed to exist during the life of the structure. Preservative and minimum final retention shall be in accordance with AWPA U1 (Commodity Specification E, Use Category 4C) for round timber elements and AWPA U1 (Commodity Specification A, Use Category 4B) for sawn timber elements. Preservative-treated timber elements shall be subject to a quality control program administered by an approved agency. Element cutoffs shall be treated in accordance with AWPA M4.

1810.3.2.5 Protection of materials. Where boring records or site conditions indicate possible deleterious action on the materials used in deep foundation ele- ments because of soil constituents, changing water lev- els or other factors, the elements shall be adequately protected by materials, methods or processes approved by the building official. Protective materials shall be applied to the elements so as not to be rendered ineffec- tive by installation. The effectiveness of such protective measures for the particular purpose shall have been thoroughly established by satisfactory service records or other evidence.

1810.3.2.6 Allowable stresses. The allowable stresses for materials used in deep foundation elements shall not exceed those specified in Table 1810.3.2.6.

1810.3.2.7 Increased allowable compressive stress for cased cast-in-place elements. The allowable com- pressive stress in the concrete shall be permitted to be increased as specified in Table 1810.3.2.6 for those

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portions of permanently cased cast-in-place elements that satisfy all of the following conditions:

1. The design shall not use the casing to resist any portion of the axial load imposed.

2. The casing shall have a sealed tip and be mandrel driven.

3. The thickness of the casing shall not be less than manufacturer’s standard gage No.14 (0.068 inch) (1.75 mm).

4. The casing shall be seamless or provided with seams of strength equal to the basic material and be of a configuration that will provide confine- ment to the cast-in-place concrete.

5. The ratio of steel yield strength (Fy) to specified compressive strength (f ′c) shall not be less than six.

6. The nominal diameter of the element shall not be greater than 16 inches (406 mm).

1810.3.2.8 Justification of higher allowable stresses. Use of allowable stresses greater than those specified in Section 1810.3.2.6 shall be permitted where supporting data justifying such higher stresses is filed with the building official. Such substantiating data shall include the following:

1. A geotechnical investigation in accordance with Section 1803.

2. Load tests in accordance with Section 1810.3.3.1.2, regardless of the load supported by the element.

The design and installation of the deep foundation elements shall be under the direct supervision of a reg- istered design professional knowledgeable in the field of soil mechanics and deep foundations who shall sub- mit a report to the building official stating that the ele- ments as installed satisfy the design criteria.

1810.3.3 Determination of allowable loads. The allow- able axial and lateral loads on deep foundation elements shall be determined by an approved formula, load tests or method of analysis.

1810.3.3.1 Allowable axial load. The allowable axial load on a deep foundation element shall be determined in accordance with Sections 1810.3.3.1.1 through 1810.3.3.1.9.

1810.3.3.1.1 Driving criteria. The allowable com- pressive load on any driven deep foundation element where determined by the application of an approved driving formula shall not exceed 40 tons (356 kN). For allowable loads above 40 tons (356 kN), the wave equation method of analysis shall be used to estimate driveability for both driving stresses and net displacement per blow at the ultimate load. Allowable loads shall be verified by load tests in accordance with Section 1810.3.3.1.2. The formula or wave equation load shall be determined for grav-

TABLE 1810.3.2.6 ALLOWABLE STRESSES FOR MATERIALS USED IN DEEP FOUNDATION ELEMENTS

a. f ′c is the specified compressive strength of the concrete or grout; fpc is the compressive stress on the gross concrete section due to effective prestress forces only; fy is the specified yield strength of reinforcement; Fy is the specified minimum yield stress of steel; Fu is the specified minimum tensile stress of structural steel.

b. The stresses specified apply to the gross cross-sectional area within the concrete surface. Where a temporary or permanent casing is used, the inside face of the casing shall be considered the concrete surface.

MATERIAL TYPE AND CONDITION MAXIMUM ALLOWABLE STRESSa

1. Concrete or grout in compressionb

Cast-in-place with a permanent casing in accordance with Section 1810.3.2.7 Cast-in-place in a pipe, tube, other permanent casing or rock Cast-in-place without a permanent casing Precast nonprestressed Precast prestressed

0.4 f ′c 0.33 f ′c 0.3 f ′c 0.33 f ′c

0.33 f ′c - 0.27 fpc

2. Nonprestressed reinforcement in compression 0.4 fy ≤ 30,000 psi

3. Steel in compression Cores within concrete-filled pipes or tubes Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8 Pipes or tubes for micropiles Other pipes, tubes or H-piles Helical piles

0.5 Fy ≤ 32,000 psi 0.5 Fy ≤ 32,000 psi 0.4 Fy ≤ 32,000 psi

0.35 Fy ≤ 16,000 psi 0.6 Fy ≤ 0.5 Fu

4. Nonprestressed reinforcement in tension Within micropiles Other conditions

0.6 fy 0.5 fy ≤ 24,000 psi

5. Steel in tension Pipes, tubes or H-piles, where justified in accordance with Section 1810.3.2.8 Other pipes, tubes or H-piles Helical piles

0.5 Fy ≤ 32,000 psi 0.35 Fy ≤ 16,000 psi

0.6 Fy ≤ 0.5 Fu 6. Timber In accordance with the ANSI/AWC NDS

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ity-drop or power-actuated hammers and the ham- mer energy used shall be the maximum consistent with the size, strength and weight of the driven ele- ments. The use of a follower is permitted only with the approval of the building official. The introduc- tion of fresh hammer cushion or pile cushion mate- rial just prior to final penetration is not permitted.

1810.3.3.1.2 Load tests. Where design compressive loads are greater than those determined using the allowable stresses specified in Section 1810.3.2.6, where the design load for any deep foundation ele- ment is in doubt, or where cast-in-place deep foun- dation elements have an enlarged base formed either by compacting concrete or by driving a precast base, control test elements shall be tested in accordance with ASTM D1143 or ASTM D4945. At least one element shall be load tested in each area of uniform subsoil conditions. Where required by the building official, additional elements shall be load tested where necessary to establish the safe design capac- ity. The resulting allowable loads shall not be more than one-half of the ultimate axial load capacity of the test element as assessed by one of the published methods listed in Section 1810.3.3.1.3 with consid- eration for the test type, duration and subsoil. The ultimate axial load capacity shall be determined by a registered design professional with consideration given to tolerable total and differential settlements at design load in accordance with Section 1810.2.3. In subsequent installation of the balance of deep foun- dation elements, all elements shall be deemed to have a supporting capacity equal to that of the con- trol element where such elements are of the same type, size and relative length as the test element; are installed using the same or comparable methods and equipment as the test element; are installed in simi- lar subsoil conditions as the test element; and, for driven elements, where the rate of penetration (e.g., net displacement per blow) of such elements is equal to or less than that of the test element driven with the same hammer through a comparable driving dis- tance.

1810.3.3.1.3 Load test evaluation methods. It shall be permitted to evaluate load tests of deep founda- tion elements using any of the following methods:

1. Davisson Offset Limit.

2. Brinch-Hansen 90-percent Criterion.

3. Butler-Hoy Criterion.

4. Other methods approved by the building offi- cial.

1810.3.3.1.4 Allowable frictional resistance. The assumed frictional resistance developed by any uncased cast-in-place deep foundation element shall not exceed one-sixth of the bearing value of the soil material at minimum depth as set forth in Table 1806.2, up to a maximum of 500 psf (24 kPa), unless a greater value is allowed by the building official on the basis of a geotechnical investigation as specified

in Section 1803 or a greater value is substantiated by a load test in accordance with Section 1810.3.3.1.2. Frictional resistance and bearing resistance shall not be assumed to act simultaneously unless determined by a geotechnical investigation in accordance with Section 1803.

1810.3.3.1.5 Uplift capacity of a single deep foun- dation element. Where required by the design, the uplift capacity of a single deep foundation element shall be determined by an approved method of anal- ysis based on a minimum factor of safety of three or by load tests conducted in accordance with ASTM D3689. The maximum allowable uplift load shall not exceed the ultimate load capacity as determined in Section 1810.3.3.1.2, using the results of load tests conducted in accordance with ASTM D3689, divided by a factor of safety of two.

Exception: Where uplift is due to wind or seis- mic loading, the minimum factor of safety shall be two where capacity is determined by an analy- sis and one and one-half where capacity is deter- mined by load tests.

1810.3.3.1.6 Uplift capacity of grouped deep foundation elements. For grouped deep foundation elements subjected to uplift, the allowable working uplift load for the group shall be calculated by a gen- erally accepted method of analysis. Where the deep foundation elements in the group are placed at a cen- ter-to-center spacing less than three times the least horizontal dimension of the largest single element, the allowable working uplift load for the group is permitted to be calculated as the lesser of:

1. The proposed individual allowable working uplift load times the number of elements in the group.

2. Two-thirds of the effective weight of the group and the soil contained within a block defined by the perimeter of the group and the length of the element, plus two-thirds of the ultimate shear resistance along the soil block.

1810.3.3.1.7 Load-bearing capacity. Deep founda- tion elements shall develop ultimate load capacities of at least twice the design working loads in the des- ignated load-bearing layers. Analysis shall show that no soil layer underlying the designated load-bearing layers causes the load-bearing capacity safety factor to be less than two.

1810.3.3.1.8 Bent deep foundation elements. The load-bearing capacity of deep foundation elements discovered to have a sharp or sweeping bend shall be determined by an approved method of analysis or by load testing a representative element.

1810.3.3.1.9 Helical piles. The allowable axial design load, Pa, of helical piles shall be determined as follows:

Pa = 0.5 Pu (Equation 18-4)

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where Pu is the least value of:

1. Sum of the areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum.

2. Ultimate capacity determined from well-docu- mented correlations with installation torque.

3. Ultimate capacity determined from load tests.

4. Ultimate axial capacity of pile shaft.

5. Ultimate axial capacity of pile shaft couplings.

6. Sum of the ultimate axial capacity of helical bearing plates affixed to pile.

1810.3.3.2 Allowable lateral load. Where required by the design, the lateral load capacity of a single deep foundation element or a group thereof shall be deter- mined by an approved method of analysis or by lateral load tests to at least twice the proposed design working load. The resulting allowable load shall not be more than one-half of the load that produces a gross lateral movement of 1 inch (25 mm) at the lower of the top of foundation element and the ground surface, unless it can be shown that the predicted lateral movement shall cause neither harmful distortion of, nor instability in, the structure, nor cause any element to be loaded beyond its capacity.

1810.3.4 Subsiding soils. Where deep foundation ele- ments are installed through subsiding fills or other subsid- ing strata and derive support from underlying firmer materials, consideration shall be given to the downward frictional forces that may be imposed on the elements by the subsiding upper strata.

Where the influence of subsiding fills is considered as imposing loads on the element, the allowable stresses specified in this chapter shall be permitted to be increased where satisfactory substantiating data are submitted.

1810.3.5 Dimensions of deep foundation elements. The dimensions of deep foundation elements shall be in accor- dance with Sections 1810.3.5.1 through 1810.3.5.3, as applicable.

1810.3.5.1 Precast. The minimum lateral dimension of precast concrete deep foundation elements shall be 8 inches (203 mm). Corners of square elements shall be chamfered.

1810.3.5.2 Cast-in-place or grouted-in-place. Cast- in-place and grouted-in-place deep foundation elements shall satisfy the requirements of this section.

1810.3.5.2.1 Cased. Cast-in-place deep foundation elements with a permanent casing shall have a nom- inal outside diameter of not less than 8 inches (203 mm).

1810.3.5.2.2 Uncased. Cast-in-place deep founda- tion elements without a permanent casing shall have a diameter of not less than 12 inches (305 mm). The

element length shall not exceed 30 times the average diameter.

Exception: The length of the element is permit- ted to exceed 30 times the diameter, provided the design and installation of the deep foundations are under the direct supervision of a registered design professional knowledgeable in the field of soil mechanics and deep foundations. The regis- tered design professional shall submit a report to the building official stating that the elements were installed in compliance with the approved construction documents.

1810.3.5.2.3 Micropiles. Micropiles shall have an outside diameter of 12 inches (305 mm) or less. The minimum diameter set forth elsewhere in Section 1810.3.5 shall not apply to micropiles.

1810.3.5.3 Steel. Steel deep foundation elements shall satisfy the requirements of this section.

1810.3.5.3.1 Structural steel H-piles. Sections of structural steel H-piles shall comply with the requirements for HP shapes in ASTM A6, or the fol- lowing:

1. The flange projections shall not exceed 14 times the minimum thickness of metal in either the flange or the web and the flange widths shall not be less than 80 percent of the depth of the section.

2. The nominal depth in the direction of the web shall not be less than 8 inches (203 mm).

3. Flanges and web shall have a minimum nomi- nal thickness of 3/8 inch (9.5 mm).

1810.3.5.3.2 Fully welded steel piles fabricated from plates. Sections of fully welded steel piles fab- ricated from plates shall comply with the following:

1. The flange projections shall not exceed 14 times the minimum thickness of metal in either the flange or the web and the flange widths shall not be less than 80 percent of the depth of the section.

2. The nominal depth in the direction of the web shall not be less than 8 inches (203 mm).

3. Flanges and web shall have a minimum nomi- nal thickness of 3/8 inch (9.5 mm).

1810.3.5.3.3 Structural steel sheet piling. Individ- ual sections of structural steel sheet piling shall con- form to the profile indicated by the manufacturer, and shall conform to the general requirements speci- fied by ASTM A6.

1810.3.5.3.4 Steel pipes and tubes. Steel pipes and tubes used as deep foundation elements shall have a nominal outside diameter of not less than 8 inches (203 mm). Where steel pipes or tubes are driven open ended, they shall have a minimum of 0.34

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square inch (219 mm2) of steel in cross section to resist each 1,000 foot-pounds (1356 Nm) of pile hammer energy, or shall have the equivalent strength for steels having a yield strength greater than 35,000 psi (241 MPa) or the wave equation analysis shall be permitted to be used to assess com- pression stresses induced by driving to evaluate if the pile section is appropriate for the selected ham- mer. Where a pipe or tube with wall thickness less than 0.179 inch (4.6 mm) is driven open ended, a suitable cutting shoe shall be provided. Concrete- filled steel pipes or tubes in structures assigned to Seismic Design Category C, D, E or F shall have a wall thickness of not less than 3/16 inch (5 mm). The pipe or tube casing for socketed drilled shafts shall have a nominal outside diameter of not less than 18 inches (457 mm), a wall thickness of not less than 3/8 inch (9.5 mm) and a suitable steel driving shoe welded to the bottom; the diameter of the rock socket shall be approximately equal to the inside diameter of the casing.

Exceptions:

1. There is no minimum diameter for steel pipes or tubes used in micropiles.

2. For mandrel-driven pipes or tubes, the min- imum wall thickness shall be 1/10 inch (2.5 mm).

1810.3.5.3.5 Helical piles. Dimensions of the cen- tral shaft and the number, size and thickness of heli- cal bearing plates shall be sufficient to support the design loads.

1810.3.6 Splices. Splices shall be constructed so as to pro- vide and maintain true alignment and position of the com- ponent parts of the deep foundation element during installation and subsequent thereto and shall be designed to resist the axial and shear forces and moments occurring at the location of the splice during driving and for design load combinations. Where deep foundation elements of the same type are being spliced, splices shall develop not less than 50 percent of the bending strength of the weaker section. Where deep foundation elements of different materials or different types are being spliced, splices shall develop the full compressive strength and not less than 50 percent of the tension and bending strength of the weaker section. Where structural steel cores are to be spliced, the ends shall be milled or ground to provide full contact and shall be full-depth welded.

Splices occurring in the upper 10 feet (3048 mm) of the embedded portion of an element shall be designed to resist at allowable stresses the moment and shear that would result from an assumed eccentricity of the axial load of 3 inches (76 mm), or the element shall be braced in accor- dance with Section 1810.2.2 to other deep foundation ele- ments that do not have splices in the upper 10 feet (3048 mm) of embedment.

1810.3.6.1 Seismic Design Categories C through F. For structures assigned to Seismic Design Category C, D, E or F splices of deep foundation elements shall develop the lesser of the following:

1. The nominal strength of the deep foundation ele- ment.

2. The axial and shear forces and moments from the seismic load effects including overstrength factor in accordance with Section 12.4.3 or 12.14.3.2 of ASCE 7.

1810.3.7 Top of element detailing at cutoffs. Where a minimum length for reinforcement or the extent of closely spaced confinement reinforcement is specified at the top of a deep foundation element, provisions shall be made so that those specified lengths or extents are maintained after cutoff.

1810.3.8 Precast concrete piles. Precast concrete piles shall be designed and detailed in accordance with Sections 1810.3.8.1 through 1810.3.8.3.

1810.3.8.1 Reinforcement. Longitudinal steel shall be arranged in a symmetrical pattern and be laterally tied with steel ties or wire spiral spaced center to center as follows:

1. At not more than 1 inch (25 mm) for the first five ties or spirals at each end; then

2. At not more than 4 inches (102 mm), for the remainder of the first 2 feet (610 mm) from each end; and then

3. At not more than 6 inches (152 mm) elsewhere.

The size of ties and spirals shall be as follows:

1. For piles having a least horizontal dimension of 16 inches (406 mm) or less, wire shall not be smaller than 0.22 inch (5.6 mm) (No. 5 gage).

2. For piles having a least horizontal dimension of more than 16 inches (406 mm) and less than 20 inches (508 mm), wire shall not be smaller than 0.238 inch (6 mm) (No. 4 gage).

3. For piles having a least horizontal dimension of 20 inches (508 mm) and larger, wire shall not be smaller than 1/4 inch (6.4 mm) round or 0.259 inch (6.6 mm) (No. 3 gage).

1810.3.8.2 Precast nonprestressed piles. Precast non- prestressed concrete piles shall comply with the requirements of Sections 1810.3.8.2.1 through 1810.3.8.2.3.

1810.3.8.2.1 Minimum reinforcement. Longitudi- nal reinforcement shall consist of at least four bars with a minimum longitudinal reinforcement ratio of 0.008.

1810.3.8.2.2 Seismic reinforcement in Seismic Design Categories C through F. For structures assigned to Seismic Design Category C, D, E or F,

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precast nonprestressed piles shall be reinforced as specified in this section. The minimum longitudinal reinforcement ratio shall be 0.01 throughout the length. Transverse reinforcement shall consist of closed ties or spirals with a minimum 3/8 inch (9.5 mm) diameter. Spacing of transverse reinforcement shall not exceed the smaller of eight times the diam- eter of the smallest longitudinal bar or 6 inches (152 mm) within a distance of three times the least pile dimension from the bottom of the pile cap. Spacing of transverse reinforcement shall not exceed 6 inches (152 mm) throughout the remainder of the pile.

1810.3.8.2.3 Additional seismic reinforcement in Seismic Design Categories D through F. For struc- tures assigned to Seismic Design Category D, E or F, transverse reinforcement shall be in accordance with Section 1810.3.9.4.2.

1810.3.8.3 Precast prestressed piles. Precast pre- stressed concrete piles shall comply with the require- ments of Sections 1810.3.8.3.1 through 1810.3.8.3.3.

1810.3.8.3.1 Effective prestress. The effective pre- stress in the pile shall not be less than 400 psi (2.76 MPa) for piles up to 30 feet (9144 mm) in length, 550 psi (3.79 MPa) for piles up to 50 feet (15 240 mm) in length and 700 psi (4.83 MPa) for piles greater than 50 feet (15 240 mm) in length.

Effective prestress shall be based on an assumed loss of 30,000 psi (207 MPa) in the prestressing steel. The tensile stress in the prestressing steel shall not exceed the values specified in ACI 318.

1810.3.8.3.2 Seismic reinforcement in Seismic Design Category C. For structures assigned to Seis- mic Design Category C, precast prestressed piles shall have transverse reinforcement in accordance with this section. The volumetric ratio of spiral rein- forcement shall not be less than the amount required by the following formula for the upper 20 feet (6096 mm) of the pile.

ρs = 0.12f ′c / fyh (Equation 18-5) where:

f ′c = Specified compressive strength of concrete, psi (MPa).

fyh = Yield strength of spiral reinforcement ≤ 85,000 psi (586 MPa).

ρs = Spiral reinforcement index (vol. spiral/vol. core).

At least one-half the volumetric ratio required by Equation 18-5 shall be provided below the upper 20 feet (6096 mm) of the pile.

1810.3.8.3.3 Seismic reinforcement in Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, pre-

cast prestressed piles shall have transverse reinforce- ment in accordance with the following:

1. Requirements in ACI 318, Chapter 18, need not apply, unless specifically referenced.

2. Where the total pile length in the soil is 35 feet (10 668 mm) or less, the lateral transverse reinforcement in the ductile region shall occur through the length of the pile. Where the pile length exceeds 35 feet (10 668 mm), the duc- tile pile region shall be taken as the greater of 35 feet (10 668 mm) or the distance from the underside of the pile cap to the point of zero curvature plus three times the least pile dimen- sion.

3. In the ductile region, the center-to-center spac- ing of the spirals or hoop reinforcement shall not exceed one-fifth of the least pile dimen- sion, six times the diameter of the longitudinal strand or 8 inches (203 mm), whichever is smallest.

4. Circular spiral reinforcement shall be spliced by lapping one full turn and bending the end of each spiral to a 90-degree hook or by use of a mechanical or welded splice complying with Section 25.5.7 of ACI 318.

5. Where the transverse reinforcement consists of circular spirals, the volumetric ratio of spi- ral transverse reinforcement in the ductile region shall comply with the following:

ρs = 0.25(f ′c / fyh)(Ag /Ach - 1.0) [0.5 + 1.4P/( f ′c Ag)]

(Equation 18-6)

but not less than

ρs = 0.12(f ′c / fyh) [0.5 + 1.4P/( f ′c Ag)] ³ 0.12f ′c /fyh

(Equation 18-7)

and need not exceed:

ρs = 0.021 (Equation 18-8) where:

Ag = Pile cross-sectional area, square inches (mm2).

Ach = Core area defined by spiral outside diameter, square inches (mm2).

f ′c = Specified compressive strength of concrete, psi (MPa).

fyh = Yield strength of spiral reinforcement ≤ 85,000 psi (586 MPa).

P = Axial load on pile, pounds (kN), as determined from Equations 16-5 and 16- 7.

ρs = Volumetric ratio (vol. spiral/vol. core).

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This required amount of spiral reinforce- ment is permitted to be obtained by providing an inner and outer spiral.

6. Where transverse reinforcement consists of rectangular hoops and cross ties, the total cross-sectional area of lateral transverse rein- forcement in the ductile region with spacing, s, and perpendicular dimension, hc, shall con- form to:

Ash= 0.3s hc (f ′c /fyh)(Ag /Ach - 1.0) [0.5 + 1.4P/(f ′c Ag)]

(Equation 18-9)

but not less than:

Ash = 0.12s hc (f ′c /fyh) [0.5 + 1.4P/(f ′c Ag)] (Equation 18-10)

where:

fyh = yield strength of transverse reinforcement ≤ 70,000 psi (483 MPa).

hc = Cross-sectional dimension of pile core measured center to center of hoop reinforcement, inch (mm).

s = Spacing of transverse reinforcement measured along length of pile, inch (mm).

Ash = Cross-sectional area of tranverse reinforcement, square inches (mm2).

f ′c = Specified compressive strength of concrete, psi (MPa).

The hoops and cross ties shall be equivalent to deformed bars not less than No. 3 in size. Rectangu- lar hoop ends shall terminate at a corner with seis- mic hooks.

Outside of the length of the pile requiring trans- verse confinement reinforcing, the spiral or hoop reinforcing with a volumetric ratio not less than one- half of that required for transverse confinement rein- forcing shall be provided.

1810.3.9 Cast-in-place deep foundations. Cast-in-place deep foundation elements shall be designed and detailed in accordance with Sections 1810.3.9.1 through 1810.3.9.6.

1810.3.9.1 Design cracking moment. The design cracking moment (φMn) for a cast-in-place deep foun- dation element not enclosed by a structural steel pipe or tube shall be determined using the following equa- tion:

(Equation 18-11)

For SI:

where:

f ′c = Specified compressive strength of concrete or grout, psi (MPa).

Sm = Elastic section modulus, neglecting reinforcement and casing, cubic inches (mm3).

1810.3.9.2 Required reinforcement. Where subject to uplift or where the required moment strength deter- mined using the load combinations of Section 1605.2 exceeds the design cracking moment determined in accordance with Section 1810.3.9.1, cast-in-place deep foundations not enclosed by a structural steel pipe or tube shall be reinforced.

1810.3.9.3 Placement of reinforcement. Reinforce- ment where required shall be assembled and tied together and shall be placed in the deep foundation ele- ment as a unit before the reinforced portion of the ele- ment is filled with concrete.

Exceptions:

1. Steel dowels embedded 5 feet (1524 mm) or less shall be permitted to be placed after con- creting, while the concrete is still in a semi- fluid state.

2. For deep foundation elements installed with a hollow-stem auger, tied reinforcement shall be placed after elements are concreted, while the concrete is still in a semifluid state. Longitudi- nal reinforcement without lateral ties shall be placed either through the hollow stem of the auger prior to concreting or after concreting, while the concrete is still in a semifluid state.

3. For Group R-3 and U occupancies not exceed- ing two stories of light-frame construction, reinforcement is permitted to be placed after concreting, while the concrete is still in a semifluid state, and the concrete cover requirement is permitted to be reduced to 2 inches (51 mm), provided the construction method can be demonstrated to the satisfac- tion of the building official.

1810.3.9.4 Seismic reinforcement. Where a structure is assigned to Seismic Design Category C, reinforce- ment shall be provided in accordance with Section 1810.3.9.4.1. Where a structure is assigned to Seismic Design Category D, E or F, reinforcement shall be pro- vided in accordance with Section 1810.3.9.4.2.

Exceptions:

1. Isolated deep foundation elements supporting posts of Group R-3 and U occupancies not exceeding two stories of light-frame construc- tion shall be permitted to be reinforced as required by rational analysis but with not less than one No. 4 bar, without ties or spirals, where detailed so the element is not subject to lateral loads and the soil provides adequate lateral support in accordance with Section 1810.2.1.

2. Isolated deep foundation elements supporting posts and bracing from decks and patios appurtenant to Group R-3 and U occupancies not exceeding two stories of light-frame con-

φMn 3 f′cSm=

φMn 0.25 f′cSm=

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struction shall be permitted to be reinforced as required by rational analysis but with not less than one No. 4 bar, without ties or spirals, where the lateral load, E, to the top of the ele- ment does not exceed 200 pounds (890 N) and the soil provides adequate lateral support in accordance with Section 1810.2.1.

3. Deep foundation elements supporting the con- crete foundation wall of Group R-3 and U occupancies not exceeding two stories of light-frame construction shall be permitted to be reinforced as required by rational analysis but with not less than two No. 4 bars, without ties or spirals, where the design cracking moment determined in accordance with Sec- tion 1810.3.9.1 exceeds the required moment strength determined using the load combina- tions with overstrength factor in Section 12.4.3.2 or 12.14.3.2 of ASCE 7 and the soil provides adequate lateral support in accor- dance with Section 1810.2.1.

4. Closed ties or spirals where required by Sec- tion 1810.3.9.4.2 shall be permitted to be lim- ited to the top 3 feet (914 mm) of deep foundation elements 10 feet (3048 mm) or less in depth supporting Group R-3 and U occu- pancies of Seismic Design Category D, not exceeding two stories of light-frame construc- tion.

1810.3.9.4.1 Seismic reinforcement in Seismic Design Category C. For structures assigned to Seis- mic Design Category C, cast-in-place deep founda- tion elements shall be reinforced as specified in this section. Reinforcement shall be provided where required by analysis.

A minimum of four longitudinal bars, with a minimum longitudinal reinforcement ratio of 0.0025, shall be provided throughout the minimum reinforced length of the element as defined below starting at the top of the element. The minimum reinforced length of the element shall be taken as the greatest of the following:

1. One-third of the element length.

2. A distance of 10 feet (3048 mm).

3. Three times the least element dimension.

4. The distance from the top of the element to the point where the design cracking moment determined in accordance with Section 1810.3.9.1 exceeds the required moment strength determined using the load combina- tions of Section 1605.2.

Transverse reinforcement shall consist of closed ties or spirals with a minimum 3/8 inch (9.5 mm) diameter. Spacing of transverse reinforcement shall

not exceed the smaller of 6 inches (152 mm) or 8- longitudinal-bar diameters, within a distance of three times the least element dimension from the bottom of the pile cap. Spacing of transverse rein- forcement shall not exceed 16 longitudinal bar diameters throughout the remainder of the rein- forced length.

Exceptions:

1. The requirements of this section shall not apply to concrete cast in structural steel pipes or tubes.

2. A spiral-welded metal casing of a thickness not less than the manufacturer’s standard No. 14 gage (0.068 inch) is permitted to provide concrete confinement in lieu of the closed ties or spirals. Where used as such, the metal casing shall be protected against possible deleterious action due to soil con- stituents, changing water levels or other factors indicated by boring records of site conditions.

1810.3.9.4.2 Seismic reinforcement in Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, cast- in-place deep foundation elements shall be rein- forced as specified in this section. Reinforcement shall be provided where required by analysis.

A minimum of four longitudinal bars, with a minimum longitudinal reinforcement ratio of 0.005, shall be provided throughout the minimum rein- forced length of the element as defined below start- ing at the top of the element. The minimum reinforced length of the element shall be taken as the greatest of the following:

1. One-half of the element length.

2. A distance of 10 feet (3048 mm).

3. Three times the least element dimension.

Transverse reinforcement shall consist of closed ties or spirals no smaller than No. 3 bars for ele- ments with a least dimension up to 20 inches (508 mm), and No. 4 bars for larger elements. Through- out the remainder of the reinforced length outside the regions with transverse confinement reinforce- ment, as specified in Section 1810.3.9.4.2.1 or 1810.3.9.4.2.2, the spacing of transverse reinforce- ment shall not exceed the least of the following:

1. 12 longitudinal bar diameters;

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2. One-half the least dimension of the element; and

3. 12 inches (305 mm).

Exceptions:

1. The requirements of this section shall not apply to concrete cast in structural steel pipes or tubes.

2. A spiral-welded metal casing of a thickness not less than manufacturer’s standard No. 14 gage (0.068 inch) is permitted to pro- vide concrete confinement in lieu of the closed ties or spirals. Where used as such, the metal casing shall be protected against possible deleterious action due to soil con- stituents, changing water levels or other factors indicated by boring records of site conditions.

1810.3.9.4.2.1 Site Classes A through D. For Site Class A, B, C or D sites, transverse confine- ment reinforcement shall be provided in the ele- ment in accordance with Sections 18.7.5.2, 18.7.5.3 and 18.7.5.4 of ACI 318 within three times the least element dimension of the bottom of the pile cap. A transverse spiral reinforcement ratio of not less than one-half of that required in Section 18.7.5.4(a) of ACI 318 shall be permit- ted.

1810.3.9.4.2.2 Site Classes E and F. For Site Class E or F sites, transverse confinement rein- forcement shall be provided in the element in accordance with Sections 18.7.5.2, 18.7.5.3 and 18.7.5.4 of ACI 318 within seven times the least element dimension of the pile cap and within seven times the least element dimension of the interfaces of strata that are hard or stiff and strata that are liquefiable or are composed of soft- to medium-stiff clay.

1810.3.9.5 Belled drilled shafts. Where drilled shafts are belled at the bottom, the edge thickness of the bell shall not be less than that required for the edge of foot- ings. Where the sides of the bell slope at an angle less than 60 degrees (1 rad) from the horizontal, the effects of vertical shear shall be considered.

1810.3.9.6 Socketed drilled shafts. Socketed drilled shafts shall have a permanent pipe or tube casing that extends down to bedrock and an uncased socket drilled into the bedrock, both filled with concrete. Socketed drilled shafts shall have reinforcement or a structural steel core for the length as indicated by an approved method of analysis.

The depth of the rock socket shall be sufficient to develop the full load-bearing capacity of the element with a minimum safety factor of two, but the depth shall not be less than the outside diameter of the pipe or tube casing. The design of the rock socket is permitted to be predicated on the sum of the allowable load-bear-

ing pressure on the bottom of the socket plus bond along the sides of the socket.

Where a structural steel core is used, the gross cross-sectional area of the core shall not exceed 25 per- cent of the gross area of the drilled shaft.

1810.3.10 Micropiles. Micropiles shall be designed and detailed in accordance with Sections 1810.3.10.1 through 1810.3.10.4.

1810.3.10.1 Construction. Micropiles shall develop their load-carrying capacity by means of a bond zone in soil, bedrock or a combination of soil and bedrock. Micropiles shall be grouted and have either a steel pipe or tube or steel reinforcement at every section along the length. It shall be permitted to transition from deformed reinforcing bars to steel pipe or tube reinforcement by extending the bars into the pipe or tube section by at least their development length in tension in accordance with ACI 318.

1810.3.10.2 Materials. Reinforcement shall consist of deformed reinforcing bars in accordance with ASTM A615 Grade 60 or 75 or ASTM A722 Grade 150.

The steel pipe or tube shall have a minimum wall thickness of 3/16 inch (4.8 mm). Splices shall comply with Section 1810.3.6. The steel pipe or tube shall have a minimum yield strength of 45,000 psi (310 MPa) and a minimum elongation of 15 percent as shown by mill certifications or two coupon test samples per 40,000 pounds (18 160 kg) of pipe or tube.

1810.3.10.3 Reinforcement. For micropiles or portions thereof grouted inside a temporary or permanent casing or inside a hole drilled into bedrock or a hole drilled with grout, the steel pipe or tube or steel reinforcement shall be designed to carry at least 40 percent of the design compression load. Micropiles or portions thereof grouted in an open hole in soil without tempo- rary or permanent casing and without suitable means of verifying the hole diameter during grouting shall be designed to carry the entire compression load in the reinforcing steel. Where a steel pipe or tube is used for reinforcement, the portion of the grout enclosed within the pipe is permitted to be included in the determination of the allowable stress in the grout.

1810.3.10.4 Seismic reinforcement. For structures assigned to Seismic Design Category C, a permanent steel casing shall be provided from the top of the micro- pile down to the point of zero curvature. For structures assigned to Seismic Design Category D, E or F, the micropile shall be considered as an alternative system in accordance with Section 104.11. The alternative sys- tem design, supporting documentation and test data shall be submitted to the building official for review and approval.

1810.3.11 Pile caps. Pile caps shall be of reinforced con- crete, and shall include all elements to which vertical deep foundation elements are connected, including grade beams and mats. The soil immediately below the pile cap shall not be considered as carrying any vertical load. The tops of vertical deep foundation elements shall be embedded

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not less than 3 inches (76 mm) into pile caps and the caps shall extend at least 4 inches (102 mm) beyond the edges of the elements. The tops of elements shall be cut or chipped back to sound material before capping.

1810.3.11.1 Seismic Design Categories C through F. For structures assigned to Seismic Design Category C, D, E or F, concrete deep foundation elements shall be connected to the pile cap by embedding the element reinforcement or field-placed dowels anchored in the element into the pile cap for a distance equal to their development length in accordance with ACI 318. It shall be permitted to connect precast prestressed piles to the pile cap by developing the element prestressing strands into the pile cap provided the connection is duc- tile. For deformed bars, the development length is the full development length for compression, or tension in the case of uplift, without reduction for excess rein- forcement in accordance with Section 25.4.10 of ACI 318. Alternative measures for laterally confining con- crete and maintaining toughness and ductile-like behavior at the top of the element shall be permitted provided the design is such that any hinging occurs in the confined region.

The minimum transverse steel ratio for confinement shall not be less than one-half of that required for col- umns.

For resistance to uplift forces, anchorage of steel pipes, tubes or H-piles to the pile cap shall be made by means other than concrete bond to the bare steel sec- tion. Concrete-filled steel pipes or tubes shall have reinforcement of not less than 0.01 times the cross-sec- tional area of the concrete fill developed into the cap and extending into the fill a length equal to two times the required cap embedment, but not less than the development length in tension of the reinforcement.

1810.3.11.2 Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E or F, deep foundation element resistance to uplift forces or rotational restraint shall be provided by anchorage into the pile cap, designed considering the combined effect of axial forces due to uplift and bend- ing moments due to fixity to the pile cap. Anchorage shall develop a minimum of 25 percent of the strength of the element in tension. Anchorage into the pile cap shall comply with the following:

1. In the case of uplift, the anchorage shall be capa- ble of developing the least of the following:

1.1. The nominal tensile strength of the longi- tudinal reinforcement in a concrete ele- ment.

1.2. The nominal tensile strength of a steel element.

1.3. The frictional force developed between the element and the soil multiplied by 1.3.

Exception: The anchorage is permitted to be designed to resist the axial tension force resulting from the seismic load effects includ-

ing overstrength factor in accordance with Section 12.4.3 or 12.14.3.2 of ASCE 7.

2. In the case of rotational restraint, the anchorage shall be designed to resist the axial and shear forces, and moments resulting from the seismic load effects including overstrength factor in accordance with Section 12.4.3 or 12.14.3.2 of ASCE 7 or the anchorage shall be capable of developing the full axial, bending and shear nom- inal strength of the element.

Where the vertical lateral-force-resisting elements are columns, the pile cap flexural strengths shall exceed the column flexural strength. The connection between batter piles and pile caps shall be designed to resist the nominal strength of the pile acting as a short column. Batter piles and their connection shall be designed to resist forces and moments that result from the applica- tion of seismic load effects including overstrength fac- tor in accordance with Section 12.4.3 or 12.14.3.2 of ASCE 7.

1810.3.12 Grade beams. For structures assigned to Seis- mic Design Category D, E or F, grade beams shall comply with the provisions in Section 18.13.3 of ACI 318 for grade beams, except where they are designed to resist the seismic load effects including overstrength factor in accor- dance with Section 12.4.3 or 12.14.3.2 of ASCE 7.

1810.3.13 Seismic ties. For structures assigned to Seismic Design Category C, D, E or F, individual deep foundations shall be interconnected by ties. Unless it can be demon- strated that equivalent restraint is provided by reinforced concrete beams within slabs on grade or reinforced con- crete slabs on grade or confinement by competent rock, hard cohesive soils or very dense granular soils, ties shall be capable of carrying, in tension or compression, a force equal to the lesser of the product of the larger pile cap or column design gravity load times the seismic coefficient, SDS, divided by 10, and 25 percent of the smaller pile or column design gravity load.

Exception: In Group R-3 and U occupancies of light- frame construction, deep foundation elements support- ing foundation walls, isolated interior posts detailed so the element is not subject to lateral loads or exterior decks and patios are not subject to interconnection where the soils are of adequate stiffness, subject to the approval of the building official.

1810.4 Installation. Deep foundations shall be installed in accordance with Section 1810.4. Where a single deep founda- tion element comprises two or more sections of different materials or different types spliced together, each section shall satisfy the applicable conditions of installation.

1810.4.1 Structural integrity. Deep foundation elements shall be installed in such a manner and sequence as to pre- vent distortion or damage that may adversely affect the structural integrity of adjacent structures or of foundation elements being installed or already in place and as to avoid compacting the surrounding soil to the extent that other foundation elements cannot be installed properly.

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1810.4.1.1 Compressive strength of precast concrete piles. A precast concrete pile shall not be driven before the concrete has attained a compressive strength of at least 75 percent of the specified compressive strength (f ′c), but not less than the strength sufficient to withstand handling and driving forces.

1810.4.1.2 Casing. Where cast-in-place deep founda- tion elements are formed through unstable soils and concrete is placed in an open-drilled hole, a casing shall be inserted in the hole prior to placing the concrete. Where the casing is withdrawn during concreting, the level of concrete shall be maintained above the bottom of the casing at a sufficient height to offset any hydro- static or lateral soil pressure. Driven casings shall be mandrel driven their full length in contact with the sur- rounding soil.

1810.4.1.3 Driving near uncased concrete. Deep foundation elements shall not be driven within six ele- ment diameters center to center in granular soils or within one-half the element length in cohesive soils of an uncased element filled with concrete less than 48 hours old unless approved by the building official. If the concrete surface in any completed element rises or drops, the element shall be replaced. Driven uncased deep foundation elements shall not be installed in soils that could cause heave.

1810.4.1.4 Driving near cased concrete. Deep foun- dation elements shall not be driven within four and one- half average diameters of a cased element filled with concrete less than 24 hours old unless approved by the building official. Concrete shall not be placed in cas- ings within heave range of driving.

1810.4.1.5 Defective timber piles. Any substantial sudden increase in rate of penetration of a timber pile shall be investigated for possible damage. If the sudden increase in rate of penetration cannot be correlated to soil strata, the pile shall be removed for inspection or rejected.

1810.4.2 Identification. Deep foundation materials shall be identified for conformity to the specified grade with this identity maintained continuously from the point of manufacture to the point of installation or shall be tested by an approved agency to determine conformity to the specified grade. The approved agency shall furnish an affidavit of compliance to the building official.

1810.4.3 Location plan. A plan showing the location and designation of deep foundation elements by an identifica- tion system shall be filed with the building official prior to installation of such elements. Detailed records for ele- ments shall bear an identification corresponding to that shown on the plan.

1810.4.4 Preexcavation. The use of jetting, augering or other methods of preexcavation shall be subject to the approval of the building official. Where permitted, preex- cavation shall be carried out in the same manner as used for deep foundation elements subject to load tests and in such a manner that will not impair the carrying capacity of the elements already in place or damage adjacent struc-

tures. Element tips shall be driven below the preexcavated depth until the required resistance or penetration is obtained.

1810.4.5 Vibratory driving. Vibratory drivers shall only be used to install deep foundation elements where the ele- ment load capacity is verified by load tests in accordance with Section 1810.3.3.1.2. The installation of production elements shall be controlled according to power consump- tion, rate of penetration or other approved means that ensure element capacities equal or exceed those of the test elements.

1810.4.6 Heaved elements. Deep foundation elements that have heaved during the driving of adjacent elements shall be redriven as necessary to develop the required capacity and penetration, or the capacity of the element shall be verified by load tests in accordance with Section 1810.3.3.1.2.

1810.4.7 Enlarged base cast-in-place elements. Enlarged bases for cast-in-place deep foundation elements formed by compacting concrete or by driving a precast base shall be formed in or driven into granular soils. Such elements shall be constructed in the same manner as suc- cessful prototype test elements driven for the project. Shafts extending through peat or other organic soil shall be encased in a permanent steel casing. Where a cased shaft is used, the shaft shall be adequately reinforced to resist column action or the annular space around the shaft shall be filled sufficiently to reestablish lateral support by the soil. Where heave occurs, the element shall be replaced unless it is demonstrated that the element is undamaged and capable of carrying twice its design load.

1810.4.8 Hollow-stem augered, cast-in-place elements. Where concrete or grout is placed by pumping through a hollow-stem auger, the auger shall be permitted to rotate in a clockwise direction during withdrawal. As the auger is withdrawn at a steady rate or in increments not to exceed 1 foot (305 mm), concreting or grouting pumping pressures shall be measured and maintained high enough at all times to offset hydrostatic and lateral earth pressures. Concrete or grout volumes shall be measured to ensure that the vol- ume of concrete or grout placed in each element is equal to or greater than the theoretical volume of the hole created by the auger. Where the installation process of any ele- ment is interrupted or a loss of concreting or grouting pressure occurs, the element shall be redrilled to 5 feet (1524 mm) below the elevation of the tip of the auger when the installation was interrupted or concrete or grout pressure was lost and reformed. Augered cast-in-place ele- ments shall not be installed within six diameters center to center of an element filled with concrete or grout less than 12 hours old, unless approved by the building official. If the concrete or grout level in any completed element drops due to installation of an adjacent element, the element shall be replaced.

1810.4.9 Socketed drilled shafts. The rock socket and pipe or tube casing of socketed drilled shafts shall be thor- oughly cleaned of foreign materials before filling with

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concrete. Steel cores shall be bedded in cement grout at the base of the rock socket.

1810.4.10 Micropiles. Micropile deep foundation ele- ments shall be permitted to be formed in holes advanced by rotary or percussive drilling methods, with or without casing. The elements shall be grouted with a fluid cement grout. The grout shall be pumped through a tremie pipe extending to the bottom of the element until grout of suit- able quality returns at the top of the element. The follow- ing requirements apply to specific installation methods:

1. For micropiles grouted inside a temporary casing, the reinforcing bars shall be inserted prior to with- drawal of the casing.The casing shall be withdrawn in a controlled manner with the grout level main- tained at the top of the element to ensure that the grout completely fills the drill hole. During with- drawal of the casing, the grout level inside the cas- ing shall be monitored to verify that the flow of grout inside the casing is not obstructed.

2. For a micropile or portion thereof grouted in an open drill hole in soil without temporary casing, the mini- mum design diameter of the drill hole shall be veri- fied by a suitable device during grouting.

3. For micropiles designed for end bearing, a suitable means shall be employed to verify that the bearing surface is properly cleaned prior to grouting.

4. Subsequent micropiles shall not be drilled near ele- ments that have been grouted until the grout has had sufficient time to harden.

5. Micropiles shall be grouted as soon as possible after drilling is completed.

6. For micropiles designed with a full-length casing, the casing shall be pulled back to the top of the bond zone and reinserted or some other suitable means employed to assure grout coverage outside the cas- ing.

1810.4.11 Helical piles. Helical piles shall be installed to specified embedment depth and torsional resistance crite- ria as determined by a registered design professional. The torque applied during installation shall not exceed the maximum allowable installation torque of the helical pile.

1810.4.12 Special inspection. Reserved.

SECTIONS 1811 through 1815 RESERVED

SECTION 1816 TERMITE PROTECTION

1816.1 Termite protection. Termite protection shall be pro- vided by registered termiticides, including soil applied pesti- cides, baiting systems, and pesticides applied to wood, or other approved methods of termite protection labeled for use as a preventative treatment to new construction. See Section 202, “Registered termiticide.” Upon completion of the appli- cation of the termite protective treatment, a certificate of

compliance shall be issued to the building department by the licensed pest control company that contains the following statement: “The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services.”

1816.1.1 If soil treatment is used for subterranean termite prevention, the initial chemical soil treatment inside the foundation perimeter shall be done after all excavation, backfilling and compaction is complete.

1816.1.2 If soil treatment is used for subterranean termite prevention, soil area disturbed after initial chemical soil treatment shall be retreated with a chemical soil treatment, including spaces boxed or formed.

1816.1.3 If soil treatment is used for subterranean termite prevention, space in concrete floors boxed out or formed for the subsequent installation of plumbing traps, drains or any other purpose shall be created by using plastic or metal permanently placed forms of sufficient depth to eliminate any planned soil disturbance after initial chemi- cal soil treatment.

1816.1.4 If soil treatment is used for subterranean termite prevention, chemically treated soil shall be protected with a minimum 6 millimeter vapor retarder to protect against rainfall dilution. If rainfall occurs before vapor retarder placement, retreatment is required. Any work, including placement of reinforcing steel, done after chemical treat- ment until the concrete floor is poured, shall be done in such manner as to avoid penetrating or disturbing treated soil.

1816.1.5 If soil treatment is used for subterranean termite prevention, concrete overpour or mortar accumulated along the exterior foundation perimeter shall be removed prior to exterior chemical soil treatment, to enhance verti- cal penetration of the chemicals.

1816.1.6 If soil treatment is used for subterranean termite prevention, chemical soil treatments shall also be applied under all exterior concrete or grade within 1 foot (305 mm) of the primary structure sidewalls. Also, a vertical chemical barrier shall be applied promptly after construc- tion is completed, including initial landscaping and irriga- tion/sprinkler installation. Any soil disturbed after the chemical vertical barrier is applied shall be promptly retreated.

1816.1.7 If a registered termiticide formulated and regis- tered as a bait system is used for subterranean termite pre- vention, Sections 1816.1.1 through 1816.1.6 do not apply; however, a signed contract assuring the installation, main- tenance and monitoring of the baiting system that is in compliance with the requirements of Chapter 482, Florida Statutes shall be provided to the building official prior to the pouring of the slab, and the system must be installed prior to final building approval. If the baiting system directions for use require a monitoring phase prior to installation of the pesticide active ingredient, the installa- tion of the monitoring phase components shall be deemed to constitute installation of the system.

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1816.1.8 If a registered termiticide formulated and regis- tered as a wood treatment is used for subterranean termite prevention, Sections 1816.1.1 through 1816.1.6 do not apply. Application of a wood treatment termiticide shall be as required by label directions for use, and must be completed prior to final building approval. Changes in framing or additions to framing in areas of the structure requiring treatment that occur after the initial wood treat- ment must be treated prior to final building approval.

1816.2 Penetration. Protective sleeves around piping pene- trating concrete slab-on-grade floors shall not be of cellulose- containing materials. If soil treatment is used for subterranean termite protection, the sleeve shall have a maximum wall thickness of 0.010 inch, and be sealed within the slab using a noncorrosive clamping device to eliminate the annular space between the pipe and the sleeve. No termiticides shall be applied inside the sleeve.

SECTION 1817 HIGH-VELOCITY HURRICANE ZONES—

EXCAVATIONS RESERVED

SECTION 1818 HIGH-VELOCITY HURRICANE ZONES—

BEARING CAPACITY OF SOIL RESERVED

SECTION 1819 HIGH-VELOCITY HURRICANE ZONES—

SOIL BEARING FOUNDATIONS RESERVED

SECTION 1820 HIGH-VELOCITY HURRICANE ZONES—

CONCRETE SLABS ON FILL RESERVED

SECTION 1821 HIGH-VELOCITY HURRICANE ZONES—

MONOLITHIC FOOTINGS RESERVED

SECTION 1822 HIGH-VELOCITY HURRICANE ZONES—

PILE FOUNDATIONS RESERVED

SECTION 1823 HIGH-VELOCITY HURRICANE ZONES—

WOOD PILES RESERVED

SECTION 1824 HIGH-VELOCITY HURRICANE ZONES—

PRECAST CONCRETE PILES RESERVED

SECTION 1825 HIGH-VELOCITY HURRICANE ZONES—

PRESTRESSED PRECAST CONCRETE PILES RESERVED

SECTION 1826 HIGH-VELOCITY HURRICANE ZONES—

CAST-IN-PLACE RESERVED

SECTION 1827 HIGH-VELOCITY HURRICANE ZONES—

ROLLED STRUCTURAL SHAPES RESERVED

SECTION 1828 HIGH-VELOCITY HURRICANE ZONES—

SPECIAL PILES OR SPECIAL CONDITIONS RESERVED

SECTION 1829 HIGH-VELOCITY HURRICANE ZONES—

LOAD TESTS ON PILES RESERVED

SECTION 1830 HIGH-VELOCITY HURRICANE ZONES—

FOUNDATION WALLS AND GRADE BEAMS RESERVED

SECTION 1831 HIGH-VELOCITY HURRICANE ZONES—

GRADES UNDER BUILDINGS RESERVED

SECTION 1832 HIGH-VELOCITY HURRICANE ZONES—

RETAINING WALLS RESERVED

SECTION 1833 HIGH-VELOCITY HURRICANE ZONES—

SEAWALLS AND BULKHEADS RESERVED

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SECTION 1834 HIGH-VELOCITY HURRICANE ZONES—

SOIL IMPROVEMENT RESERVED

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CHAPTER 19

CONCRETE

Italics are used for text within Sections 1903 through 1905 of this code to indicate provisions that differ from ACI 318.

SECTION 1901 GENERAL

1901.1 Scope. The provisions of this chapter shall govern the materials, quality control, design and construction of concrete used in structures.

1901.2 Plain and reinforced concrete. Structural concrete shall be designed and constructed in accordance with the requirements of this chapter and ACI 318 as amended in Sec- tion 1905 of this code. Except for the provisions of Sections 1904 and 1907, the design and construction of slabs on grade shall not be governed by this chapter unless they transmit ver- tical loads or lateral forces from other parts of the structure to the soil.

1901.3 Anchoring to concrete. Anchoring to concrete shall be in accordance with ACI 318 as amended in Section 1905, and applies to cast-in (headed bolts, headed studs and hooked J- or L-bolts), post-installed expansion (torque-controlled and displacement-controlled), undercut and adhesive anchors.

1901.4 Composite structural steel and concrete struc- tures. Systems of structural steel acting compositely with reinforced concrete shall be designed in accordance with Sec- tion 2206 of this code.

1901.5 Construction documents. The construction docu- ments for structural concrete construction shall include:

1. The specified compressive strength of concrete at the stated ages or stages of construction for which each concrete element is designed.

2. The specified strength or grade of reinforcement.

3. The size and location of structural elements, rein- forcement and anchors.

4. Provision for dimensional changes resulting from creep, shrinkage and temperature.

5. The magnitude and location of prestressing forces.

6. Anchorage length of reinforcement and location and length of lap splices.

7. Type and location of mechanical and welded splices of reinforcement.

8. Details and location of contraction or isolation joints specified for plain concrete.

9. Minimum concrete compressive strength at time of posttensioning.

10. Stressing sequence for posttensioning tendons.

11. For structures assigned to Seismic Design Category D, E or F, a statement if slab on grade is designed as a structural diaphragm.

1901.6 Special inspections and tests. Reserved.

SECTION 1902 DEFINITIONS

1902.1 General. The words and terms defined in ACI 318 shall, for the purposes of this chapter and as used elsewhere in this code for concrete construction, have the meanings shown in ACI 318 as modified by Section 1905.1.1.

SECTION 1903 SPECIFICATIONS FOR TESTS AND MATERIALS

1903.1 General. Materials used to produce concrete, con- crete itself and testing thereof shall comply with the applica- ble standards listed in ACI 318.

Exception: The following standards as referenced in Chapter 35 shall be permitted to be used.

1. ASTM C150

2. ASTM C595

3. ASTM C1157

1903.2 Special inspections. Where required, special inspec- tions and tests shall be in accordance with Chapter 17.

1903.3 Glass fiber-reinforced concrete. Glass fiber-rein- forced concrete (GFRC) and the materials used in such con- crete shall be in accordance with the PCI MNL 128 standard.

1903.4 Flat wall insulating concrete form (ICF) systems. Insulating concrete form material used for forming flat con- crete walls shall conform to ASTM E2634.

SECTION 1904 DURABILITY REQUIREMENTS

1904.1 Structural concrete. Structural concrete shall con- form to the durability requirements of ACI 318.

Exception: For Group R-2 and R-3 occupancies not more than three stories above grade plane, the specified com- pressive strength, f′c, for concrete in basement walls, foun- dation walls, exterior walls and other vertical surfaces exposed to the weather shall be not less than 3,000 psi (20.7 MPa).

1904.2 Nonstructural concrete. The registered design profes- sional shall assign nonstructural concrete a freeze-thaw expo- sure class, as defined in ACI 318, based on the anticipated exposure of nonstructural concrete. Nonstructural concrete shall have a minimum specified compressive strength, f′c, of 2,500 psi (17.2 MPa) for Class F0; 3,000 psi (20.7 MPa) for

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Class F1; and 3,500 psi (24.1 MPa) for Classes F2 and F3. Nonstructural concrete shall be air entrained in accordance with ACI 318.

SECTION 1905 MODIFICATIONS TO ACI 318

1905.1 General. The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through 1905.1.8.

1905.1.1 ACI 318, Section 2.3. Modify existing defini- tions and add the following definitions to ACI 318, Sec- tion 2.3.

DESIGN DISPLACEMENT. Total lateral displace- ment expected for the design-basis earthquake, as spec- ified by Section 12.8.6 of ASCE 7.

DETAILED PLAIN CONCRETE STRUCTURAL WALL. A wall complying with the requirements of Chapter 14, including 14.6.2.

ORDINARY PRECAST STRUCTURAL WALL. A precast wall complying with the requirements of Chap- ters 1 through 13, 15, 16 and 19 through 26.

ORDINARY REINFORCED CONCRETE STRUCTURAL WALL. A cast-in-place wall com- plying with the requirements of Chapters 1 through 13, 15, 16 and 19 through 26.

ORDINARY STRUCTURAL PLAIN CONCRETE WALL. A wall complying with the requirements of Chapter 14, excluding 14.6.2.

SPECIAL STRUCTURAL WALL. A cast-in-place or precast wall complying with the requirements of 18.2.4 through 18.2.8, 18.10 and 18.11, as applicable, in addition to the requirements for ordinary reinforced concrete structural walls or ordinary precast structural walls, as applicable. Where ASCE 7 refers to a “spe- cial reinforced concrete structural wall,” it shall be deemed to mean a “special structural wall.”

1905.1.2 ACI 318, Section 18.2.1. Modify ACI 318 Sec- tions 18.2.1.2 and 18.2.1.6 to read as follows:

18.2.1.2 – Structures assigned to Seismic Design Cate- gory A shall satisfy requirements of Chapters 1 through 17 and 19 through 26; Chapter 18 does not apply. Structures assigned to Seismic Design Category B, C, D, E or F also shall satisfy 18.2.1.3 through 18.2.1.7, as applicable. Except for structural elements of plain con- crete complying with Section 1905.1.7 of the Florida Building Code, Building, structural elements of plain concrete are prohibited in structures assigned to Seis- mic Design Category C, D, E or F.

18.2.1.6 – Structural systems designated as part of the seismic force-resisting system shall be restricted to those permitted by ASCE 7. Except for Seismic Design Category A, for which Chapter 18 does not apply, the following provisions shall be satisfied for each struc- tural system designated as part of the seismic force-

resisting system, regardless of the seismic design cate- gory:

(a) Ordinary moment frames shall satisfy 18.3.

(b) Ordinary reinforced concrete structural walls and ordinary precast structural walls need not satisfy any provisions in Chapter 18.

(d) Intermediate precast structural walls shall sat- isfy 18.5.

(e) Special moment frames shall satisfy 18.6 through 18.9.

(f) Special structural walls shall satisfy 18.10.

(g) Special structural walls constructed using pre- cast concrete shall satisfy 18.11.

All special moment frames and special structural walls shall also satisfy 18.2.4 through 18.2.8.

1905.1.3 ACI 318, Section 18.5. Modify ACI 318, Sec- tion 18.5, by adding new Section 18.5.2.2 and renumber- ing existing Sections 18.5.2.2 and 18.5.2.3 to become 18.5.2.3 and 18.5.2.4, respectively.

18.5.2.2 – Connections that are designed to yield shall be capable of maintaining 80 percent of their design strength at the deformation induced by the design dis- placement or shall use Type 2 mechanical splices.

18.5.2.3 – For elements of the connection that are not designed to yield the required strength shall be based on 1.5 Sy of the yielding portion of the connection.

18.5.2.4 – In structures assigned to SDC D, E or F, wall piers shall be designed in accordance with 18.10.8 or 18.14 in ACI 318.

1905.1.4 ACI 318, Section 18.11. Modify ACI 318, Sec- tion 18.11.2.1, to read as follows:

18.11.2.1 – Special structural walls constructed using precast concrete shall satisfy all the requirements of 18.10 for cast-in-place special structural walls in addi- tion to 18.5.2.

1905.1.5 ACI 318, Section 18.13.1.1. Modify ACI 318, Section 18.13.1.1, to read as follows:

18.13.1.1 – Foundations resisting earthquake-induced forces or transferring earthquake-induced forces between a structure and ground shall comply with the requirements of 18.13 and other applicable provisions of ACI 318 unless modified by Chapter 18 of the Flor- ida Building Code, Building.

1905.1.6 ACI 318, Section 14.6. Modify ACI 318, Sec- tion 14.6, by adding new Section 14.6.2 to read as follows:

14.6.2 – Detailed plain concrete structural walls.

14.6.2.1 – Detailed plain concrete structural walls are walls conforming to the requirements of ordinary struc- tural plain concrete walls and 14.6.2.2.

14.6.2.2 – Reinforcement shall be provided as follows:

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(a) Vertical reinforcement of at least 0.20 square inch (129 mm2) in cross-sectional area shall be provided continuously from support to support at each corner, at each side of each opening and at the ends of walls. The continuous verti- cal bar required beside an opening is permitted to substitute for one of the two No. 5 bars required by 14.6.1.

(b) Horizontal reinforcement at least 0.20 square inch (129 mm2) in cross-sectional area shall be provided:

1. Continuously at structurally connected roof and floor levels and at the top of walls;

2. At the bottom of load-bearing walls or in the top of foundations where doweled to the wall; and

3. At a maximum spacing of 120 inches (3048 mm).

Reinforcement at the top and bottom of open- ings, where used in determining the maximum spacing specified in Item 3 above, shall be con- tinuous in the wall.

1905.1.7 ACI 318, Section 14.1.4. Delete ACI 318, Sec- tion 14.1.4, and replace with the following:

14.1.4 – Plain concrete in structures assigned to Seis- mic Design Category C, D, E or F.

14.1.4.1 – Structures assigned to Seismic Design Cate- gory C, D, E or F shall not have elements of structural plain concrete, except as follows:

(a) Structural plain concrete basement, foundation or other walls below the base as defined in ASCE 7 are permitted in detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls. In dwellings assigned to Seismic Design Category D or E, the height of the wall shall not exceed 8 feet (2438 mm), the thickness shall be not less than 71/2 inches (190 mm), and the wall shall retain no more than 4 feet (1219 mm) of unbal- anced fill. Walls shall have reinforcement in accordance with 14.6.1.

(b) Isolated footings of plain concrete supporting pedestals or columns are permitted, provided the projection of the footing beyond the face of the supported member does not exceed the foot- ing thickness.

Exception: In detached one- and two-fam- ily dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the footing thickness.

(c) Plain concrete footings supporting walls are permitted, provided the footings have at least two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. For footings that exceed 8 inches (203 mm) in thickness, a minimum of one bar shall be pro- vided at the top and bottom of the footing. Con- tinuity of reinforcement shall be provided at corners and intersections.

Exceptions: 1. In Seismic Design Categories A, B

and C, detached one- and two- family dwellings three stories or less in height constructed with stud- bearing walls are permitted to have plain concrete footings without longitudinal reinforcement.

2. For foundation systems consisting of a plain concrete footing and a plain concrete stemwall, a minimum of one bar shall be provided at the top of the stemwall and at the bottom of the footing.

3. Where a slab on ground is cast monolithically with the footing, one No. 5 bar is permitted to be located at either the top of the slab or bottom of the footing.

1905.1.8 ACI 318, Section 17.2.3. Modify ACI 318 Sec- tions 17.2.3.4.2, 17.2.3.4.3(d) and 17.2.3.5.2 to read as fol- lows:

17.2.3.4.2 – Where the tensile component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with 17.2.3.4.3. The anchor design tensile strength shall be determined in accordance with 17.2.3.4.4.

Exception: Anchors designed to resist wall out-of- plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy Section 17.2.3.4.3(d).

17.2.3.4.3(d) – The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ω0. The anchor design tensile strength shall be calculated from 17.2.3.4.4.

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17.2.3.5.2 – Where the shear component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with 17.2.3.5.3. The anchor design shear strength for resisting earthquake forces shall be deter- mined in accordance with 17.5.

Exceptions:

1. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or nonbearing walls of light- frame wood structures to foundations or foun- dation stem walls, the in-plane shear strength in accordance with 17.5.2 and 17.5.3 need not be computed and 17.2.3.5.3 shall be deemed to be satisfied provided all of the following are met:

1.1. The allowable in-plane shear strength of the anchor is determined in accor- dance with ANSI/AWC NDS Table 11E for lateral design values parallel to grain.

1.2. The maximum anchor nominal diame- ter is 5/8 inch (16 mm).

1.3. Anchor bolts are embedded into con- crete a minimum of 7 inches (178 mm).

1.4. Anchor bolts are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate.

1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate.

1.6. The sill plate is 2-inch (51 mm) or 3- inch (76 mm) nominal thickness.

2. For the calculation of the in-plane shear strength of anchor bolts attaching cold- formed steel track of bearing or nonbearing walls of light-frame construction to founda- tions or foundation stem walls, the in-plane shear strength in accordance with 17.5.2 and 17.5.3 need not be computed and 17.2.3.5.3 shall be deemed to be satisfied provided all of the following are met:

2.1. The maximum anchor nominal diame- ter is 5/8 inch (16 mm).

2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm).

2.3. Anchors are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the track.

2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track.

2.5. The track is 33 to 68 mil (0.84 mm to 1.73 mm) designation thickness.

Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete, shall be permitted to be determined in accordance with AISI S100 Section E3.3.1.

3. In light-frame construction bearing or non- bearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching sill plate or track to foundation or foundation stem wall need not satisfy 17.2.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with 17.5.2.1(c).

SECTION 1906 STRUCTURAL PLAIN CONCRETE

1906.1 Scope. The design and construction of structural plain concrete, both cast-in-place and precast, shall comply with the minimum requirements of ACI 318, as modified in Sec- tion 1905.

Exception: For Group R-3 occupancies and buildings of other occupancies less than two stories above grade plane of light-frame construction, the required footing thickness of ACI 318 is permitted to be reduced to 6 inches (152 mm), provided that the footing does not extend more than 4 inches (102 mm) on either side of the supported wall.

SECTION 1907 MINIMUM SLAB PROVISIONS

1907.1 General. The thickness of concrete floor slabs sup- ported directly on the ground shall not be less than 31/2 inches (89 mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vapor retarder with joints lapped not less than 6 inches (152 mm) shall be placed between the base course or subgrade and the concrete floor slab, or other approved equivalent methods or materials shall be used to retard vapor transmission through the floor slab.

Exception: A vapor retarder is not required:

1. For detached structures accessory to occupancies in Group R-3, such as garages, utility buildings or other unheated facilities.

2. For unheated storage rooms having an area of less than 70 square feet (6.5 m2) and carports attached to occupancies in Group R-3.

3. For buildings of other occupancies where migration of moisture through the slab from below will not be detrimental to the intended occupancy of the build- ing.

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4. For driveways, walks, patios and other flatwork that will not be enclosed at a later date.

5. Where approved based on local site conditions.

1907.2 Control and contraction joints. Concrete slabs-on- ground shall be provided with control and contraction joints in accordance with ACI 360 or other approved industry stan- dards. Control and contraction joints shall be designed by an architect or engineer.

Exception: One- and two-family dwellings and town- houses shall comply with the Florida Building Code, Resi- dential Section R506.2.4.

In addition to control and contraction joints, concrete slabs-on-ground shall be provided with crack containment complying with one of the following:

1. Concrete slabs-on-ground shall contain micro- or macro-synthetic fiber reinforcement. Fiber length shall be 1/2 inch to 2.25 inches (13 to 56 mm) in length. Dos- age amounts shall be from 0.75 to 3.0 pounds per cubic yard (0.45 to 1.78 kg/m3) in accordance with the manu- facturer’s recommendations. Synthetic fibers shall comply with ASTM C1116. The manufacturer or sup- plier shall provide certification of compliance with ASTM C1116 when requested by the building official; or,

2. Concrete slabs-on-ground containing 6 × 6 W1.4 × W1.4 welded wire reinforcement fabric located in the middle to the upper one-third of the slab. Welded wire reinforcement fabric shall be supported with approved materials or supports at spacing of 3 feet (914 mm) or less. Welded plain wire reinforcement fabric for con- crete shall conform to ASTM A1064/A1064M Carbon- Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

Exception: Where random cracking is acceptable to the building owner, contraction joints are not required where crack containment complying with one of the above methods is provided.

SECTION 1908 SHOTCRETE

1908.1 General. Shotcrete is mortar or concrete that is pneu- matically projected at high velocity onto a surface. Except as specified in this section, shotcrete shall conform to the requirements of this chapter for plain or reinforced concrete.

1908.2 Proportions and materials. Shotcrete proportions shall be selected that allow suitable placement procedures using the delivery equipment selected and shall result in fin- ished in-place hardened shotcrete meeting the strength requirements of this code.

1908.3 Aggregate. Coarse aggregate, if used, shall not exceed 3/4 inch (19.1 mm).

1908.4 Reinforcement. Reinforcement used in shotcrete construction shall comply with the provisions of Sections 1908.4.1 through 1908.4.4.

1908.4.1 Size. The maximum size of reinforcement shall be No. 5 bars unless it is demonstrated by preconstruction tests that adequate encasement of larger bars will be achieved.

1908.4.2 Clearance. When No. 5 or smaller bars are used, there shall be a minimum clearance between parallel rein- forcement bars of 21/2 inches (64 mm). When bars larger than No. 5 are permitted, there shall be a minimum clear- ance between parallel bars equal to six diameters of the bars used. When two curtains of steel are provided, the curtain nearer the nozzle shall have a minimum spacing equal to 12 bar diameters and the remaining curtain shall have a minimum spacing of six bar diameters.

Exception: Subject to the approval of the building offi- cial, required clearances shall be reduced where it is demonstrated by preconstruction tests that adequate encasement of the bars used in the design will be achieved.

1908.4.3 Splices. Lap splices of reinforcing bars shall uti- lize the noncontact lap splice method with a minimum clearance of 2 inches (51 mm) between bars. The use of contact lap splices necessary for support of the reinforcing is permitted when approved by the building official, based on satisfactory preconstruction tests that show that ade- quate encasement of the bars will be achieved, and pro- vided that the splice is oriented so that a plane through the center of the spliced bars is perpendicular to the surface of the shotcrete.

1908.4.4 Spirally tied columns. Shotcrete shall not be applied to spirally tied columns.

1908.5 Preconstruction tests. Where preconstruction tests are required by Section 1908.4, a test panel shall be shot, cured, cored or sawn, examined and tested prior to com- mencement of the project. The sample panel shall be repre- sentative of the project and simulate job conditions as closely as possible. The panel thickness and reinforcing shall repro- duce the thickest and most congested area specified in the structural design. It shall be shot at the same angle, using the same nozzleman and with the same concrete mix design that will be used on the project. The equipment used in precon- struction testing shall be the same equipment used in the work requiring such testing, unless substitute equipment is approved by the building official. Reports of preconstruction tests shall be submitted to the building official.

1908.6 Rebound. Any rebound or accumulated loose aggre- gate shall be removed from the surfaces to be covered prior to placing the initial or any succeeding layers of shotcrete. Rebound shall not be used as aggregate.

1908.7 Joints. Except where permitted herein, unfinished work shall not be allowed to stand for more than 30 minutes unless edges are sloped to a thin edge. For structural elements that will be under compression and for construction joints shown on the approved construction documents, square joints are permitted. Before placing additional material adjacent to previously applied work, sloping and square edges shall be cleaned and wetted.

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1908.8 Damage. In-place shotcrete that exhibits sags, sloughs, segregation, honeycombing, sand pockets or other obvious defects shall be removed and replaced. Shotcrete above sags and sloughs shall be removed and replaced while still plastic.

1908.9 Curing. During the curing periods specified herein, shotcrete shall be maintained above 40°F (4°C) and in moist condition.

1908.9.1 Initial curing. Shotcrete shall be kept continu- ously moist for 24 hours after shotcreting is complete or shall be sealed with an approved curing compound.

1908.9.2 Final curing. Final curing shall continue for seven days after shotcreting, or for three days if high- early-strength cement is used, or until the specified strength is obtained. Final curing shall consist of the initial curing process or the shotcrete shall be covered with an approved moisture-retaining cover.

1908.9.3 Natural curing. Natural curing shall not be used in lieu of that specified in this section unless the relative humidity remains at or above 85 percent, and is authorized by the registered design professional and approved by the building official.

1908.10 Strength tests. Strength tests for shotcrete shall be made by an approved agency on specimens that are represen- tative of the work and which have been water soaked for at least 24 hours prior to testing. When the maximum-size aggregate is larger than 3/8 inch (9.5 mm), specimens shall consist of not less than three 3-inch-diameter (76 mm) cores or 3-inch (76 mm) cubes. When the maximum-size aggregate is 3/8 inch (9.5 mm) or smaller, specimens shall consist of not less than 2-inch-diameter (51 mm) cores or 2-inch (51 mm) cubes.

1908.10.1 Sampling. Specimens shall be taken from the in-place work or from test panels, and shall be taken at least once each shift, but not less than one for each 50 cubic yards (38.2 m3) of shotcrete.

1908.10.2 Panel criteria. When the maximum-size aggre- gate is larger than 3/8 inch (9.5 mm), the test panels shall have minimum dimensions of 18 inches by 18 inches (457 mm by 457 mm). When the maximum-size aggregate is 3/8 inch (9.5 mm) or smaller, the test panels shall have mini- mum dimensions of 12 inches by 12 inches (305 mm by 305 mm). Panels shall be shot in the same position as the work, during the course of the work and by the nozzlemen doing the work. The conditions under which the panels are cured shall be the same as the work.

1908.10.3 Acceptance criteria. The average compressive strength of three cores from the in-place work or a single test panel shall equal or exceed 0.85 f ′c with no single core less than 0.75 f ′c. The average compressive strength of three cubes taken from the in-place work or a single test panel shall equal or exceed f ′c with no individual cube less than 0.88 f ′c. To check accuracy, locations represented by erratic core or cube strengths shall be retested.

SECTION 1909 SPECIAL WIND PROVISIONS FOR CONCRETE

1909.1 Reinforced concrete. The design and construction of reinforced concrete for buildings sited in areas where the ulti- mate design wind speed, Vult, is equal to or greater than 115 mph (45 m/s) in accordance with Figure 1609.3(1), 1609.3(2), or 1609.3(3) shall conform to the requirements of ACI 318 or with Section 1609.1.1, Exception 1, as applicable, except as modified in this section.

1909.2 Insulated concrete form wall. Insulated concrete form (ICF) wall construction for buildings shall be in accor- dance with ACI 318 or with Section 1609.1.1, Exception 1, as applicable.

1909.3 Gable endwalls.

1909.3.1 General. Gable endwalls shall be structurally continuous between points of lateral support.

1909.3.2 Cathedral endwalls. Gable endwalls adjacent to cathedral ceilings shall be structurally continuous from the uppermost floor to ceiling diaphragm or to the roof dia- phragm.

SECTIONS 1910 through 1916 RESERVED

SECTION 1917 LIGHTWEIGHT INSULATING CONCRETE ROOFS

1917.1 Lightweight insulating concrete. Material produced with or without aggregate additions to Portland cement, water and air to form a hardened material possessing insulating qualities, which, when oven dried shall have a unit weight no greater than 50 pcf (801 kg/m3).

1917.1.1 Aggregate lightweight insulating concrete. Insulating concrete formulated predominantly with perlite or vermiculite aggregate having a minimum compressive strength of 125 psi (861.8 kPa) when tested in compliance with ASTM C495.

1917.1.2 Cellular lightweight insulating concrete. Insu- lating concrete formulated by mixing a hydrated cementi- tious matrix around noninterconnecting air cells created by the addition of preformed foam formed from hydrolyzed proteins or synthetic surfactants. The cured cellular light- weight insulating concrete shall have minimum compres- sive strength of 160 psi (1103 kPa) when tested in compliance with ASTM C495 and C796.

1917.1.3 Cellular/aggregate (hybrid) lightweight insu- lating concrete. Insulated concrete formulated by com- bining preformed foam with low density aggregates to impart properties of both aggregate and cellular light- weight insulating concrete. It shall have a minimum com- pressive strength of 200 psi (1379 kPa) when tested in compliance with ASTM C495 and C796.

1917.2 Inspection.

1917.2.1 Application of all lightweight insulating concrete roof decks shall be by applicators approved by the light- weight insulating concrete deck manufacturer. Product�*

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approval shall be required for all lightweight insulating concrete systems.

1917.2.2 The permit holder shall notify the building offi- cial 48 hours prior to the pouring of lightweight insulating concrete.

1917.2.3 The permit holder shall make available to the building official a job log with the following minimum items.

1. Cast density recordings/hour.

2. Product evaluation for application.

3. Date and job locations identified.

4. Results of any field test conducted.

1917.2.4 Once the roof deck system can support foot traf- fic, the building official shall have clear access and clear path at his option for inspection of lightweight insulating concrete.

1917.3 Testing. The building official may require tests of the lightweight insulating concrete to confirm the fastener with- drawal resistance, compressive strength or drainage ability.

1917.3.1 Existing roof assemblies to receive lightweight insulating concrete other than galvanized G-90 steel deck or structural concrete deck shall be tested for uplift for adhesion to the substrate to confirm compliance with design pressure.

1917.4 Materials and limitations of use. Lightweight insu- lating concrete, in conjunction with galvanized formed steel sheets, shall not be used as a roof deck in areas where highly corrosive chemicals are used or stored.

1917.4.1 Lightweight insulating concrete shall be poured over bottom slotted galvanized (G-90) steel decking as fol- lows; cellular, 0.5-percent open; hybrid, 0.75-percent open, aggregate, 1.5-percent open. No lightweight insulat- ing concrete shall be poured over a painted or nongalva- nized steel deck.

1. Lightweight insulating concrete over structural con- crete slabs, twin tees, precast units or other nonvent- ing substrates shall be vented to allow the escape of excess moisture.

1917.4.2 Minimum thickness of lightweight insulating concrete shall be 2 inches (51 mm) over the top plane of the substrate unless otherwise specified in the product approval. Lightweight insulating concrete shall be of suffi- cient thickness to receive the specified base ply fastener length.

1917.4.3 Galvanized coatings of formed steel sheets shall be in accordance with ASTM A525 with a minimum coat- ing designation of G-90. Base steel shall conform to ASTM A446, Grade A, B, C, D or greater and ASTM A611 C, D or E.

1917.4.4 Chemical admixtures shall be in compliance with ASTM C494. Calcium chloride or any admixture contain- ing chloride salts shall not be used in insulating concrete. Fiber reinforcement may be used to control cracking. Min- eral admixtures shall conform to ASTM C618.

1917.4.5 Vermiculite or perlite shall be in compliance with ASTM C332, Group I. Foam concentrates shall be in compliance with ASTM C796 and ASTM C869.

1917.4.6 Mixing, placing and finishing shall be in compli- ance with the deck system product approval. Slurry coat- ing, two-density casting and double casting shall be acceptable in accordance with the specific manufacturer’s recommendations.

1917.4.7 If the lightweight insulating concrete deck is to receive product approval for a direct-adhered roofing sys- tem, the deck surface shall be prepared to the requirements set forth in the roof system product approval.

1917.4.8 All base ply fasteners for use in lightweight insu- lating concrete roof decks shall have a product approval for use with the specific lightweight insulating concrete roof system in compliance with manufacturer’s recom- mendations and the design pressure of Section 1609 (Sec- tion 1620 for the High-Velocity Hurricane Zone).

1917.4.9 The lightweight insulating concrete fastener withdrawal shall have a minimum resistance for new pours of:

1. 60 pounds (267 N) in 28 days when the fastener is installed and allowed to age in the concrete.

2. 40 pounds (178 N) at time of roofing.

1917.4.10 Insulation board with lightweight insulating concrete shall conform to Type I expanded polystyrene insulation as defined in ASTM C578.

1. Packaged insulation board delivered to the job site shall comply with the provisions of Section 2603.2.

2. Installation of insulating board in conjunction with lightweight insulating concrete shall comply with uplift requirements set forth in Section 1609 (Sec- tion 1620 for the High-Velocity Hurricane Zone). Insulation panels shall be placed in a minimum 1/8- inch (3.2 mm) slurry of insulating concrete while the material is still in a plastic state. The insulating con- crete shall be cast over the insulation boards accord- ing to the insulating concrete manufacturer’s product approval. Insulation panels shall be pro- vided with holes and/or slots for keying and venting.

1917.4.11 Reinforcing mesh shall be provided as required to meet fire-rating and/or special structural design require- ments. Refer to a specific product approval for the specific requirements applicable to the product being installed.

SECTION 1918 RESERVED

SECTION 1919 HIGH-VELOCITY HURRICANE ZONES—

GENERAL RESERVED

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SECTION 1920 HIGH-VELOCITY HURRICANE ZONES—

STANDARDS RESERVED

SECTION 1921 HIGH-VELOCITY HURRICANE ZONES—

DEFINITIONS RESERVED

SECTION 1922 HIGH-VELOCITY HURRICANE ZONES—

MATERIALS RESERVED

SECTION 1923 HIGH-VELOCITY HURRICANE ZONES—

CONCRETE QUALITY RESERVED

SECTION 1924 HIGH-VELOCITY HURRICANE ZONES—

MIXING AND PLACING CONCRETE RESERVED

SECTION 1925 HIGH-VELOCITY HURRICANE ZONES— FORMWORK, EMBEDDED PIPES AND

CONSTRUCTION JOINTS RESERVED

SECTION 1926 HIGH-VELOCITY HURRICANE ZONES—

DETAILS OF REINFORCEMENT RESERVED

SECTION 1927 HIGH-VELOCITY HURRICANE ZONES—

PRECAST CONCRETE UNITS RESERVED

SECTION 1928 HIGH-VELOCITY HURRICANE ZONES—

PRESTRESSED CONCRETE RESERVED

SECTION 1929 HIGH-VELOCITY HURRICANE ZONES— PNEUMATICALLY PLACED CONCRETE

(SHOTCRETE) RESERVED

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CHAPTER 20

ALUMINUM

SECTION 2001 GENERAL

2001.1 Scope. This chapter shall govern the quality, design, fabrication and erection of aluminum. The quality, design, fabrication and erection of aluminum used structurally in buildings or structures shall conform to good engineering practice, the provisions of this chapter and other applicable requirements of this code.

Exception: Buildings and structures located within the high-velocity hurricane zone shall comply with the provi- sions of Sections 2002.7 and 2003.

SECTION 2002 MATERIALS

2002.1 General. Aluminum used for structural purposes in buildings and structures shall comply with AA ASM 35 and AA ADM 1. The nominal loads shall be the minimum design loads required by Chapter 16. The use of aluminum alloys not listed in the manual shall be permitted provided their standard of performance is not less than those required in the manual and the performance is substantiated to the satisfaction of the building official.

2002.2 Definitions.

PRIMARY MEMBER. Structural framing members provid- ing structural support to other members and/or surfaces of a structure including, but not limited to beams, posts, columns, joists, structural gutters, headers, eave rail, purlins, roof brace.

SECONDARY MEMBERS. Structural framing members which do not provide basic support for the entire structure, generally including, but not limited to, such members as kick- plate rails, chair rails, roof or wall panels, wall brace.

STRUCTURAL MEMBERS. Members or sections that provide support to an assembly and/or resist applied loads.

2002.3 Screen enclosures.

2002.3.1 Thickness. Actual wall thickness of extruded aluminum members shall be not less than 0.040 inch (1 mm).

2002.3.2 Reserved.

2002.3.3 Vinyl, tempered glass, and acrylic panels. Vinyl, tempered glass, and acrylic panels shall be remov- able. Removable panels shall be identified as removable by a decal. The identification decal shall essentially state “Removable panel SHALL be removed when wind speeds exceed 75 mph (34 m/s).” Decals shall be placed such that the decal is visible when the panel is installed.

2002.4 Loads. Structural members supporting screened enclosures shall be designed for wind in both of two orthogo- nal directions using the pressures given in Table 2002.4. Each

primary member shall also be designed for a 300 pound (1.33 kN) load applied vertically downward along any 1 foot (305 mm) of any member, not occurring simultaneously with wind load.

Exception: In addition to wind pressures, purlins shall also be designed for a 200 pound (0.89 kN) load applied vertically downward along any 1 foot (305 mm) of any member, not occurring simultaneously with wind load.

2002.4.1 Design guide. The AAF Guide to Aluminum Construction in High Wind Areas shall be accepted as conforming to accepted engineering practices.

TABLE 2002.4A HEIGHT ADJUSTMENT FACTORS

2002.5 Wall panels. The minimum thickness for formed sheet aluminum structural wall panels shall be not less than 0.024 inch (0.6 mm), subject to approved tolerances.

2002.6 Sunroom design.

2002.6.1 Sunrooms shall comply with AAMA/NPEA/ NSA 2100.

2002.6.2 For the purpose of applying the criteria of AAMA/NPEA/NSA 2100 based on the intended use, sun- rooms shall be identified as one of the following catego- ries by the permit applicant, design professional or the property owner or owner’s agent in the construction docu- ments. Component and cladding pressures shall be used for the design of elements that do not qualify as main windforce-resisting systems. Main windforce-resisting system pressures shall be used for the design of elements assigned to provide support and stability for the overall sunroom.

Category I: A thermally isolated sunroom with walls that are open or enclosed with insect screening or 0.5 mm (20 mil) maximum thickness plastic film. The space is nonhabitable and unconditioned.

Category II: A thermally isolated sunroom with enclosed walls. The openings are enclosed with translu-

MEAN ROOF HEIGHT

EXPOSURE

B C D

0–15 1 0.86 0.89

20 1 0.92 0.93

25 1 0.96 0.97

30 1 1 1

35 1.05 1.03 1.03

40 1.09 1.06 1.05

45 1.12 1.09 1.07

50 1.16 1.11 1.09

55 1.19 1.14 1.11

60 1.22 1.16 1.13

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cent or transparent plastic or glass. The space is non- habitable and unconditioned.

Category III: A thermally isolated sunroom with enclosed walls. The openings are enclosed with translu- cent or transparent plastic or glass. The sunroom fenes- tration complies with additional requirements for air infiltration resistance and water penetration resistance. The space is defined as a nonhabitable and uncondi- tioned.

Category IV: A thermally isolated sunroom with enclosed walls. The sunroom is designed to be heated or cooled by a separate temperature control or system and is thermally isolated from the primary structure. The sunroom fenestration complies with additional requirements for water penetration resistance, air infil- tration resistance and thermal performance. The space is nonhabitable and conditioned.

Category V: A Sunroom with enclosed walls. The sun- room is designed to be heated or cooled and is open to the main structure. The sunroom fenestration complies with additional requirements for water penetration resistance, air infiltration resistance and thermal perfor- mance. The space is habitable and conditioned.

2002.7 Alternative design method for screen enclosure.

(1) The purpose of this section is to provide an alter- nate method for designing aluminum screen enclo- sures as defined by the Florida Building Code, permitting the loads of the structural frame to be

based on portions of the screen in the screen walls removed, retracted, moved to the open position, or cut. The use of framing materials other than alumi- num is allowed in accordance with Section 104.11 The method applies only to walls and roofs with 100-percent screen.

(a) Screen enclosure frames designed in accor- dance with the screen removal alternates of this section, shall be designed using signed and sealed site-specific engineering and shall be designed in accordance with the wind load pro- visions of Section 1609.1.1,

(b) Designs that consider these screen alternates shall comply with Section 2002.4 and Table 2002.4, using the 110 mph column as modified by Table 2002.4A with all screen panels in place.

(c) Designs using strength design or load and resis- tance factor design in accordance with Section 1605.2 or allowable stress design methods of Section 1605.3.1 shall be permitted.

(d) The design shall be by rational analysis or by 3D Finite Element Analysis. Either method will be acceptable.

(2) Where screen enclosures are designed in accor- dance with the screen removal alternates of this section, removable screen may consist of remov- able panels, retractable panels, or by designating

TABLE 2002.4 DESIGN WIND PRESSURES SCREENED ENCLOSURES a,b,f,g,h

(STRENGTH DESIGN OR LRFD ONLY)

For SI: 1 pound per square foot = 9.479 kN/m2. NOTES:

a. Pressures apply to enclosures with a mean enclosure roof height of 30 feet (10 m). For other heights, multiply the pressures in this table by the factors in Table 2002.4A.

b. Apply horizontal pressures to the area of the enclosure projected on a vertical plane normal to the assumed wind direction, simultaneously inward on the windward side and outward on the leeward side.

c. Apply vertical pressures upward or downward to the area of the enclosure projected on a horizontal plane. d. Apply horizontal pressures simultaneously with vertical pressures. e. Table pressures are MWFRS Loads. The design of solid roof panels and their attachments shall be based on component and cladding loads for enclosed or

partially enclosed structures as appropriate. f. Table pressures apply to 20 × 20 × 0.013" mesh screen. For 18 ×14 × 0.013" mesh screen, pressures on screen surfaces may be multiplied by 0.88. For screen

densities greater than 20 × 20 × 0.013", use pressures for enclosed buildings. g. Table pressures may be interpolated using ASCE 7 methodology. h. For allowable stress design (ASD) pressures shall be permitted to be multiplied by 0.6.

ULTIMATE DESIGN WIND SPEED VULT (MPH)

110 120 130 140 150 160 170

Surface Design Pressures by Exposure Category (psf)

B C D B C D B C D B C D B C D B C D B C D

Horizontal Pressures on Windward Surfacesd

17 24 28 20 28 33 23 32 38 27 38 44 31 43 51 36 49 58 40 56 66

Horizontal Pressures on Leeward Surfacesd

13 18 21 15 22 26 20 26 31 21 29 34 22 34 40 25 39 46 29 44 52

Vertical Pressures on Screen Surfacesc

4 7 8 6 8 9 6 9 11 8 11 12 9 12 14 10 14 16 11 15 18

Vertical Pressures on Solid Surfacese

14 19 23 17 23 27 20 27 32 23 32 37 25 36 42 29 41 48 33 46 54

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specific screen panels in the design in which the screen is to be removed by cutting the screen. Removable panels shall be removed, retractable panels shall be placed in the retracted position without increasing the load on the affected area. Screen designated in the design to be cut shall be completely cut when wind speeds are forecast to exceed 75 mph.

(3) Where screen enclosures designed in accordance with the screen removal alternates of this section serve as the barrier required by Section 454.2.17 the required minimum height of the barrier shall be maintained when screen panels are retracted, removed, moved to the open position, or cut.

(4) Where screen enclosures are designed in accor- dance with the screen removal alternates of this section, retractable screen panels, removable screen panels, and screen panels identified to be cut shall be clearly identified on adjacent struc- tural members with highly visible permanent labels, at each panel, or by other means approved by the local building department.

(5) Where screen enclosures are designed in accor- dance with the screen removal alternates of this section, the retraction of screen panels, removal of screen panels, or cutting of screen panels shall not require the use of ladders or scaffolding.

(6) Engineering documents submitted with building permit applications shall identify the panels to be removed, retracted, opened, or cut.

(7) Where screen enclosures are designed in accor- dance with the screen removal alternates of this section based on removing screen panels by cut- ting the screen, the contractor shall provide replacement screen for a one-time replacement of all screen and spline designated by the design to be cut.

(8) Where screen enclosures are designed in accor- dance with the screen removal alternates of this section, the contractor shall provide written notice to the owner and the local building code enforce- ment department that the owner must retract, remove, or cut a panel or panels of the screen enclosure in accordance with the project engineer- ing design or the manufacturer’s instructions when wind speeds are expected to exceed 75 mph.

SECTION 2003 HIGH-VELOCITY HURRICANE ZONES—

ALUMINUM 2003.1 Design. Aluminum members shall be designed by methods admitting of rational analysis according to estab- lished principles of mechanics.

2003.2 Standards. The design, fabrication, and erection of structural aluminum shall conform to the Aluminum Design Manual.

2003.3 Workmanship. Aluminum construction shall be in conformance with the tolerances, quality and methods of con- struction as set forth in Section 2003.2 and the American Welding Society’s Structural Welding Code-Aluminum (D1.2).

2003.4 Definitions. Reserved.

2003.5 Identification. Reserved.

2003.6 Allowable unit stresses.

2003.6.1 The design, fabrication and assembly of alumi- num members for building and other structures shall con- form to the standard set forth in Section 2003.2 and as otherwise set forth herein.

2003.6.2 Reserved.

2003.6.3 Aluminum members shall be limited by the deflections set forth in Section 1616.3.

2003.7 The building official may require that any structure using aluminum primary or secondary members be designed by a Florida-registered professional engineer.

2003.7.1 Reserved.

2003.7.2 In addition to flexural and shearing stresses, the critical factors of buckling, fatigue, stress raisers such as notches or holes or shape re-entrant corners, deflection and connections shall be considered and provided for by proper design.

2003.7.3 All solid roof systems shall be designed for a minimum 30 psf (1436 Pa) live load.

2003.7.4 All buildings and structures shall be designed to resist uplift. In the case of placement on existing slabs and foundations, sufficient information and calculations shall be provided by the professional engineer and/or architect to verify the ability of the slab or foundation to resist uplift loads.

2003.7.5 All connection devices shall be rated by load testing by an approved testing laboratory.

2003.7.5.1 All expansion anchors shall not be installed less than 3 inches (76 mm) from the edge of concrete slab and/or footings. All expansion anchors shall develop an ultimate withdrawal resisting force equal to four times the imposed load, with no stress increase for duration of load.

2003.8 Fabrication and construction details.

2003.8.1 Connections. Aluminum members shall be designed as set forth in the standards in Section 2003.2.

2003.8.1.1 Fasteners. Bolts and other fasteners shall be aluminum, stainless steel, hot-dip or electro-galvanized steel. Double cadmium plated steel bolts may also be used.

2003.8.1.2 Painting. Reserved.

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2003.8.1.3 Welding. Aluminum parts shall be welded with an inert-gas-shielded arc or resistance welding process. No welding process that requires a welding flux shall be used. Filler alloys complying with the requirements of the standard in this chapter shall be used.

2003.8.1.4 Welder qualifications. All welding of structural aluminum member shall be performed by certified welders.

2003.8.1.5 Erection. During erection, structural alumi- num shall be adequately braced and fastened to resist dead, wind and erection loads.

2003.8.2 Structural aluminum decking and siding.

2003.8.2.1 Aluminum sections spanning between sup- ports shall be limited in span to satisfactorily support the positive and negative loads set forth in Chapter 16 (High-Velocity Hurricane Zones). The deflection of decking shall not exceed that set forth in Section 1616.

2003.8.2.2 Aluminum sheet used for roof decking or siding shall be not less than 0.032 inch (0.8 mm) in thickness.

2003.8.2.3 Aluminum sheets shall be secured to the supports to adequately resist positive and negative loads. Attachments shall be at intervals not exceeding 8 inches (203 mm) on center and shall be secured to each other at side laps at intervals as required by rational analysis and/or tests, but shall not exceed 12 inches (305 mm) on center.

2003.8.2.4 Fasteners shall have a head, and/or be pro- vided with washers not less than 1/2 inch (13 mm) in diameter.

2003.8.2.5 Fasteners located at end laps shall be placed not more than 2 inches (51 mm) nor less than 1 inch (25 mm) from the end of overlapping sheets.

2003.8.2.6 Where roof or wall cladding is of aluminum, an approved membrane to protect against water intru- sion to the interior shall be provided or the aluminum cladding shall be designed and constructed with an approved continuous edge-interlock, overlap or seam to prevent water intrusion.

2003.8.3 Nonstructural aluminum decking and siding.

2003.8.3.1 Nonstructural aluminum sheets shall be backed with cladding as set forth in Chapters 23 and 24 (High-Velocity Hurricane Zones).

2003.8.3.2 Nonstructural aluminum sheets shall have a minimum thickness of 0.032 inches (0.8 mm).

2003.8.3.3 Reserved.

2003.8.3.4 Nonstructural decking and siding shall be attached as set forth in Section 2003.8.2 except that the attachment of aluminum residential siding shall be by rational analysis and/or tests using a minimum 0.120-

inch (3 mm) diameter aluminum nails of sufficient length to penetrate studs a minimum of 2 inches (51 mm). Nails at wood studs shall be as required by ratio- nal analysis and/or tests, but spaced not greater than 24 inches (610 mm) on center horizontally and no greater than 8 inches (203 mm) on center vertically.

2003.8.4 Dissimilar materials. Reserved.

2003.8.5 Expansion and contraction. Reserved.

2003.9 Sunrooms.

2003.9.1 Wind loads. Basic wind speed in miles per hour (mph) shall be determined in accordance with Section 1620. Sunrooms including exposed structures, compo- nents, cladding, and roof covering shall be designed to resist the wind loads as established in Section 1620.1.

2003.9.2 Sunroom categories. Sunrooms shall be catego- rized in one of the following categories by the permit applicant, design professional, or the property owner where the sunroom is being constructed:

Category I: A roof or a covering of an outdoor space. The openings shall be permitted to be enclosed with insect screening or 0.5 mm (20 mil) maximum thick- ness plastic film. The space is defined as nonhabitable and unconditioned.

Category II: A roof or a covering of an outdoor space with enclosed walls. The openings are permitted to be enclosed with translucent or transparent plastic or glass. The space is defined as nonhabitable and uncondi- tioned.

Category III: A roof or a covering of an outdoor space with enclosed walls. The openings are permitted to be enclosed with translucent or transparent plastic or glass. The sunroom complies with additional requirements for forced entry resistance, air leakage resistance and water penetration resistance. The space is defined as nonhab- itable and unconditioned.

Category IV: A roof or a covering of an outdoor space with enclosed walls. The sunroom is designed to be heated and/or cooled by a separate temperature control or system and is thermally isolated from the primary structure. The sunroom complies with additional requirements for forced entry resistance, water penetra- tion resistance, air leakage resistance, and thermal per- formance. The space is defined as habitable and conditioned.

Category V: A roof or a covering of an outdoor space with enclosed walls. The sunroom is designed to be heated and/or cooled and is open to the main structure. The sunroom complies with additional requirements for forced entry resistance, water penetration resistance, air leakage resistance, and thermal performance. The space is defined as habitable and conditioned.

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CHAPTER 21

MASONRY

SECTION 2101 GENERAL

2101.1 Scope. This chapter shall govern the materials, design, construction and quality of masonry.

Exception: Buildings and structures located within the high-velocity hurricane zone shall comply with the provi- sions of Sections 2103 through 2105, 2107, 2108, 2110, 2114 and Sections 2119 through 2122.

2101.2 Design methods. Masonry shall comply with the pro- visions of TMS 402/ACI 530/ASCE 5 or TMS 403 as well as applicable requirements of this chapter.

2101.2.1 Masonry veneer. Masonry veneer shall comply with the provisions of Chapter 14.

2101.3 Special inspection. Reserved.

SECTION 2102 DEFINITIONS AND NOTATIONS

2102.1 General. The following terms are defined in Chapter 2:

AAC MASONRY.

ADOBE CONSTRUCTION.

Adobe, stabilized.

Adobe, unstabilized.

AREA.

Gross cross-sectional.

Net cross-sectional.

AUTOCLAVED AERATED CONCRETE (AAC).

BED JOINT.

BRICK.

Calcium silicate (sand lime brick).

Clay or shale.

Concrete.

CAST STONE.

CELL.

CHIMNEY.

CHIMNEY TYPES.

High-heat appliance type.

Low-heat appliance type.

Masonry type.

Medium-heat appliance type.

COLLAR JOINT.

DIMENSIONS.

Nominal.

Specified.

FIREPLACE.

FIREPLACE THROAT.

FOUNDATION PIER.

HEAD JOINT.

MASONRY.

Glass unit masonry.

Plain masonry.

Reinforced masonry.

Solid masonry.

Unreinforced (plain) masonry.

MASONRY UNIT.

Hollow.

Solid.

MORTAR.

MORTAR, SURFACE-BONDING.

PRESTRESSED MASONRY.

RUNNING BOND.

SPECIFIED COMPRESSIVE STRENGTH OF MASONRY, f ′m.

STONE MASONRY.

STRENGTH.

Design strength.

Nominal strength.

Required strength.

TIE, WALL.

TILE, STRUCTURAL CLAY.

WALL.

Cavity wall.

Dry-stacked, surface-bonded wall.

Parapet wall.

WYTHE.

NOTATIONS.

db = Diameter of reinforcement, inches (mm).

Fs = Allowable tensile or compressive stress in reinforcement, psi (MPa).

fr = Modulus of rupture, psi (MPa).

f ′AAC = Specified compressive strength of AAC masonry, the minimum compressive strength for a class of AAC masonry as specified in ASTM C1386, psi (MPa).

f ′m = Specified compressive strength of masonry at age of 28 days, psi (MPa).

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f ′mi = Specified compressive strength of masonry at the time of prestress transfer, psi (MPa).

K = The lesser of the masonry cover, clear spacing between adjacent reinforcement, or five times db, inches (mm).

Ls = Distance between supports, inches (mm).

ld = Required development length or lap length of reinforcement, inches (mm).

P = The applied load at failure, pounds (N).

St = Thickness of the test specimen measured parallel to the direction of load, inches (mm).

Sw = Width of the test specimen measured parallel to the loading cylinder, inches (mm).

SECTION 2103 MASONRY CONSTRUCTION MATERIALS

2103.1 Masonry units. Concrete masonry units, clay or shale masonry units, stone masonry units, glass unit masonry and AAC masonry units shall comply with Article 2.3 of TMS 602/ACI 503.1/ASCE 6. Architectural cast stone shall con- form to ASTM C1364.

Exception: Structural clay tile for nonstructural use in fireproofing of structural members and in wall furring shall not be required to meet the compressive strength specifications. The fire-resistance rating shall be deter- mined in accordance with ASTM E119 or UL 263 and shall comply with the requirements of Table 602.

2103.1.1 Second-hand units. Second-hand masonry units shall not be reused unless they conform to the require- ments of new units. The units shall be of whole, sound materials and free from cracks and other defects that will interfere with proper laying or use. Old mortar shall be cleaned from the unit before reuse.

2103.2 Mortar. Mortar for masonry construction shall com- ply with Section 2103.2.1, 2103.2.2, 2103.2.3 or 2103.2.4.

2103.2.1 Masonry mortar. Mortar for use in masonry construction shall conform to Articles 2.1 and 2.6 A of TMS 602/ACI 530.1/ASCE 6.

2103.2.2 Surface-bonding mortar. Surface-bonding mortar shall comply with ASTM C887. Surface bonding of concrete masonry units shall comply with ASTM C946.

2103.2.3 Mortars for ceramic wall and floor tile. Port- land cement mortars for installing ceramic wall and floor tile shall comply with ANSI A108.1A and ANSI A108.1B and be of the compositions indicated in Table 2103.2.3.

TABLE 2103.2.3 CERAMIC TILE MORTAR COMPOSITIONS

2103.2.3.1 Dry-set Portland cement mortars. Pre- mixed prepared Portland cement mortars, which require only the addition of water and are used in the installa- tion of ceramic tile, shall comply with ANSI A118.1. The shear bond strength for tile set in such mortar shall be as required in accordance with ANSI A118.1. Tile set in dry-set Portland cement mortar shall be installed in accordance with ANSI A108.5.

2103.2.3.2 Latex-modified Portland cement mortar. Latex-modified Portland cement thin-set mortars in which latex is added to dry-set mortar as a replacement for all or part of the gauging water that are used for the installation of ceramic tile shall comply with ANSI A118.4. Tile set in latex-modified Portland cement shall be installed in accordance with ANSI A108.5.

2103.2.3.3 Epoxy mortar. Ceramic tile set and grouted with chemical-resistant epoxy shall comply with ANSI A118.3. Tile set and grouted with epoxy shall be installed in accordance with ANSI A108.6.

2103.2.3.4 Furan mortar and grout. Chemical-resis- tant furan mortar and grout that are used to install ceramic tile shall comply with ANSI A118.5. Tile set and grouted with furan shall be installed in accordance with ANSI A108.8.

2103.2.3.5 Modified epoxy-emulsion mortar and grout. Modified epoxy-emulsion mortar and grout that are used to install ceramic tile shall comply with ANSI A118.8. Tile set and grouted with modified epoxy- emulsion mortar and grout shall be installed in accor- dance with ANSI A108.9.

2103.2.3.6 Organic adhesives. Water-resistant organic adhesives used for the installation of ceramic tile shall comply with ANSI A136.1. The shear bond strength after water immersion shall be not less than 40 psi (275 kPa) for Type I adhesive and not less than 20 psi (138

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LOCATION MORTAR COMPOSITION

Walls

Scratchcoat 1 cement;1/5 hydrated lime;

4 dry or 5 damp sand

Setting bed and leveling coat

1 cement;1/2 hydrated lime; 5 damp sand to 1 cement

1 hydrated lime, 7 damp sand

Floors Setting bed 1 cement;1/10 hydrated lime; 5 dry or 6 damp sand; or 1

cement; 5 dry or 6 damp sand

Ceilings Scratchcoat and

sand bed 1 cement;1/2 hydrated lime;

21/2 dry sand or 3 damp sand

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kPa) for Type II adhesive when tested in accordance with ANSI A136.1. Tile set in organic adhesives shall be installed in accordance with ANSI A108.4.

2103.2.3.7 Portland cement grouts. Portland cement grouts used for the installation of ceramic tile shall comply with ANSI A118.6. Portland cement grouts for tile work shall be installed in accordance with ANSI A108.10.

2103.2.4 Mortar for adhered masonry veneer. Mortar for use with adhered masonry veneer shall conform to ASTM C270 for Type N or S, or shall comply with ANSI A118.4 for latex-modified Portland cement mortar.

2103.3 Grout. Grout shall comply with Article 2.2 of TMS 602/ACI 530.1/ASCE 6.

2103.4 Metal reinforcement and accessories. Metal rein- forcement and accessories shall conform to Article 2.4 of TMS 602/ACI 530.1/ASCE 6. Where provided in exterior walls, joint reinforcement shall be a minimum No. 9-gauge ladder-type stainless steel, hot dipped galvanized, or epoxy coated in accordance with TMS 602/ACI 530.1/ASCE 6 Sec- tion 2.4E1, 2.4F1b, or 2.4F2a as appropriate. Where unidenti- fied reinforcement is approved for use, not less than three tension and three bending tests shall be made on representa- tive specimens of the reinforcement from each shipment and grade of reinforcing steel proposed for use in the work.

SECTION 2104 CONSTRUCTION

2104.1 Masonry construction. Masonry construction shall comply with the requirements of Sections 2104.1.1 and 2104.1.2 and with TMS 602/ACI 530.1/ASCE 6.

2104.1.1 Support on wood. Masonry shall not be sup- ported on wood girders or other forms of wood construc- tion except as permitted in Section 2304.12.

2104.1.2 Molded cornices. Unless structural support and anchorage are provided to resist the overturning moment, the center of gravity of projecting masonry or molded cor- nices shall lie within the middle one-third of the support- ing wall. Terra cotta and metal cornices shall be provided with a structural frame of approved noncombustible mate- rial anchored in an approved manner.

SECTION 2105 QUALITY ASSURANCE

2105.1 General. A quality assurance program shall be used to ensure that the constructed masonry is in compliance with the approved construction documents.

The quality assurance program shall comply with the inspection and testing requirements of TMS 602/ACI 530.1/ ASCE 6.

Exception: Unless otherwise specified by the designing architect or engineer, where plan review and inspections are performed by a local building department in accor- dance with Sections 107 and 110, the quality assurance

program of TMS 402/ ACI 530/ASCE 5/ and TMS 602/ ACI 530.1/ASCE 6 shall not apply.

SECTION 2106 SEISMIC DESIGN

2106.1 Seismic design requirements for masonry. Masonry structures and components shall comply with the require- ments in Chapter 7 of TMS 402/ACI 530/ASCE 5 depending on the structure’s seismic design category.

SECTION 2107 ALLOWABLE STRESS DESIGN

2107.1 General. The design of masonry structures using allowable stress design shall comply with Section 2106 and the requirements of Chapters 1 through 8 of TMS 402/ACI 530/ASCE 5 except as modified by Sections 2107.2 through 2107.5.

Exception: Where plan review and inspections are per- formed by a local building department in accordance with Sections 107 and 110, the provisions of TMS 402/ACI 530/ASCE 5, Chapter 3 Section 3.1 and TMS 602/ACI 530.1/ASCE 6 Sections 1.5 and 1.6 shall not apply unless specified by the architect or engineer, or the building offi- cial.

2107.2 TMS 402/ACI 530/ASCE 5, Section 8.1.6.7.1.1, lap splices. As an alternative to Section 8.1.6.7.1.1, it shall be permitted to design lap splices in accordance with Section 2107.2.1.

2107.2.1 Lap splices. The minimum length of lap splices for reinforcing bars in tension or compression, ld, shall be

ld = 0.002db fs (Equation 21-1)

For SI: ld = 0.29db fs but not less than 12 inches (305 mm). In no case shall the length of the lapped splice be less than 40 bar diameters.

where:

db = Diameter of reinforcement, inches (mm).

fs = Computed stress in reinforcement due to design loads, psi (MPa).

In regions of moment where the design tensile stresses in the reinforcement are greater than 80 percent of the allowable steel tension stress, Fs, the lap length of splices shall be increased not less than 50 percent of the minimum required length. Other equivalent means of stress transfer to accomplish the same 50 percent increase shall be per- mitted. Where epoxy coated bars are used, lap length shall be increased by 50 percent.

2107.3 TMS 402/ACI 530/ASCE 5, Section 8.1.6.7, splices of reinforcement. Modify Section 8.1.6.7 as follows:

8.1.6.7 – Splices of reinforcement. Lap splices, welded splices or mechanical splices are permitted in accordance with the provisions of this section. All welding shall conform to AWS D1.4. Welded splices shall be of ASTM A706 steel reinforcement. Reinforcement larger than No. 9 (M #29) shall

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be spliced using mechanical connections in accordance with Section 8.1.6.7.3.

2107.4 TMS 402/ACI 530/ASCE 5, Section 8.3.6, maxi- mum bar size. Add the following to Chapter 8:

8.3.6 – Maximum bar size. The bar diameter shall not exceed one-eighth of the nominal wall thickness and shall not exceed one-quarter of the least dimension of the cell, course or collar joint in which it is placed.

2107.5 TMS 402/ACI 530/ASCE 5, Section 5.4 Pilasters. Modify Section 5.4 as follows:

5.4 — Pilasters

Walls interfacing with pilasters shall not be considered as flanges, unless the construction requirements of Sections 5.1.1.2.1 and 5.1.1.2.5 are met. When these construction requirements are met, the pilaster’s flanges shall be designed in accordance with Sections 5.1.1.2.2 through 5.1.1.2.4.

5.4.1 Where vertical pilaster reinforcement is not provided to resist axial compressive stress, lateral ties are not required.

2107.6 TMS 402/ACI 530/ASCE 5, Section 6.1.5.1 Devel- opment of bar reinforcement in tension or compression. Modify Section 6.1.5.1 as follows:

6.1.5.1 The required development length of reinforcing bars shall be determined by Equation (6-1), but shall not be less than 40 db and need not be greater than 72 db.

Equation 6-1 from TMS 402/ACI 530/ASCE 5, unchanged. Gamma factors are changed as follows:

γ = 1.0 for No. 3 (M#10) through No. 5 (M#16) bars;

γ = 1.04 for No. 6 (M#19) through No. 7 (M#22) bars; and

γ = 1.2 for No. 8 (M#25) through No. 11 (M#36) bars

SECTION 2108 STRENGTH DESIGN OF MASONRY

2108.1 General. The design of masonry structures using strength design shall comply with Section 2106 and the requirements of Chapters 1 through 7 and Chapter 9 of TMS 402/ACI 530/ASCE 5, except as modified by Sections 2108.2 through 2108.4.

Exceptions:

1. AAC masonry shall comply with the requirements of Chapters 1 through 7 and Chapter 11 of TMS 402/ACI 530/ASCE 5.

2. Where plan review and inspections are performed by a local building department in accordance with Sections 107 and 110, the provisions of TMS 402/ ACI 530/ASCE 5, Chapter 3, Section 3.1 and TMS 602/ ACI 530.1/ASCE 6 Sections 1.5 and 1.6 shall not apply unless specified by the architect or engi- neer.

2108.2 TMS 402/ACI 530/ASCE 5, Section 9.3.3.3, devel- opment. Modify the second paragraph of Section 9.3.3.3 as follows:

The required development length of reinforcement shall be determined by Equation (9-16), but shall not be less than 12 inches (305 mm) and need not be greater than 72 db.

2108.3 TMS 402/ACI 530/ASCE 5, Section 9.3.3.4, splices. Modify items (c) and (d) of Section 9.3.3.4 as follows:

9.3.3.4 (c) – A welded splice shall have the bars butted and welded to develop at least 125 percent of the yield strength, ƒy, of the bar in tension or compression, as required. Welded splices shall be of ASTM A706 steel reinforcement. Welded splices shall not be permitted in plastic hinge zones of intermediate or special reinforced walls.

9.3.3.4 (d) – Mechanical splices shall be classified as Type 1 or 2 in accordance with Section 18.2.7.1 of ACI 318. Type 1 mechanical splices shall not be used within a plas- tic hinge zone or within a beam-column joint of intermedi- ate or special reinforced masonry shear walls. Type 2 mechanical splices are permitted in any location within a member.

2108.4 TMS 402/ACI 530/ASCE 5, Section 6.1.5.1 Devel- opment of bar reinforcement in tension or compression. Modify Section 6.1.5.1 as follows:

6.1.5.1 The required development length of reinforcing bars shall be determined by Equation (6-1), but shall not be less than 40 db and need not be greater than 72 db.

Equation 6-1 from TMS 402/ACI 530/ASCE 5, unchanged. Gamma factors are changed as follows:

γ = 1.0 for No. 3 (M#10) through No. 5 (M#16) bars;

γ = 1.04 for No. 6 (M#19) through No. 7 (M#22) bars; and

γ = 1.2 for No. 8 (M#25) through No. 11 (M#36) bars

SECTION 2109 EMPIRICAL DESIGN OF MASONRY

2109.1 General. Empirically designed masonry shall con- form to the requirements of Appendix A of TMS 402/ACI 530/ASCE 5, except where otherwise noted in this section.

2109.1.1 Limitations. The use of empirical design of masonry shall be limited as noted in Section A.1.2 of TMS 402/ACI 530/ASCE 5 and this section. The use of dry- stacked, surface-bonded masonry shall be prohibited in Risk Category IV structures. In buildings that exceed one or more of the limitations of Section A.1.2 of TMS 402/ ACI 530/ASCE 5, masonry shall be designed in accor- dance with the engineered design provisions of Section 2101.2 or the foundation wall provisions of Section 1807.1.5.

Section A.1.2.2 of TMS 402/ACI 530/ASCE 5 shall be modified as follows:

A.1.2.2 – Wind. Empirical requirements shall not apply to the design or construction of masonry for buildings,

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parts of buildings, or other structures to be located in areas where the ultimate design wind speed, Vult exceeds 115 mph.

2109.2 Surface-bonded walls. Dry-stacked, surface-bonded concrete masonry walls shall comply with the requirements of Appendix A of TMS 402/ACI 530/ASCE 5, except where otherwise noted in this section.

2109.2.1 Strength. Dry-stacked, surface-bonded concrete masonry walls shall be of adequate strength and propor- tions to support all superimposed loads without exceeding the allowable stresses listed in Table 2109.2.1. Allowable stresses not specified in Table 2109.2.1 shall comply with the requirements of TMS 402/ACI 530/ASCE 5.

TABLE 2109.2.1 ALLOWABLE STRESS GROSS CROSS-SECTIONAL

AREA FOR DRY-STACKED, SURFACE-BONDED CONCRETE MASONRY WALLS

For SI: 1 pound per square inch = 0.006895 MPa.

2109.2.2 Construction. Construction of dry-stacked, sur- face-bonded masonry walls, including stacking and level- ing of units, mixing and application of mortar and curing and protection shall comply with ASTM C946.

2109.3 Adobe construction. Adobe construction shall com- ply with this section and shall be subject to the requirements of this code for Type V construction, Appendix A of TMS 402/ACI 530/ASCE 5, and this section.

2109.3.1 Unstabilized adobe. Unstabilized adobe shall comply with Sections 2109.3.1.1 through 2109.3.1.4.

2109.3.1.1 Compressive strength. Adobe units shall have an average compressive strength of 300 psi (2068 kPa) when tested in accordance with ASTM C67. Five samples shall be tested and no individual unit is permit- ted to have a compressive strength of less than 250 psi (1724 kPa).

2109.3.1.2 Modulus of rupture. Adobe units shall have an average modulus of rupture of 50 psi (345 kPa) when tested in accordance with the following proce- dure. Five samples shall be tested and no individual unit shall have a modulus of rupture of less than 35 psi (241 kPa).

2109.3.1.2.1 Support conditions. A cured unit shall be simply supported by 2-inch-diameter (51 mm) cylindrical supports located 2 inches (51 mm) in from each end and extending the full width of the unit.

2109.3.1.2.2 Loading conditions. A 2-inch-diame- ter (51 mm) cylinder shall be placed at midspan par- allel to the supports.

2109.3.1.2.3 Testing procedure. A vertical load shall be applied to the cylinder at the rate of 500 pounds per minute (37 N/s) until failure occurs.

2109.3.1.2.4 Modulus of rupture determination. The modulus of rupture shall be determined by the equation:

f r = 3 PLs /2 Sw (St 2) (Equation 21-2)

where, for the purposes of this section only:

Sw = Width of the test specimen measured parallel to the loading cylinder, inches (mm).

fr = Modulus of rupture, psi (MPa).

Ls = Distance between supports, inches (mm).

St = Thickness of the test specimen measured parallel to the direction of load, inches (mm).

P = The applied load at failure, pounds (N).

2109.3.1.3 Moisture content requirements. Adobe units shall have a moisture content not exceeding 4 per- cent by weight.

2109.3.1.4 Shrinkage cracks. Adobe units shall not contain more than three shrinkage cracks and any sin- gle shrinkage crack shall not exceed 3 inches (76 mm) in length or 1/8 inch (3.2 mm) in width.

2109.3.2 Stabilized adobe. Stabilized adobe shall comply with Section 2109.3.1 for unstabilized adobe in addition to Sections 2109.3.2.1 and 2109.3.2.2.

2109.3.2.1 Soil requirements. Soil used for stabilized adobe units shall be chemically compatible with the stabilizing material.

2109.3.2.2 Absorption requirements. A 4-inch (102 mm) cube, cut from a stabilized adobe unit dried to a constant weight in a ventilated oven at 212°F to 239°F (100°C to 115°C), shall not absorb more than 21/2 per- cent moisture by weight when placed upon a constantly water-saturated, porous surface for seven days. A mini- mum of five specimens shall be tested and each speci- men shall be cut from a separate unit.

2109.3.3 Allowable stress. The allowable compressive stress based on gross cross-sectional area of adobe shall not exceed 30 psi (207 kPa).

2109.3.3.1 Bolts. Bolt values shall not exceed those set forth in Table 2109.3.3.1.

TABLE 2109.3.3.1 ALLOWABLE SHEAR ON BOLTS IN ADOBE MASONRY

For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N.

DESCRIPTION MAXIMUM ALLOWABLE STRESS (psi)

Compression standard block 45

Flexural tension Horizontal span Vertical span

30 18

Shear 10

DIAMETER OF BOLTS (inches)

MINIMUM EMBEDMENT (inches)

SHEAR (pounds)

1/2 — — 5/8 12 200 3/4 15 300 7/8 18 400

1 21 500

11/8 24 600

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2109.3.4 Detailed requirements. Adobe construction shall comply with Sections 2109.3.4.1 through 2109.3.4.9.

2109.3.4.1 Number of stories. Adobe construction shall be limited to buildings not exceeding one story, except that two-story construction is allowed when designed by a registered design professional.

2109.3.4.2 Mortar. Mortar for adobe construction shall comply with Sections 2109.3.4.2.1 and 2109.3.4.2.2.

2109.3.4.2.1 General. Mortar for stabilized adobe units shall comply with this chapter or adobe soil. Adobe soil used as mortar shall comply with mate- rial requirements for stabilized adobe. Mortar for unstabilized adobe shall be Portland cement mortar.

2109.3.4.2.2 Mortar joints. Adobe units shall be laid with full head and bed joints and in full running bond.

2109.3.4.3 Parapet walls. Parapet walls constructed of adobe units shall be waterproofed.

2109.3.4.4 Wall thickness. The minimum thickness of exterior walls in one-story buildings shall be 10 inches (254 mm). The walls shall be laterally supported at intervals not exceeding 24 feet (7315 mm). The mini- mum thickness of interior load-bearing walls shall be 8 inches (203 mm). In no case shall the unsupported height of any wall constructed of adobe units exceed 10 times the thickness of such wall.

2109.3.4.5 Foundations. Foundations for adobe con- struction shall be in accordance with Sections 2109.3.4.5.1 and 2109.3.4.5.2.

2109.3.4.5.1 Foundation support. Walls and parti- tions constructed of adobe units shall be supported by foundations or footings that extend not less than 6 inches (152 mm) above adjacent ground surfaces and are constructed of solid masonry (excluding adobe) or concrete. Footings and foundations shall comply with Chapter 18.

2109.3.4.5.2 Lower course requirements. Stabi- lized adobe units shall be used in adobe walls for the first 4 inches (102 mm) above the finished first-floor elevation.

2109.3.4.6 Isolated piers or columns. Adobe units shall not be used for isolated piers or columns in a load- bearing capacity. Walls less than 24 inches (610 mm) in length shall be considered isolated piers or columns.

2109.3.4.7 Tie beams. Exterior walls and interior load- bearing walls constructed of adobe units shall have a continuous tie beam at the level of the floor or roof bearing and meeting the following requirements.

2109.3.4.7.1 Concrete tie beams. Concrete tie beams shall be a minimum depth of 6 inches (152 mm) and a minimum width of 10 inches (254 mm). Concrete tie beams shall be continuously reinforced with a minimum of two No. 4 reinforcing bars. The specified compressive strength of concrete shall be at least 2,500 psi (17.2 MPa).

2109.3.4.7.2 Wood tie beams. Wood tie beams shall be solid or built up of lumber having a mini- mum nominal thickness of 1 inch (25 mm), and shall have a minimum depth of 6 inches (152 mm) and a minimum width of 10 inches (254 mm). Joints in wood tie beams shall be spliced a minimum of 6 inches (152 mm). No splices shall be allowed within 12 inches (305 mm) of an opening. Wood used in tie beams shall be approved naturally decay-resistant or preservative-treated wood.

2109.3.4.8 Exterior finish. Exterior walls constructed of unstabilized adobe units shall have their exterior sur- face covered with a minimum of two coats of Portland cement plaster having a minimum thickness of 3/4 inch (19.1 mm) and conforming to ASTM C926. Lathing shall comply with ASTM C1063. Fasteners shall be spaced at 16 inches (406 mm) on center maximum. Exposed wood surfaces shall be treated with an approved wood preservative or other protective coating prior to lath application.

2109.3.4.9 Lintels. Lintels shall be considered struc- tural members and shall be designed in accordance with the applicable provisions of Chapter 16.

SECTION 2110 GLASS UNIT MASONRY

2110.1 General. Glass unit masonry construction shall com- ply with Chapter 13 of TMS 402/ACI 530/ASCE 5 and this section.

2110.1.1 Limitations. Solid or hollow approved glass block shall not be used in fire walls, party walls, fire barri- ers, fire partitions or smoke barriers, or for load-bearing construction. Such blocks shall be erected with mortar and reinforcement in metal channel-type frames, structural frames, masonry or concrete recesses, embedded panel anchors as provided for both exterior and interior walls or other approved joint materials. Wood strip framing shall not be used in walls required to have a fire-resistance rat- ing by other provisions of this code.

Exceptions:

1. Glass-block assemblies having a fire protection rating of not less than 3/4 hour shall be permitted as opening protectives in accordance with Sec- tion 716 in fire barriers, fire partitions and smoke barriers that have a required fire-resistance rating of 1 hour or less and do not enclose exit stairways and ramps or exit passageways.

2. Glass-block assemblies as permitted in Section 404.6, Exception 2.

SECTION 2111 MASONRY FIREPLACES

2111.1 General. The construction of masonry fireplaces, consisting of concrete or masonry, shall be in accordance with this section.

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2111.2 Fireplace drawings. The construction documents shall describe in sufficient detail the location, size and con- struction of masonry fireplaces. The thickness and character- istics of materials and the clearances from walls, partitions and ceilings shall be indicated.

2111.3 Footings and foundations. Footings for masonry fireplaces and their chimneys shall be constructed of concrete or solid masonry at least 12 inches (305 mm) thick and shall extend at least 6 inches (153 mm) beyond the face of the fire- place or foundation wall on all sides. Footings shall be founded on natural undisturbed earth or engineered fill below frost depth. In areas not subjected to freezing, footings shall be at least 12 inches (305 mm) below finished grade.

2111.3.1 Ash dump cleanout. Cleanout openings, located within foundation walls below fireboxes, when provided, shall be equipped with ferrous metal or masonry doors and frames constructed to remain tightly closed, except when in use. Cleanouts shall be accessible and located so that ash removal will not create a hazard to combustible mate- rials.

2111.4 Seismic reinforcement. In structures assigned to Seismic Design Category A or B, seismic reinforcement is not required. In structures assigned to Seismic Design Cate- gory C or D, masonry fireplaces shall be reinforced and anchored in accordance with Sections 2111.4.1, 2111.4.2 and 2111.5. In structures assigned to Seismic Design Category E or F, masonry fireplaces shall be reinforced in accordance with the requirements of Sections 2101 through 2108.

2111.4.1 Vertical reinforcing. For fireplaces with chim- neys up to 40 inches (1016 mm) wide, four No. 4 continu- ous vertical bars, anchored in the foundation, shall be placed in the concrete between wythes of solid masonry or within the cells of hollow unit masonry and grouted in accordance with Section 2103.3. For fireplaces with chim- neys greater than 40 inches (1016 mm) wide, two addi- tional No. 4 vertical bars shall be provided for each additional 40 inches (1016 mm) in width or fraction thereof.

2111.4.2 Horizontal reinforcing. Vertical reinforcement shall be placed enclosed within 1/4-inch (6.4 mm) ties or other reinforcing of equivalent net cross-sectional area, spaced not to exceed 18 inches (457 mm) on center in con- crete; or placed in the bed joints of unit masonry at a mini- mum of every 18 inches (457 mm) of vertical height. Two such ties shall be provided at each bend in the vertical bars.

2111.5 Seismic anchorage. Masonry fireplaces and founda- tions shall be anchored at each floor, ceiling or roof line more than 6 feet (1829 mm) above grade with two 3/16-inch by 1-inch (4.8 mm by 25 mm) straps embedded a minimum of 12 inches (305 mm) into the chimney. Straps shall be hooked around the outer bars and extend 6 inches (152 mm) beyond the bend. Each strap shall be fastened to a minimum of four floor joists with two 1/2-inch (12.7 mm) bolts.

Exception: Seismic anchorage is not required for the fol- lowing:

1. In structures assigned to Seismic Design Category A or B.

2. Where the masonry fireplace is constructed com- pletely within the exterior walls.

2111.6 Firebox walls. Masonry fireboxes shall be con- structed of solid masonry units, hollow masonry units grouted solid, stone or concrete. When a lining of firebrick at least 2 inches (51 mm) in thickness or other approved lining is pro- vided, the minimum thickness of back and sidewalls shall each be 8 inches (203 mm) of solid masonry, including the lining. The width of joints between firebricks shall be not greater than 1/4 inch (6.4 mm). When no lining is provided, the total minimum thickness of back and sidewalls shall be 10 inches (254 mm) of solid masonry. Firebrick shall conform to ASTM C27 or ASTM C1261 and shall be laid with medium- duty refractory mortar conforming to ASTM C199.

2111.6.1 Steel fireplace units. Steel fireplace units are permitted to be installed with solid masonry to form a masonry fireplace provided they are installed according to either the requirements of their listing or the requirements of this section. Steel fireplace units incorporating a steel firebox lining shall be constructed with steel not less than 1/4 inch (6.4 mm) in thickness, and an air-circulating cham- ber which is ducted to the interior of the building. The fire- box lining shall be encased with solid masonry to provide a total thickness at the back and sides of not less than 8 inches (203 mm), of which not less than 4 inches (102 mm) shall be of solid masonry or concrete. Circulating air ducts employed with steel fireplace units shall be con- structed of metal or masonry.

2111.7 Firebox dimensions. The firebox of a concrete or masonry fireplace shall have a minimum depth of 20 inches (508 mm). The throat shall be not less than 8 inches (203 mm) above the fireplace opening. The throat opening shall not be less than 4 inches (102 mm) in depth. The cross-sec- tional area of the passageway above the firebox, including the throat, damper and smoke chamber, shall be not less than the cross-sectional area of the flue.

Exception: Rumford fireplaces shall be permitted pro- vided that the depth of the fireplace is not less than 12 inches (305 mm) and at least one-third of the width of the fireplace opening, and the throat is not less than 12 inches (305 mm) above the lintel, and at least 1/20 the cross-sec- tional area of the fireplace opening.

2111.8 Lintel and throat. Masonry over a fireplace opening shall be supported by a lintel of noncombustible material. The minimum required bearing length on each end of the fireplace opening shall be 4 inches (102 mm). The fireplace throat or damper shall be located not less than 8 inches (203 mm) above the top of the fireplace opening.

2111.8.1 Damper. Masonry fireplaces shall be equipped with a ferrous metal damper located not less than 8 inches (203 mm) above the top of the fireplace opening. Dampers shall be installed in the fireplace or at the top of the flue venting the fireplace, and shall be operable from the room containing the fireplace. Damper controls shall be permit- ted to be located in the fireplace.

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2111.9 Smoke chamber walls. Smoke chamber walls shall be constructed of solid masonry units, hollow masonry units grouted solid, stone or concrete. The total minimum thickness of front, back and sidewalls shall be 8 inches (203 mm) of solid masonry. The inside surface shall be parged smooth with refractory mortar conforming to ASTM C199. When a lining of firebrick not less than 2 inches (51 mm) thick, or a lining of vitrified clay not less than 5/8 inch (15.9 mm) thick, is provided, the total minimum thickness of front, back and sidewalls shall be 6 inches (152 mm) of solid masonry, including the lining. Firebrick shall conform to ASTM C1261 and shall be laid with refractory mortar conforming to ASTM C199. Vitrified clay linings shall conform to ASTM C315.

2111.9.1 Smoke chamber dimensions. The inside height of the smoke chamber from the fireplace throat to the beginning of the flue shall be not greater than the inside width of the fireplace opening. The inside surface of the smoke chamber shall not be inclined more than 45 degrees (0.76 rad) from vertical when prefabricated smoke cham- ber linings are used or when the smoke chamber walls are rolled or sloped rather than corbeled. When the inside sur- face of the smoke chamber is formed by corbeled masonry, the walls shall not be corbeled more than 30 degrees (0.52 rad) from vertical.

2111.10 Hearth and hearth extension. Masonry fireplace hearths and hearth extensions shall be constructed of concrete or masonry, supported by noncombustible materials, and reinforced to carry their own weight and all imposed loads. No combustible material shall remain against the underside of hearths or hearth extensions after construction.

2111.10.1 Hearth thickness. The minimum thickness of fireplace hearths shall be 4 inches (102 mm).

2111.10.2 Hearth extension thickness. The minimum thickness of hearth extensions shall be 2 inches (51 mm).

Exception: When the bottom of the firebox opening is raised not less than 8 inches (203 mm) above the top of the hearth extension, a hearth extension of not less than 3/8-inch-thick (9.5 mm) brick, concrete, stone, tile or other approved noncombustible material is permitted.

2111.11 Hearth extension dimensions. Hearth extensions shall extend not less than 16 inches (406 mm) in front of, and not less than 8 inches (203 mm) beyond, each side of the fire- place opening. Where the fireplace opening is 6 square feet (0.557 m2) or larger, the hearth extension shall extend not less than 20 inches (508 mm) in front of, and not less than 12 inches (305 mm) beyond, each side of the fireplace opening.

2111.12 Fireplace clearance. Any portion of a masonry fire- place located in the interior of a building or within the exte- rior wall of a building shall have a clearance to combustibles of not less than 2 inches (51 mm) from the front faces and sides of masonry fireplaces and not less than 4 inches (102 mm) from the back faces of masonry fireplaces. The airspace shall not be filled, except to provide fireblocking in accor- dance with Section 2111.13.

Exceptions:

1. Masonry fireplaces listed and labeled for use in con- tact with combustibles in accordance with UL 127

and installed in accordance with the manufacturer’s instructions are permitted to have combustible mate- rial in contact with their exterior surfaces.

2. When masonry fireplaces are constructed as part of masonry or concrete walls, combustible materials shall not be in contact with the masonry or concrete walls less than 12 inches (306 mm) from the inside surface of the nearest firebox lining.

3. Exposed combustible trim and the edges of sheath- ing materials, such as wood siding, flooring and dry- wall, are permitted to abut the masonry fireplace sidewalls and hearth extension, in accordance with Figure 2111.12, provided such combustible trim or sheathing is not less than 12 inches (306 mm) from the inside surface of the nearest firebox lining.

4. Exposed combustible mantels or trim is permitted to be placed directly on the masonry fireplace front surrounding the fireplace opening, provided such combustible materials shall not be placed within 6 inches (153 mm) of a fireplace opening. Combusti- ble material directly above and within 12 inches (305 mm) of the fireplace opening shall not project more than 1/8 inch (3.2 mm) for each 1-inch (25 mm) distance from such opening. Combustible materials located along the sides of the fireplace opening that project more than 11/2 inches (38 mm) from the face of the fireplace shall have an additional clearance equal to the projection.

2111.13 Fireplace fireblocking. All spaces between fire- places and floors and ceilings through which fireplaces pass shall be fireblocked with noncombustible material securely fastened in place. The fireblocking of spaces between wood joists, beams or headers shall be to a depth of 1 inch (25 mm) and shall only be placed on strips of metal or metal lath laid across the spaces between combustible material and the chimney.

2111.14 Exterior air. Factory-built or masonry fireplaces covered in this section shall be equipped with an exterior air supply to ensure proper fuel combustion unless the room is

For SI: 1 inch = 25.4 mm

FIGURE 2111.12 ILLUSTRATION OF EXCEPTION TO

FIREPLACE CLEARANCE PROVISION

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mechanically ventilated and controlled so that the indoor pressure is neutral or positive.

2111.14.1 Factory-built fireplaces. Exterior combustion air ducts for factory-built fireplaces shall be listed compo- nents of the fireplace, and installed according to the fire- place manufacturer’s instructions.

2111.14.2 Masonry fireplaces. Listed combustion air ducts for masonry fireplaces shall be installed according to the terms of their listing and manufacturer’s instructions.

2111.14.3 Exterior air intake. The exterior air intake shall be capable of providing all combustion air from the exterior of the dwelling. The exterior air intake shall not be located within a garage, attic, basement or crawl space of the dwelling nor shall the air intake be located at an eleva- tion higher than the firebox. The exterior air intake shall be covered with a corrosion-resistant screen of 1/4-inch (6.4 mm) mesh.

2111.14.4 Clearance. Unlisted combustion air ducts shall be installed with a minimum 1-inch (25 mm) clearance to combustibles for all parts of the duct within 5 feet (1524 mm) of the duct outlet.

2111.14.5 Passageway. The combustion air passageway shall be not less than 6 square inches (3870 mm2) and not more than 55 square inches (0.035 m2), except that com- bustion air systems for listed fireplaces or for fireplaces tested for emissions shall be constructed according to the fireplace manufacturer’s instructions.

2111.14.6 Outlet. The exterior air outlet is permitted to be located in the back or sides of the firebox chamber or within 24 inches (610 mm) of the firebox opening on or near the floor. The outlet shall be closable and designed to prevent burning material from dropping into concealed combustible spaces.

SECTION 2112 MASONRY HEATERS

2112.1 Definition. A masonry heater is a heating appliance constructed of concrete or solid masonry, hereinafter referred to as “masonry,” which is designed to absorb and store heat from a solid fuel fire built in the firebox by routing the exhaust gases through internal heat exchange channels in which the flow path downstream of the firebox may include flow in a horizontal or downward direction before entering the chimney and which delivers heat by radiation from the masonry surface of the heater.

2112.2 Installation. Masonry heaters shall be installed in accordance with this section and comply with one of the fol- lowing:

1. Masonry heaters shall comply with the requirements of ASTM E1602.

2. Masonry heaters shall be listed and labeled in accor- dance with UL 1482 or EN 15250 and installed in accordance with the manufacturer’s instructions.

2112.3 Footings and foundation. The firebox floor of a masonry heater shall be a minimum thickness of 4 inches (102 mm) of noncombustible material and be supported on a

noncombustible footing and foundation in accordance with Section 2113.2.

2112.4 Seismic reinforcing. In structures assigned to Seismic Design Category D, E or F, masonry heaters shall be anchored to the masonry foundation in accordance with Sec- tion 2113.3. Seismic reinforcing shall not be required within the body of a masonry heater with a height that is equal to or less than 3.5 times its body width and where the masonry chimney serving the heater is not supported by the body of the heater. Where the masonry chimney shares a common wall with the facing of the masonry heater, the chimney por- tion of the structure shall be reinforced in accordance with Section 2113.

2112.5 Masonry heater clearance. Combustible materials shall not be placed within 36 inches (914 mm) or the distance of the allowed reduction method from the outside surface of a masonry heater in accordance with NFPA 211, Section 12.6, and the required space between the heater and combustible material shall be fully vented to permit the free flow of air around all heater surfaces.

Exceptions:

1. Where the masonry heater wall thickness is at least 8 inches (203 mm) of solid masonry and the wall thickness of the heat exchange channels is not less than 5 inches (127 mm) of solid masonry, combusti- ble materials shall not be placed within 4 inches (102 mm) of the outside surface of a masonry heater. A clearance of not less than 8 inches (203 mm) shall be provided between the gas-tight capping slab of the heater and a combustible ceiling.

2. Masonry heaters listed and labeled in accordance with UL 1482 or EN 15250 and installed in accor- dance with the manufacturer’s instructions.

SECTION 2113 MASONRY CHIMNEYS

2113.1 General. The construction of masonry chimneys con- sisting of solid masonry units, hollow masonry units grouted solid, stone or concrete shall be in accordance with this sec- tion.

2113.2 Footings and foundations. Footings for masonry chimneys shall be constructed of concrete or solid masonry not less than 12 inches (305 mm) thick and shall extend at least 6 inches (152 mm) beyond the face of the foundation or support wall on all sides. Footings shall be founded on natural undisturbed earth or engineered fill below frost depth. In areas not subjected to freezing, footings shall be not less than 12 inches (305 mm) below finished grade.

2113.3 Seismic reinforcement. In structures assigned to Seismic Design Category A or B, seismic reinforcement is not required. In structures assigned to Seismic Design Cate- gory C or D, masonry chimneys shall be reinforced and anchored in accordance with Sections 2113.3.1, 2113.3.2 and 2113.4. In structures assigned to Seismic Design Category E or F, masonry chimneys shall be reinforced in accordance with the requirements of Sections 2101 through 2108 and anchored in accordance with Section 2113.4.

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2113.3.1 Vertical reinforcement. For chimneys up to 40 inches (1016 mm) wide, four No. 4 continuous vertical bars anchored in the foundation shall be placed in the con- crete between wythes of solid masonry or within the cells of hollow unit masonry and grouted in accordance with Section 2103.3. Grout shall be prevented from bonding with the flue liner so that the flue liner is free to move with thermal expansion. For chimneys greater than 40 inches (1016 mm) wide, two additional No. 4 vertical bars shall be provided for each additional 40 inches (1016 mm) in width or fraction thereof.

2113.3.2 Horizontal reinforcement. Vertical reinforce- ment shall be placed enclosed within 1/4-inch (6.4 mm) ties, or other reinforcing of equivalent net cross-sectional area, spaced not to exceed 18 inches (457 mm) on center in concrete, or placed in the bed joints of unit masonry, at not less than every 18 inches (457 mm) of vertical height. Two such ties shall be provided at each bend in the verti- cal bars.

2113.4 Seismic anchorage. Masonry chimneys and founda- tions shall be anchored at each floor, ceiling or roof line more than 6 feet (1829 mm) above grade with two 3/16-inch by 1- inch (4.8 mm by 25 mm) straps embedded not less than 12 inches (305 mm) into the chimney. Straps shall be hooked around the outer bars and extend 6 inches (152 mm) beyond the bend. Each strap shall be fastened to not less than four floor joists with two 1/2-inch (12.7 mm) bolts.

Exception: Seismic anchorage is not required for the fol- lowing:

1. In structures assigned to Seismic Design Category A or B.

2. Where the masonry fireplace is constructed com- pletely within the exterior walls.

2113.5 Corbeling. Masonry chimneys shall not be corbeled more than half of the chimney’s wall thickness from a wall or foundation, nor shall a chimney be corbeled from a wall or foundation that is less than 12 inches (305 mm) in thickness unless it projects equally on each side of the wall, except that on the second story of a two-story dwelling, corbeling of chimneys on the exterior of the enclosing walls is permitted to equal the wall thickness. The projection of a single course shall not exceed one-half the unit height or one-third of the unit bed depth, whichever is less.

2113.6 Changes in dimension. The chimney wall or chim- ney flue lining shall not change in size or shape within 6 inches (152 mm) above or below where the chimney passes through floor components, ceiling components or roof com- ponents.

2113.7 Offsets. Where a masonry chimney is constructed with a fireclay flue liner surrounded by one wythe of masonry, the maximum offset shall be such that the centerline of the flue above the offset does not extend beyond the center of the chimney wall below the offset. Where the chimney off- set is supported by masonry below the offset in an approved manner, the maximum offset limitations shall not apply. Each individual corbeled masonry course of the offset shall not exceed the projection limitations specified in Section 2113.5.

2113.8 Additional load. Chimneys shall not support loads other than their own weight unless they are designed and con- structed to support the additional load. Masonry chimneys are permitted to be constructed as part of the masonry walls or concrete walls of the building.

2113.9 Termination. Chimneys shall extend not less than 2 feet (610 mm) higher than any portion of the building within 10 feet (3048 mm), but shall not be less than 3 feet (914 mm) above the highest point where the chimney passes through the roof.

2113.9.1 Chimney caps. Masonry chimneys shall have a concrete, metal or stone cap, sloped to shed water, a drip edge and a caulked bond break around any flue liners in accordance with ASTM C1283.

2113.9.2 Spark arrestors. Where a spark arrestor is installed on a masonry chimney, the spark arrestor shall meet all of the following requirements:

1. The net free area of the arrestor shall be not less than four times the net free area of the outlet of the chim- ney flue it serves.

2. The arrestor screen shall have heat and corrosion resistance equivalent to 19-gage galvanized steel or 24-gage stainless steel.

3. Openings shall not permit the passage of spheres having a diameter greater than 1/2 inch (12.7 mm) nor block the passage of spheres having a diameter less than 3/8 inch (9.5 mm).

4. The spark arrestor shall be accessible for cleaning and the screen or chimney cap shall be removable to allow for cleaning of the chimney flue.

2113.9.3 Rain caps. Where a masonry or metal rain cap is installed on a masonry chimney, the net free area under the cap shall be not less than four times the net free area of the outlet of the chimney flue it serves.

2113.10 Wall thickness. Masonry chimney walls shall be constructed of concrete, solid masonry units or hollow masonry units grouted solid with not less than 4 inches (102 mm) nominal thickness.

2113.10.1 Masonry veneer chimneys. Where masonry is used as veneer for a framed chimney, through flashing and weep holes shall be provided as required by Chapter 14.

2113.11 Flue lining (material). Masonry chimneys shall be lined. The lining material shall be appropriate for the type of appliance connected, according to the terms of the appliance listing and the manufacturer’s instructions.

2113.11.1 Residential-type appliances (general). Flue lining systems shall comply with one of the following:

1. Clay flue lining complying with the requirements of ASTM C315.

2. Listed chimney lining systems complying with UL 1777.

3. Factory-built chimneys or chimney units listed for installation within masonry chimneys.

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4. Other approved materials that will resist corrosion, erosion, softening or cracking from flue gases and condensate at temperatures up to 1,800°F (982°C).

2113.11.1.1 Flue linings for specific appliances. Flue linings other than those covered in Section 2113.11.1 intended for use with specific appliances shall comply with Sections 2113.11.1.2 through 2113.11.1.4 and Sections 2113.11.2 and 2113.11.3.

2113.11.1.2 Gas appliances. Flue lining systems for gas appliances shall be in accordance with the Florida Building Code, Fuel Gas.

2113.11.1.3 Pellet fuel-burning appliances. Flue lin- ing and vent systems for use in masonry chimneys with pellet fuel-burning appliances shall be limited to flue lining systems complying with Section 2113.11.1 and pellet vents listed for installation within masonry chim- neys (see Section 2113.11.1.5 for marking).

2113.11.1.4 Oil-fired appliances approved for use with L-vent. Flue lining and vent systems for use in masonry chimneys with oil-fired appliances approved for use with Type L vent shall be limited to flue lining systems complying with Section 2113.11.1 and listed chimney liners complying with UL 641 (see Section 2113.11.1.5 for marking).

2113.11.1.5 Notice of usage. When a flue is relined with a material not complying with Section 2113.11.1, the chimney shall be plainly and permanently identified by a label attached to a wall, ceiling or other conspicu- ous location adjacent to where the connector enters the chimney. The label shall include the following message or equivalent language: “This chimney is for use only with (type or category of appliance) that burns (type of fuel). Do not connect other types of appliances.”

2113.11.2 Concrete and masonry chimneys for medium-heat appliances.

2113.11.2.1 General. Concrete and masonry chimneys for medium-heat appliances shall comply with Sections 2113.1 through 2113.5.

2113.11.2.2 Construction. Chimneys for medium-heat appliances shall be constructed of solid masonry units or of concrete with walls not less than 8 inches (203 mm) thick, or with stone masonry not less than 12 inches (305 mm) thick.

2113.11.2.3 Lining. Concrete and masonry chimneys shall be lined with an approved medium-duty refrac- tory brick not less than 41/2 inches (114 mm) thick laid on the 41/2-inch bed (114 mm) in an approved medium- duty refractory mortar. The lining shall start 2 feet (610 mm) or more below the lowest chimney connector entrance. Chimneys terminating 25 feet (7620 mm) or less above a chimney connector entrance shall be lined to the top.

2113.11.2.4 Multiple passageway. Concrete and masonry chimneys containing more than one passage-

way shall have the liners separated by a minimum 4- inch-thick (102 mm) concrete or solid masonry wall.

2113.11.2.5 Termination height. Concrete and masonry chimneys for medium-heat appliances shall extend not less than 10 feet (3048 mm) higher than any portion of any building within 25 feet (7620 mm).

2113.11.2.6 Clearance. A minimum clearance of 4 inches (102 mm) shall be provided between the exterior surfaces of a concrete or masonry chimney for medium-heat appliances and combustible material.

2113.11.3 Concrete and masonry chimneys for high- heat appliances.

2113.11.3.1 General. Concrete and masonry chimneys for high-heat appliances shall comply with Sections 2113.1 through 2113.5.

2113.11.3.2 Construction. Chimneys for high-heat appliances shall be constructed with double walls of solid masonry units or of concrete, each wall to be not less than 8 inches (203 mm) thick with a minimum air- space of 2 inches (51 mm) between the walls.

2113.11.3.3 Lining. The inside of the interior wall shall be lined with an approved high-duty refractory brick, not less than 41/2 inches (114 mm) thick laid on the 4

1/2- inch bed (114 mm) in an approved high-duty refractory mortar. The lining shall start at the base of the chimney and extend continuously to the top.

2113.11.3.4 Termination height. Concrete and masonry chimneys for high-heat appliances shall extend not less than 20 feet (6096 mm) higher than any portion of any building within 50 feet (15 240 mm).

2113.11.3.5 Clearance. Concrete and masonry chim- neys for high-heat appliances shall have approved clearance from buildings and structures to prevent overheating combustible materials, permit inspection and maintenance operations on the chimney and pre- vent danger of burns to persons.

2113.12 Clay flue lining (installation). Clay flue liners shall be installed in accordance with ASTM C1283 and extend from a point not less than 8 inches (203 mm) below the low- est inlet or, in the case of fireplaces, from the top of the smoke chamber to a point above the enclosing walls. The lin- ing shall be carried up vertically, with a maximum slope no greater than 30 degrees (0.52 rad) from the vertical.

Clay flue liners shall be laid in medium-duty nonwater- soluble refractory mortar conforming to ASTM C199 with tight mortar joints left smooth on the inside and installed to maintain an airspace or insulation not to exceed the thickness of the flue liner separating the flue liners from the interior face of the chimney masonry walls. Flue lining shall be sup- ported on all sides. Only enough mortar shall be placed to make the joint and hold the liners in position.

2113.13 Additional requirements.

2113.13.1 Listed materials. Listed materials used as flue linings shall be installed in accordance with the terms of their listings and the manufacturer’s instructions.

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2113.13.2 Space around lining. The space surrounding a chimney lining system or vent installed within a masonry chimney shall not be used to vent any other appliance.

Exception: This shall not prevent the installation of a separate flue lining in accordance with the manufac- turer’s instructions.

2113.14 Multiple flues. When two or more flues are located in the same chimney, masonry wythes shall be built between adjacent flue linings. The masonry wythes shall be at least 4 inches (102 mm) thick and bonded into the walls of the chim- ney.

Exception: When venting only one appliance, two flues are permitted to adjoin each other in the same chimney with only the flue lining separation between them. The joints of the adjacent flue linings shall be staggered not less than 4 inches (102 mm).

2113.15 Flue area (appliance). Chimney flues shall not be smaller in area than the area of the connector from the appli- ance. Chimney flues connected to more than one appliance shall be not less than the area of the largest connector plus 50 percent of the areas of additional chimney connectors.

Exceptions:

1. Chimney flues serving oil-fired appliances sized in accordance with NFPA 31.

2. Chimney flues serving gas-fired appliances sized in accordance with the Florida Building Code, Fuel Gas.

2113.16 Flue area (masonry fireplace). Flue sizing for chimneys serving fireplaces shall be in accordance with Sec- tion 2113.16.1 or 2113.16.2.

2113.16.1 Minimum area. Round chimney flues shall have a minimum net cross-sectional area of not less than 1/12 of the fireplace opening. Square chimney flues shall have a minimum net cross-sectional area of not less than 1/10 of the fireplace opening. Rectangular chimney flues with an aspect ratio less than 2 to 1 shall have a minimum net cross-sectional area of not less than 1/10 of the fire- place opening. Rectangular chimney flues with an aspect ratio of 2 to 1 or more shall have a minimum net cross- sectional area of not less than 1/8 of the fireplace opening.

2113.16.2 Determination of minimum area. The mini- mum net cross-sectional area of the flue shall be deter- mined in accordance with Figure 2113.16. A flue size providing not less than the equivalent net cross-sectional area shall be used. Cross-sectional areas of clay flue lin- ings are as provided in Tables 2113.16(1) and 2113.16(2) or as provided by the manufacturer or as measured in the field. The height of the chimney shall be measured from the firebox floor to the top of the chimney flue.

For SI: 1 inch = 25.4 mm, 1 square inch = 645 mm2.

FIGURE 2113.16 FLUE SIZES FOR MASONRY CHIMNEYS

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2113.17 Inlet. Inlets to masonry chimneys shall enter from the side. Inlets shall have a thimble of fireclay, rigid refrac- tory material or metal that will prevent the connector from pulling out of the inlet or from extending beyond the wall of the liner.

2113.18 Masonry chimney cleanout openings. Cleanout openings shall be provided within 6 inches (152 mm) of the base of each flue within every masonry chimney. The upper edge of the cleanout shall be located not less than 6 inches (152 mm) below the lowest chimney inlet opening. The height of the opening shall be not less than 6 inches (152

mm). The cleanout shall be provided with a noncombustible cover.

Exception: Chimney flues serving masonry fireplaces, where cleaning is possible through the fireplace opening.

2113.19 Chimney clearances. Any portion of a masonry chimney located in the interior of the building or within the exterior wall of the building shall have a minimum airspace clearance to combustibles of 2 inches (51 mm). Chimneys located entirely outside the exterior walls of the building, including chimneys that pass through the soffit or cornice, shall have a minimum airspace clearance of 1 inch (25 mm). The airspace shall not be filled, except to provide fireblock- ing in accordance with Section 2113.20.

Exceptions:

1. Masonry chimneys equipped with a chimney lining system listed and labeled for use in chimneys in contact with combustibles in accordance with UL 1777, and installed in accordance with the manufac- turer’s instructions, are permitted to have combusti- ble material in contact with their exterior surfaces.

2. Where masonry chimneys are constructed as part of masonry or concrete walls, combustible materials shall not be in contact with the masonry or concrete wall less than 12 inches (305 mm) from the inside surface of the nearest flue lining.

3. Exposed combustible trim and the edges of sheath- ing materials, such as wood siding, are permitted to abut the masonry chimney sidewalls, in accordance with Figure 2113.19, provided such combustible trim or sheathing is not less than 12 inches (305 mm) from the inside surface of the nearest flue lin- ing. Combustible material and trim shall not overlap

the corners of the chimney by more than 1 inch (25 mm).

2113.20 Chimney fireblocking. All spaces between chim- neys and floors and ceilings through which chimneys pass shall be fireblocked with noncombustible material securely fastened in place. The fireblocking of spaces between wood joists, beams or headers shall be self-supporting or be placed on strips of metal or metal lath laid across the spaces between combustible material and the chimney.

TABLE 2113.16(1) NET CROSS-SECTIONAL AREA OF ROUND FLUE SIZESa

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm2. a. Flue sizes are based on ASTM C315.

TABLE 2113.16(2) NET CROSS-SECTIONAL AREA OF SQUARE

AND RECTANGULAR FLUE SIZES

For SI: 1 inch = 25.4 mm, 1 square inch = 645.16 mm2.

FLUE SIZE, INSIDE DIAMETER (inches)

CROSS-SECTIONAL AREA (square inches)

6 28

7 38

8 50

10 78

103/4 90

12 113

15 176

18 254

FLUE SIZE, OUTSIDE NOMINAL DIMENSIONS (inches)

CROSS-SECTIONAL AREA (square inches)

4.5 × 8.5 23

4.5 × 13 34

8 × 8 42

8.5 × 8.5 49

8 × 12 67

8.5 × 13 76

12 × 12 102

8.5 × 18 101

13 ×13 127

12 × 16 131

13 × 18 173

16 × 16 181

16 × 20 222

18 × 18 233

20 × 20 298

20 × 24 335

24 × 24 431

MASONRY ABUTTING COMBUSTIBLE SHEATHING 12″ FROM FLUE LINING

1″ CLEARANCE (AIRSPACE) TO COMBUSTIBLE SHEATHING

FIGURE 2113.19 ILLUSTRATION OF EXCEPTION THREE

CHIMNEY CLEARANCE PROVISION

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SECTION 2114 TERMITE INSPECTION

2114.1 Cleaning. Cells and cavities in masonry units and air gaps between brick, stone or masonry veneers and the struc- ture shall be cleaned of all nonpreservative treated or nonnat- urally durable wood, or other cellulose-containing material prior to concrete placement.

Exception: Inorganic material manufactured for closing cells in foundation concrete masonry unit construction or clean earth fill placed in concrete masonry unit voids below slab level before termite treatment is performed.

2114.2 Concrete bearing ledge. Brick, stone or other veneer shall be supported by a concrete bearing ledge at least equal to the total thickness of the brick, stone or other veneer, which is poured integrally with the concrete foundation. No supplemental concrete foundation pours which will create a hidden cold joint shall be used without supplemental treat- ment in the foundation unless there is an approved physical barrier. An approved physical barrier shall also be installed from below the wall sill plate or first block course horizon- tally to embed in a mortar joint. If masonry veneer extends below grade, a termite protective treatment must be applied to the cavity created between the veneer and the foundation, in lieu of a physical barrier.

Exception: Veneer supported by a shelf, angle or lintel secured to the foundation sidewall in accordance with TMS 402/ ACI 530/ASCE 5, provided at least a 6-inch (152 mm) clear inspection space of the foundation side- wall exterior exist between the veneer and the top of any soil, sod, mulch or other organic landscaping component, deck, apron, porch, walk or any other work immediately adjacent to or adjoining the structure.

SECTION 2115 SPECIAL WIND PROVISIONS FOR MASONRY

2115.1 Gable endwalls.

2115.1.1 General. Gable endwalls shall be structurally continuous between points of lateral support.

2115.1.2 Cathedral endwalls. Gable endwalls adjacent to cathedral ceilings shall be structurally continuous from the uppermost floor to the ceiling diaphragm or to the roof diaphragm.

SECTIONS 2116 and 2117 RESERVED

SECTION 2118 HIGH-VELOCITY HURRICANE ZONES—

DESIGN RESERVED

SECTION 2119 HIGH-VELOCITY HURRICANE ZONES—

QUALITY, TESTS, AND APPROVALS 2119.1 Quality. Reserved.

2119.2 Tests. Reserved

2119.3 Approvals.

2119.3.1 Only such masonry units that bear the approval of the building official and are manufactured or fabricated by plants having a certificate of competency issued by the authority having jurisdiction, shall be considered accept- able for the construction of buildings or other structures.

2119.3.2 Approval of masonry units and manufacturing or fabricating plants shall be for periods not to exceed one year and may be obtained upon application and the sub- mission of certificates of tests in accordance with the pro- visions of this chapter.

2119.3.3 The provisions for tests for approval of masonry units shall not be construed as in lieu of any tests other- wise required under this chapter.

2119.3.4 Failure of a manufacturer of masonry units to obtain approval or to submit tests as required in this chap- ter, or such additional tests as the building official may require, shall be cause for rejection of such masonry units.

2119.4 Brick. Reserved.

2119.5 Stone. Reserved.

2119.6 Cast stone. Reserved.

2119.7 Concrete blocks. Reserved.

2119.8 Structural clay tile. Reserved.

2119.9 Gypsum tile. Reserved.

2119.10 Plain concrete. Reserved.

2119.11 Plain gypsum concrete. Reserved.

2119.12 Mortar. Reserved.

SECTION 2120 HIGH-VELOCITY HURRICANE ZONES—

ALLOWABLE UNIT STRESSES IN UNIT MASONRY RESERVED

SECTION 2121 HIGH-VELOCITY HURRICANE ZONES—

CONSTRUCTION DETAILS 2121.1 General.

2121.1.1 Reserved.

2121.1.2 Reserved.

2121.1.3 Reserved.

2121.1.4 Reserved.

2121.1.5 Reserved.

2121.1.6 Minimum No. 9 gauge truss-type horizontal joint reinforcing at every alternate course (16-inch (406 mm)

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spacing], shall be provided. This reinforcement shall extend 4 inches (102 mm) into tie columns or be tied to structural columns with approved methods where struc- tural columns replace the tie columns. In addition, hori- zontal joint reinforcement shall comply with TMS602/ ACI530.1/ASCE 6 Sections 2.4C thru 2.4F and Section 3.4B.7.

2121.2 Exterior walls.

2121.2.1 General.

2121.2.1.1 Exterior walls of unit masonry shall have a minimum thickness of 8 inches (203 mm) except as otherwise set forth in Sections 2121.2.11.

2121.2.1.2 No roof or other members shall be placed to develop direct horizontal thrust on walls unless such walls are specifically designed.

2121.2.1.3 The maximum area of wall panels of 8 inch (203 mm) thick unit masonry, as measured between the concrete members which frame the panel such as the beams and tie columns, shall not exceed 240 square feet (22.3 m2), except as set forth in Section 2121.2.2.

2121.2.2 Tie columns.

2121.2.2.1 Concrete tie columns shall be required in exterior walls of unit masonry. Concrete tie columns shall be required at all corners, at intervals not to exceed 16 feet (4.9 m) center-to-center of columns, adjacent to any corner opening exceeding 4 feet (1219 mm) in width, and at the ends of free-standing walls exceeding 2 feet (610 mm) in length. When openings exceed 8 feet (2.4 m) in width, tie columns shall be pro- vided on each side of all such openings. All gable and shed end corners shall have tie columns.

2121.2.2.2 When openings are between 3 and 8 feet (914 mm and 2.4 m) in width, such openings shall have one #5 vertical reinforcing bar at each side. The vertical bars shall be placed in concrete filled cells and shall extend into footings and into tie beams. All such bars shall be continuous from footing to tie beam. All splices, where needed, shall be 30 inches (762 mm) minimum.

2121.2.2.3 Tie columns shall be not less than 12 inches (305 mm) in width. Tie columns having an unbraced height not exceeding 15 feet (4.6 m) shall be not less in thickness than the wall or less than a nominal 8 inches (203 mm), and, where exceeding 15 feet (4.6 m) in unbraced height, shall be not less in thickness than 12 inches (305 mm). The unbraced height shall be taken at the point of positive lateral support in the direction of consideration or the column may be designed to resist applicable lateral loads based on rational analysis.

2121.2.2.4 Tie columns shall be reinforced with not less than four #5 vertical bars for 8 inch by 12 inch (203 mm by 305 mm) columns nor less than four #6 vertical bars for 12 inch by 12 inch (305 mm by 305 mm) col- umns nor less reinforcing steel than 0.01 of the cross- sectional area for columns of other dimension nor less than may be required to resist axial loads or bending

forces. Vertical reinforcing shall be doweled to the footing and splices shall be lapped 30 bar diameters. Columns shall be tied with #2 hoops spaced not more than 12 inches (305 mm) apart.

2121.2.2.5 The concrete tie columns set forth herein are a minimum to limit masonry panel areas and provide an integrated framework for masonry. The spacing of con- crete columns for skeleton frame construction, designed as specified in Chapter 19 (High-Velocity Hurricane Zones), may exceed the spacing herein set forth provided the masonry panels have an area less than 240 square feet (22.3 m2) and the structural system is designed to transmit horizontal wind loads to the col- umns.

2121.2.2.6 Concrete tie columns designed to limit masonry panel areas may be offset at tie beams or other horizontal members to avoid openings, but the maxi- mum spacing shall not be exceeded.

2121.2.2.7 Concrete columns in load-bearing walls shall be poured only after masonry units are in place. Where masonry walls of skeleton frame construction are laid up after the frame has been erected, adequate anchorage designed by a professional engineer shall be provided. Where structural steel members are made fire resistive with masonry units, the panel walls shall be bonded to the fire-resistive materials.

2121.2.2.8 Where the minimum spacing of tie columns, as set forth in Section 2121.2.2.1, has been satisfied and structural columns of skeleton frame construction are spaced as specified in Section 2121.2.2.5, provision for resisting the horizontal and vertical loads at the edges of masonry panels abutting door and window openings in masonry walls where openings are not bounded by such reinforced concrete columns shall be considered and, where necessary, transfer the forces through the materials of assembly to the ground.

2121.2.3 Tie beams.

2121.2.3.1 A tie beam of reinforced concrete shall be placed in all walls of unit masonry, at each floor or roof level, and at such intermediate levels as may be required to limit the vertical heights of the masonry units to 16 feet (4.9 m). Well-compacted and confined soil below grade may be considered lateral restraint but only above a point 1 foot (305 mm) below the grade where such restraint begins.

2121.2.3.2 Unless otherwise required by design, all tie beams shall have four #3 ties at 12 inches (305 mm) on center at corners and at each bend and at 48 inches (1219 mm) on center elsewhere. A tie beam shall be not less in dimension or reinforcing than required for the conditions of loading nor less than the following mini- mums: a tie beam shall have a width of not less than a nominal 8 inches (203 mm), shall have a height of not less than 12 inches (305 mm) and shall be reinforced with not less than four #5 reinforcing bars placed two at the top and two at the bottom of the beam except that a

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tie beam using “U” type beam block may be used with the following limitations:

1. Limited to one-story Group R3 occupancy.

2. Limited to unsupported spans of 7 feet (2.1 m).

3. Beam block shall be reinforced with one #7 bar in the top and one #7 bar in the bottom of the pour.

4. Beam block shall provide not less than 14 inches (356 mm) vertical dimension or less than 41/2 inches (114 mm) horizontal dimension of poured- in-place beam cross-section.

5. Where beam blocks are used, consideration of resistance to uplift caused by wind forces shall be based on only that portion of the dead load above the topmost mortar joint in the wall.

2121.2.3.3 The tie beam shall be continuous. Continu- ity of the reinforcing in straight runs shall be provided by lapping splices not less than 30 inches (762 mm). Continuity shall be provided at corners by bending two bars from each direction around the corner 30 inches (762 mm) or by adding two #5 bent bars which extend 30 inches (762 mm) each way from the corner. Conti- nuity at columns shall be provided by continuing hori- zontal reinforcing through columns or by bending horizontal reinforcing in the columns a distance of 18 inches (457 mm).

2121.2.3.4 A tie beam shall not be required where floor or roof systems provide a rigid diaphragm of reinforced concrete with a minimum thickness of 4 inches (102 mm) or where a floor or roof system has an equivalent stiffness factor of not less than 0.5 cubic inches, as determined by the moment of inertia divided by the length. (Per foot of width, measured normal to the plane of the diaphragm and adequately anchored.)

2121.2.3.5 Changes in level of the beams or structural concrete beams (beam) shall be made at tie columns or structural concrete columns and said tie columns or structural concrete columns shall be continuous from beam to beam.

2121.2.3.6 A tie beam may follow the rake of a gable or shed end if the slope does not exceed 3:12 and the requirements of Sections 2121.2.1.2 and 2121.2.1.3 are met.

2121.2.3.7 The concrete in tie beams shall be placed to bond to the masonry units immediately below and shall not be separated therefrom by wood, felt or any other material which may prevent bond. Felt paper no wider than the width of the cells of the block may be used provided that it is depressed a minimum of 2 inches (51 mm) in one cell of each block.

2121.2.3.8 Tie beams subject to uplift and lateral wind forces shall be sized and designed to resist all such forces. Tie beams over openings shall be sized and designed to resist dead and live loads combined with wind loads, whichever governs.

2121.2.4 Gable end and shed end walls. All masonry structures with gable end and shed end (half gable) walls

shall have such end walls constructed of masonry, only in accordance with this section. A horizontal tie beam shall be provided in line with the lower ends of the gables and sheds, except as permitted in Section 2121.2.3.6 above, and designed in accordance with Sections 2121.2.1.2 and 2121.2.1.3, and load requirements as set forth in Chapter 16 (High-Velocity Hurricane Zones). A concrete coping following the rake of the gable, not less than 64 square inches (.04 m2) in area reinforced with two #5 bars shall be provided. Tie columns at gable and shed ends shall be pro- vided. Any intermediate tie columns required within the gable shall extend to the coping beam. Tie beams resting on masonry which are not subject to uplift and lateral wind forces shall be provided according to Section 2121.2.3.2.

2121.2.5 Parapet walls.

2121.2.5.1 Masonry parapet walls shall be not less than 8 inches (203 mm) thick, shall be reinforced with mini- mum tie columns and shall be coped with a concrete beam not less than 64 square inches (.04 m2) in cross- section, reinforced with two #4 reinforcing bars.

2121.2.5.2 A parapet wall exceeding 5 feet (1524 mm) in height above a tie beam or other point of lateral sup- port shall be specifically designed to resist horizontal wind loads.

2121.2.6 Piers.

2121.2.6.1 In any section of a masonry wall of an enclosed structure where openings are arranged to leave sections of walls less than 16 inches (406 mm), such sections shall be steel or reinforced concrete.

2121.2.6.2 Isolated masonry piers of unenclosed struc- tures shall be so constructed that the height of such piers shall not exceed 10 times the least dimension, that the cells are filled with cement grout and reinforced with not less than two #5 bars anchoring the beam to the foundation.

2121.2.7 Cavity walls.

2121.2.7.1 Cavity walls consisting of two separate walls with an air space of not less than 2 inches nor more than 6 inches (51 to 152 mm) may be constructed of solid or hollow-unit masonry provided such walls meet the specific requirements for tie columns and beams set forth in this section and are bonded together at intervals not more than 24 inches (610 mm) apart, vertically and horizontally, by masonry ties or by dura- ble, rigid metal ties 0.10 square inch (64.5 mm2) in the cross section.

2121.2.7.2 The minimum thickness of the separate walls of cavity wall construction shall be 4 inches (102 mm), and units shall be laid in full beds of Portland cement mortar with full-end joints.

2121.2.8 Brick and stone walls. Walls of brick and stone shall be laterally supported by tie columns and beams, or the equivalent thereof, as provided in this section and shall meet these additional requirements:

1. In all brick walls at least every sixth course on both sides of the wall shall be a header course or there

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shall be at least one full header in every 72 square inches (0.05 m2) of each wall surface.

2. In walls more than 12 inches (305 mm) thick, the inner joints of header courses shall be covered with another header course that shall break joints with the course below.

3. Solid-unit masonry shall comply with the standard Building Code Requirements for Masonry, ANSI A41.1.

4. Rubble stone walls shall be 4 inches (102 mm) thicker than is required for solid brick or concrete walls of the same respective heights, but in no part less than 16 inches (406 mm).

2121.2.9 Substitutions.

2121.2.9.1 Where, for architectural reasons or other- wise, it is desirable to reduce the area of any required tie column or tie beam below the specified require- ments, the building official may grant such reduction, provided that the area of concrete omitted shall be replaced by reinforcing or structural steel in the ratio 1:(n-1) where “n” is defined as the modular ratio of elasticity (esteel/econcrete).

2121.2.9.2 Where it is desired to substitute for the #5 reinforcing as required by this section, three #4 bars may be substituted to replace two #5 bars.

2121.2.10 Wall additions. Where new walls are con- nected to existing walls, such connection shall be by means of a starter column of minimum 8 inches by 8 inches (203 mm by 203 mm) dimension reinforced with two #5 bars.

2121.2.11 Chases, recesses and openings.

2121.2.11.1 Unit masonry walls required to be a mini- mum of 8 inches (203 mm) thick, such as exterior walls, fire walls and bearing walls, may be chased or recessed not deeper than one-half the wall thickness for an area not exceeding 8 square feet (0.74 m2), provided the horizontal dimension of the chase or recess does not exceed 4 feet (1219 mm) and provided the chasing shall not reduce the dimension of tie beams and tie columns to less than herein required, except as follows:

Exception: Four-inch (102 mm) deep chases or recesses in 8 inch (703 mm) unit masonry walls may be constructed with 4 inch (102 mm) unit masonry panels provided such 4 inch (102 mm) unit masonry panel does not exceed 5 feet (1524 mm) in width, does not exceed 8 feet (2.4 m) in height, is bonded on one vertical side to 8 inch (203 mm) masonry or a tie column, and is not load bearing. Where such panel exceeds 2 feet (610 mm) in width at locations 20 feet (6.1 m) or more above grade in exterior walls, resistance to wind load shall be considered in the design, and a minimum of 4 inch by 8 inch (102 mm by 203 mm) tie column with two #5 vertical bars shall be provided in the free standing end of such 4 inch (102 mm) wall.

2121.2.11.2 Openings shall have lintels of reinforced concrete. Where such lintel is precast or formed sepa- rately from a tie beam, it shall bear not less than nomi- nal 8 inches (203 mm) on the masonry, at each end except as may otherwise be approved for compliance with this code by product approval, or after rational analysis, but not less than 4 inches (102 mm). Where such lintel is formed integrally with the tie beam by deepening the tie beam above the opening, and the tie beam itself is capable of safely supporting all loads, the beam may span up to 6 feet (1.8 m) in length and may be deepened not to exceed 8 inches (203 mm) without additional reinforcing. Where the tie beam is deepened in excess of 8 inches (203 mm) with a span less than 6 feet (1.8 m) in length, and the tie beam itself is capable of supporting all loads, the dropped portion shall con- tain a #3 horizontal bar at the bottom, bent up at each end and fastened to the upper tie beam steel or two #4 horizontal bars. The dropped portion shall bear at least 4 inches (102 mm) on the masonry at each end. Where the span is in excess of 6 feet (1.8 m), the principal beam reinforcing shall be at the bottom of the beam.

2121.2.12 Glass unit masonry. Reserved.

2121.2.13 Grill block. Reserved.

2121.3 Interior bearing walls. Reserved.

2121.4 Fire walls. Reserved.

2121.5 Panel walls.

2121.5.1 Panel walls of unit-masonry shall be not less than 8 inches (203 mm) thick and shall be limited in panel dimension as set forth in Section 2121.2.

2121.5.2 Panel walls of reinforced concrete shall be not less than 4 inches (102 mm) thick nor less than required by design as specified in Chapter 19 (High-Velocity Hurri- cane Zones).

2121.6 Veneered walls. Reserved.

2121.7 Partitions. Reserved.

2121.8 Fences. Reserved.

2121.9 Other masonry walls. Reserved.

SECTION 2122 HIGH-VELOCITY HURRICANE ZONES—

REINFORCED UNIT MASONRY

2122.1 Standards. The provisions of TMS 402/ACI 530/ ASCE 5 and TMS 602/ACI 530.1/ASCE 6 are hereby adopted as a minimum for the design and construction of reinforced unit masonry. In addition to TMS 402/ ACI 530/ ASCE 5 and TMS 602/ACI 530.1/ASCE 6, reinforced unit masonry structures shall comply with Sections 2122.2 through 2122.10.

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and TMS 602/ ACI 530.1/ASCE 6/ Sections 1.5 and 1.6 shall not apply.

2122.2 General.

2122.2.1 Section 2121 shall not apply where design and construction are in accordance with the provisions of this section.

2122.2.2 The design of buildings and structures of rein- forced unit masonry shall be by a professional engineer or registered architect.

2122.2.3 Minimum No. 9 gauge ladder-type hot-dipped galvanized, stainless steel, or epoxy coating horizontal joint reinforcing at every alternate course [16-inch (406 mm) spacing], for reinforced masonry shall be provided. This reinforcement shall be tied to structural columns with approved methods. In addition, horizontal joint reinforce- ment shall comply with TMS 602/ACI530.1/ASCE 6 Sec- tions 2.4C thru 2.4F and Section 3.4B.10.

2122.2.4 Special inspector. A Florida-registered architect or professional engineer shall furnish inspection of all reinforced unit masonry structures.

2122.3 Concrete masonry strength. Concrete masonry strength shall be determined by unit strength method from TMS 602/ACI 530.1/ ASCE 6 Section 1.4 or in accordance with ASTM C1314.

2122.4 Reinforcement. Reinforcement shall comply with TMS 402/ACI 530/ ASCE 5 and TMS 602/ ACI 530.1/ ASCE 6 except as modified herein Sections 2107 and 2108.

2122.5 Concentrated loads. Bearing area and concentrated loads shall be in accordance with TMS 402/ ACI 530/ ASCE 5 Sections 4.3.4 and 5.1.3.

2122.6 Reinforced masonry bearing walls. Reinforced masonry bearing walls shall have a nominal thickness of not less than 8 inches (203 mm).

2122.7 Anchorage requirements. Anchorage shall be in accordance with TMS 402/ ACI 530/ ASCE 5. Loading shall comply with TMS 402/ ACI 530/ ASCE 5 Section 4.1 and the following.

2122.7.1 Reinforced masonry walls shall be securely anchored to adjacent structural members such as roofs, floors, columns, pilasters, buttresses and intersection walls.

2122.7.2 Masonry walls shall be anchored to all floors and roofs that provide lateral support to such walls.

2122.7.3 Such anchorage shall provide a positive direct connection capable of resisting the horizontal forces as required in Chapter 16 (High-Velocity Hurricane Zones), or a minimum force of 200 pounds per lineal foot (2919 N/ m) of wall, whichever is greater.

2122.7.4 Required anchors shall be embedded in rein- forced grouted cells. Anchor bolts shall be installed in accordance with TMS 602/ ACI 530.1/ ASCE 6 Section 3.4 D.

2122.7.5 Wood framing connected by nails shall not be considered as acceptable anchorage.

2122.8 Mortar and grout.

2122.8.1 Mortar materials shall comply with TMS 602/ ACI 530.1/ ASCE 6 Section 2.1. Grout materials shall comply with TMS 602/ ACI 530.1/ ASCE 6 Section 2.2.

2122.8.2 Vertical alignment of cells to be grouted shall maintain clear, unobstructed, continuous, vertical cores measuring not less than 21/2 inches by 3 inches (51 mm by 76 mm) for fine aggregate grout and 3 inches by 3 inches (76 mm by 76 mm) for coarse aggregate grout as defined by ASTM C476. The architect or engineer may specify other grout space sizes which shall be permitted provided they comply with TMS 402/ ACI 530/ ASCE 5 Section 1.203.2.1 and TMS 602/ ACI 530.1/ ASCE 6 Section 3.5C.

2122.8.3 Placing of mortar and masonry units shall com- ply with TMS 602/ ACI 530.1/ ASCE 6 Section 3.3.

2122.8.4 Grout placement. Grout placement shall be in accordance with TMS 402/ ACI 530/ ASCE 5 and TMS 602/ ACI 530.1/ ASCE 6.

2122.8.5 Confinement. Confine grout to the areas indi- cated on the project drawings. Use material to confine grout that permits bond between masonry units and mor- tar.

2122.8.6 Unless otherwise required, mix grout other than self-consolidating grout to a consistency that has a slump between 8 and 11 inches (203 and 279 mm). Self-consoli- dating grout shall comply with TMS 602/ ACI 530.1/ ASCE 6.

2122.8.7 Grout shall be placed before any initial set has occurred, but in no case more than 11/2 hours after the mix- designed water has been added.

2122.8.8 Grout placement shall comply with Section 3.5 of TMS 602/ACI 530.1/ASCE 6. Grouting shall be a con- tinuous operation with grout pour height in accordance with Section 3.5C of TMS 602/ACI 530.1/ASCE 6 and with grout lift height in accordance with Section 3.5D of TMS 602/ ACI 530.1/ ASCE 6.

2122.8.9 Grouting shall be consolidated between lifts by puddling, rodding or mechanical vibration.

2122.8.10 Grout keys shall be formed between grout pours. Grout keys shall be formed between grout lifts when the first lift is permitted to set prior to placement of the subsequent lift.

1. Form a grout key by terminating the grout a mini- mum of 11/2 inches (38.1 mm) below a mortar joint.

2. Do not form grout keys within beams.

3. At beams or lintels laid with closed bottom units, terminate the grout pour at the bottom of the beam or lintel without forming a grout key.

2122.9 Bearing. Precast floor and roof units supported on masonry walls shall provide minimum bearing of 3 inches (76 mm) and anchorage in accordance with Section 2122.7.

2122.10 Intersecting walls. Intersecting walls shall comply with TMS 402/ ACI 530/ ASCE 5 Section 5.1.1.

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CHAPTER 22

STEEL

SECTION 2201 GENERAL

2201.1 Scope. The provisions of this chapter govern the qual- ity, design, fabrication and erection of steel used structurally in buildings or structures.

Exception: Buildings and structures located within the high-velocity hurricane zone shall comply with the provi- sions of Sections 2204 through 2209 and 2214 through 2224.

SECTION 2202 DEFINITIONS

2202.1 Definitions. The following terms are defined in Chap- ter 2:

STEEL CONSTRUCTION, COLD-FORMED.

STEEL JOIST.

STEEL ELEMENT, STRUCTURAL.

SECTION 2203 IDENTIFICATION AND PROTECTION OF STEEL FOR STRUCTURAL PURPOSES

2203.1 Identification. Identification of structural steel ele- ments shall be in accordance with AISC 360. Identification of cold-formed steel members shall be in accordance with AISI S100. Identification of cold-formed steel light-frame con- struction shall also comply with the requirements contained in AISI S200 or AISI S220, as applicable. Other steel fur- nished for structural load-carrying purposes shall be properly identified for conformity to the ordered grade in accordance with the specified ASTM standard or other specification and the provisions of this chapter. Steel that is not readily identifi- able as to grade from marking and test records shall be tested to determine conformity to such standards.

2203.2 Protection. Painting of structural steel elements shall be in accordance with AISC 360. Painting of open-web steel joists and joist girders shall be in accordance with SJI CJ, SJI JG, SJI K and SJI LH/DLH. Individual structural members and assembled panels of cold-formed steel construction shall be protected against corrosion in accordance with the require- ments contained in AISI S100. Protection of cold-formed steel light-frame construction shall be in accordance with AISI S200 or AISI S220, as applicable.

SECTION 2204 CONNECTIONS

2204.1 Welding. The details of design, workmanship and technique for welding and qualification of welding personnel shall be in accordance with the specifications listed in Sec-

tions 2205, 2206, 2207, 2208, 2210 and 2211 (see Section 2222 for HVHZ) and 2211 (see Section 2222 for HVHZ).

2204.2 Bolting. The design, installation and inspection of bolts shall be in accordance with the requirements of Sections 2205, 2206, 2207, 2210 and 2211.

2204.3 Anchor rods. Anchor rods shall be set in accordance with the approved construction documents. The protrusion of the threaded ends through the connected material shall fully engage the threads of the nuts but shall not be greater than the length of the threads on the bolts.

SECTION 2205 STRUCTURAL STEEL

2205.1 General. The design, fabrication and erection of structural steel elements in buildings, structures and portions thereof shall be in accordance with AISC 360.

2205.2 Seismic design. Where required, the seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2205.2.1 or 2205.2.2, as applicable.

2205.2.1 Structural steel seismic force-resisting sys- tems. The design, detailing, fabrication and erection of structural steel seismic force-resisting systems shall be in accordance with the provisions of Section 2205.2.1.1 or 2205.2.1.2, as applicable.

2205.2.1.1 Seismic Design Category B or C. Struc- tures assigned to Seismic Design Category B or C shall be of any construction permitted in Section 2205. Where a response modification coefficient, R, in accor- dance with ASCE 7, Table 12.2-1, is used for the design of structures assigned to Seismic Design Cate- gory B or C, the structures shall be designed and detailed in accordance with the requirements of AISC 341.

Exception: The response modification coefficient, R, designated for “Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems” in ASCE 7, Table 12.2-1, shall be permitted for systems designed and detailed in accordance with AISC 360, and need not be designed and detailed in accordance with AISC 341.

2205.2.1.2 Seismic Design Category D, E or F. Struc- tures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341, except as permitted in ASCE 7, Table 15.4-1.

2205.2.2 Structural steel elements. The design, detailing, fabrication and erection of structural steel elements in seismic force-resisting systems other than those covered in Section 2205.2.1, including struts, collectors, chords and foundation elements, shall be in accordance with AISC 341 where either of the following applies:

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1. The structure is assigned to Seismic Design Cate- gory D, E or F, except as permitted in ASCE 7, Table 15.4-1.

2. A response modification coefficient, R, greater than 3 in accordance with ASCE 7, Table 12.2-1, is used for the design of the structure assigned to Seismic Design Category B or C.

SECTION 2206 COMPOSITE STRUCTURAL STEEL

AND CONCRETE STRUCTURES

2206.1 General. Systems of structural steel elements acting compositely with reinforced concrete shall be designed in accordance with AISC 360 and ACI 318, excluding ACI 318 Chapter 14.

2206.2 Seismic design. Where required, the seismic design, fabrication and erection of composite steel and concrete sys- tems shall be in accordance with Section 2206.2.1.

2206.2.1 Seismic requirements for composite structural steel and concrete construction. Where a response modi- fication coefficient, R, in accordance with ASCE 7, Table 12.2-1, is used for the design of systems of structural steel acting compositely with reinforced concrete, the structures shall be designed and detailed in accordance with the requirements of AISC 341.

SECTION 2207 STEEL JOISTS

2207.1 General. The design, manufacture and use of open- web steel joists and joist girders shall be in accordance with one of the following Steel Joist Institute (SJI) specifications:

1. SJI CJ

2. SJI K

3. SJI LH/DLH

4. SJI JG

2207.1.1 Seismic design. Where required, the seismic design of buildings shall be in accordance with the addi- tional provisions of Section 2205.2 or 2211.6.

2207.2 Design. The registered design professional shall indi- cate on the construction documents the steel joist and steel joist girder designations from the specifications listed in Sec- tion 2207.1; and shall indicate the requirements for joist and joist girder design, layout, end supports, anchorage, bridging design that differs from the SJI specifications listed in Sec- tion 2207.1, bridging termination connections and bearing connection design to resist uplift and lateral loads. These doc- uments shall indicate special requirements as follows:

1. Special loads including:

1.1. Concentrated loads.

1.2. Nonuniform loads.

1.3. Net uplift loads.

1.4. Axial loads.

1.5. End moments.

1.6. Connection forces.

2. Special considerations including:

2.1. Profiles for joist and joist girder configurations that differ from those defined by the SJI specifi- cations listed in Section 2207.1.

2.2. Oversized or other nonstandard web openings.

2.3. Extended ends.

3. Live and total load deflection criteria for joists and joist girder configurations that differ from those defined by the SJI specifications listed in Section 2207.1.

2207.3 Calculations. The steel joist and joist girder manufac- turer shall design the steel joists and steel joist girders in accordance with the SJI specifications listed in Section 2207.1 to support the load requirements of Section 2207.2. The registered design professional shall be permitted to require submission of the steel joist and joist girder calcula- tions as prepared by a registered design professional respon- sible for the product design. Where requested by the registered design professional, the steel joist manufacturer shall submit design calculations with a cover letter bearing the seal and signature of the joist manufacturer’s registered design professional. In addition to the design calculations submitted under seal and signature, the following shall be included:

1. Bridging design that differs from the SJI specifications listed in Section 2207.1, such as cantilevered condi- tions and net uplift.

2. Connection design for:

2.1. Connections that differ from the SJI specifica- tions listed in Section 2207.1, such as flush- framed or framed connections.

2.2. Field splices.

2.3. Joist headers.

2207.4 Steel joist drawings. Steel joist placement plans shall be provided to show the steel joist products as specified on the approved construction documents and are to be utilized for field installation in accordance with specific project requirements as stated in Section 2207.2. Steel joist place- ment plans shall include, at a minimum, the following:

1. Listing of applicable loads as stated in Section 2207.2 and used in the design of the steel joists and joist gird- ers as specified in the approved construction docu- ments.

2. Profiles for joist and joist girder configurations that dif- fer from those defined by the SJI specifications listed in Section 2207.1.

3. Connection requirements for:

3.1. Joist supports.

3.2. Joist girder supports.

3.3. Field splices.

3.4. Bridging attachments.

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4. Live and total load deflection criteria for joists and joist girder configurations that differ from those defined by the SJI specifications listed in Section 2207.1.

5. Size, location and connections for bridging.

6. Joist headers.

Steel joist placement plans do not require the seal and sig- nature of the joist manufacturer’s registered design profes- sional.

2207.5 Certification. At completion of manufacture, the steel joist manufacturer shall submit a certificate of compliance to the owner or the owner’s authorized agent for submittal to the building official as specified in Section 1704.5 stating that work was performed in accordance with approved construc- tion documents and with SJI specifications listed in Section 2207.1.

SECTION 2208 STEEL CABLE STRUCTURES

2208.1 General. The design, fabrication and erection includ- ing related connections, and protective coatings of steel cables for buildings shall be in accordance with ASCE 19.

2208.2 Seismic requirements for steel cable. The design strength of steel cables shall be determined by the provisions of ASCE 19 except as modified by these provisions.

1. A load factor of 1.1 shall be applied to the prestress force included in T3 and T4 as defined in Section 3.12.

2. In Section 3.2.1, Item (c) shall be replaced with “1.5 T3” and Item (d) shall be replaced with “1.5 T4.”

SECTION 2209 STEEL STORAGE RACKS

2209.1 Storage racks. The design, testing and utilization of storage racks made of cold-formed or hot-rolled steel struc- tural members shall be in accordance with RMI/ANSI MH 16.1. Where required by ASCE 7, the seismic design of stor- age racks shall be in accordance with Section 15.5.3 of ASCE 7.

SECTION 2210 COLD-FORMED STEEL

2210.1 General. The design of cold-formed carbon and low- alloy steel structural members shall be in accordance with AISI S100. The design of cold-formed stainless-steel struc- tural members shall be in accordance with ASCE 8. Cold- formed steel light-frame construction shall also comply with Section 2211. Where required, the seismic design of cold- formed steel structures shall be in accordance with the addi- tional provisions of Section 2210.2.

2210.1.1 Steel decks. The design and construction of cold- formed steel decks shall be in accordance with this section.

2210.1.1.1 Noncomposite steel floor decks. Noncom- posite steel floor decks shall be permitted to be designed and constructed in accordance with ANSI/SDI-NC1.0.

2210.1.1.2 Steel roof deck. Steel roof decks shall be permitted to be designed and constructed in accordance with ANSI/SDI-RD1.0.

2210.1.1.3 Composite slabs on steel decks. Composite slabs of concrete and steel deck shall be permitted to be designed and constructed in accordance with SDI-C.

2210.2 Seismic requirements for cold-formed steel struc- tures. Where a response modification coefficient, R, in accor- dance with ASCE 7, Table 12.2-1, is used for the design of cold-formed steel structures, the structures shall be designed and detailed in accordance with the requirements of AISI S100, ASCE 8, or, for cold-formed steel special-bolted moment frames, AISI S110.

2210.3 Test standard for joist hangers and connectors. Allowable loads for joist hangers and connectors shall be in accordance with either AISI S914 or the procedure in ASTM D7147. Allowable loads for hold-downs shall be in accor- dance with AISI S913.

SECTION 2211 COLD-FORMED STEEL

LIGHT-FRAME CONSTRUCTION

2211.1 General. The design and installation of structural and nonstructural members utilized in cold-formed steel light- frame construction where the specified minimum base steel thickness is not greater than 0.1180 inches (2.997 mm) shall be in accordance with AISI S200 and Sections 2211.2 through 2211.7, or AISI S220, as applicable.

2211.2 Header design. Headers, including box and back-to- back headers, and double and single L-headers shall be designed in accordance with AISI S212 or AISI S100.

2211.3 Truss design. Cold-formed steel trusses shall be designed in accordance with AISI S214, Sections 2211.3.1 through 2211.3.4 and accepted engineering practice.

2211.3.1 Truss design drawings. The truss design draw- ings shall conform to the requirements of Section B2.3 of AISI S214 and shall be provided with the shipment of trusses delivered to the job site. The truss design drawings shall include the details of permanent individual truss member restraint/bracing in accordance with Section B6(a) or B 6(c) of AISI S214 where these methods are utilized to provide restraint/bracing.

2211.3.2 Deferred submittals. AISI S214 Section B4.2 shall be deleted.

2211.3.3 Trusses spanning 60 feet or greater. The owner or the owner’s authorized agent shall contract with a regis- tered design professional for the design of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing for trusses with clear spans 60 feet (18 288 mm) or greater.

2211.3.4 Truss quality assurance. Reserved.

2211.4 Structural wall stud design. Structural wall studs shall be designed in accordance with either AISI S211 or AISI S100.

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2211.5 Floor and roof system design. Framing for floor and roof systems in buildings shall be designed in accordance with either AISI S210 or AISI S100.

2211.6 Lateral design. Light-frame shear walls, diagonal strap bracing that is part of a structural wall and diaphragms used to resist wind, seismic and other in-plane lateral loads shall be designed in accordance with AISI S213.

2211.7 Prescriptive framing. Detached one- and two-family dwellings and townhouses, less than or equal to three stories above grade plane, shall be permitted to be constructed in accordance with AISI S230 subject to the limitations therein.

SECTION 2212 GABLE END WALLS

2212.1 Gable endwalls. Gable endwalls shall be structurally continuous between points of lateral support.

2212.1.2 Cathedral endwalls. Gable endwalls adjacent to cathedral ceilings shall be structurally continuous from the uppermost floor to the ceiling diaphragm or to the roof diaphragm.

SECTION 2213 RESERVED

SECTION 2214 HIGH-VELOCITY HURRICANE ZONES—

GENERAL—STEEL CONSTRUCTION

2214.1 Design. Steel and iron members shall be designed by methods admitting of rational analysis according to estab- lished principles or methods.

2214.2 The design, fabrication and erection of iron and steel for buildings and other structures shall be as set forth in this chapter. The requirements set forth in Sections 2215 through 2221 herein, inclusive, apply to structural steel for buildings and other structures. Sections 2222 and 2223, apply to cold- formed members of sheet or strip steel and cold-formed steel light frame construction.

2214.3 The following standards, as set forth in Chapter 35 of this code, are hereby adopted.

1. American Institute of Steel Construction, AISC:

a. Reserved.

b. DG03, Serviceability Design Considerations for Steel Buildings, AISC.

c. AISC Steel Construction Manual, AISC.

d. Detailing for Steel Construction, AISC.

e. DG15, AISC Rehabilitation and Retrofit Guide A Reference for Historic Shapes and Specifications, AISC.

f. DG09, Torsional Analysis of Structural Steel Members, AISC.

2. American Iron and Steel Institute, AISI

a. AISI S100, North American Standard for the Design of Cold-Formed Steel Structural Mem- bers

b. AISI S200, North American Standard for Cold- Formed Steel Framing – General Provisions

c. AISI S210, North American Standard for Cold- Formed Steel Framing – Floor and Roof System Design

d. AISI S211, North American Standard for Cold- Formed Steel Framing – Wall Stud Design

e. AISI S212, North American Standard for Cold- Formed Steel Framing – Header Design

f. AISI S213, North American Standard for Cold- Formed Steel Framing – Lateral Design with Supplement 1

g. AISI S-214, North American Standard for Cold- Formed Steel Framing – Truss Design

h. AISI S230, Standard for Cold-formed Steel Framing–Prescriptive Method for One-and Two- Family Dwellings

3. American National Standards Institute/American Society of Civil Engineers, ANSI/ASCE.

a. Reserved.

b. Specifications for the Design of Cold-Formed Stainless Steel Structural Members, ANSI/ASCE 8.

c. Reserved.

4. American National Standards Institute/American Welding Society, ANSI/AWS.

a. Specification for Welding Procedure and Perfor- mance Qualification, AWS B2.1.

b. Reserved.

c. Structural Welding Code–Steel, ANSI/AWS D1.1—D1.1M.

d. Structural Welding Code–Sheet Metal, ANSI/ AWS D1.3—D1.3M.

e. Structural Welding Code–Reinforcing Steel, ANSI/AWS D1.4

f. Sheet Metal Welding Code, AWS D9.1—D9.1M.

5. ASTM International.

a. Standard Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling and Bars for Structural Use, ASTM A6.

b. Standard Specifications for High-Strength Bolts for Structural Steel Joints, ASTM A325.

c. Standard Specification for Heat-Treated Steel Structural Bolts, Alloy Steel, Heat Treated 150 KSI Minimum Tensile Strength, ASTM A490.

d. Standard Specification for Sheet Steel, Carbon, Metallic, and Nonmetallic Coated for Cold- formed Steel Framing Members, ASTM A1003- A1003M.

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6. National Association of Architectural Metal Manu- facturers, NAAMM.

a. NAAMM MBG 531, Metal Grating Manual.

7. Reserved.

8. Research Council on Structural Connections, RCSC.

a. Specification for Structural Joints Using High- Strength Bolts, RSC.

9. Reserved.

10. Steel Deck Institute, Inc., SDI.

a. Reserved.

b. Reserved.

c. Reserved.

d. Reserved.

e. Reserved.

f. Diaphragm Design Manual, SDI.

g. SDI-C-2011 Standard for Composite Steel Floor Deck Slabs

h. SDI-RD-2010 Standard for Steel Roof Deck

i. SDI-NC-2010 Standard for Non-Composite Steel Floor Deck.

11. Steel Joist Institute, SJI.

a. 43rd Edition Standard Specifications and Load and Weight Tables for Steel Joists and Joist Gird- ers, which includes Errata No. 1 and No. 2, SJI.

b. “Structural Design of Steel Joist Roofs to Resist Ponding Loads”, Technical Digest No. 3, SJI.

c. “Vibration of Steel Joist-Concrete Slab Floors”, Technical Digest No. 5, SJI.

d. “Design of Steel Joist Roofs to Resist Uplift Loads”, Technical Digest No. 6, SJI.

e. “Welding of Open Web Steel Joist and Joist Girders”, Technical Digest No. 8, SJI.

f. “Handling and Erection of Steel Joists and Joist Girders”, Technical Digest No. 9, SJI.

g. 85 Years of Open Web Steel Joist Construction, SJI.

h. “Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders”, Technical Digest No. 11, SJI

12. Reserved.

a. Reserved.

b. Reserved.

13. Reserved.

14. Steel Tube Institute, STI.

a. HSS Design Manual.

2214.4 Workmanship. Reserved.

2214.5 Statements of the structural responsibilities of architects and professional engineers on the design of structural steel systems. Reserved.

SECTION 2215 HIGH-VELOCITY HURRICANE ZONES—

MATERIAL 2215.1 Steel. Reserved.

2215.2 High-strength steel bolts. Reserved.

2215.3 Used and damaged material. All steel shall be straight and true, and any section damaged to be out of shape shall not be used. Steel previously used or fabricated for use or fabricated in error shall not be used except with the approval of the building official. Filled holes or welds shall not be concealed. Straightened or retempered fire-burned steel shall not be used except with the approval of the build- ing official.

2215.4 Tests. Reserved.

SECTION 2216 HIGH-VELOCITY HURRICANE ZONES—

DESIGN LOADS 2216.1 Design shall be based on the dead, live, wind and other loads set forth in Chapter 16 (High-Velocity Hurricane Zones) and the additional stress considerations set forth in this chapter.

SECTION 2217 HIGH-VELOCITY HURRICANE ZONES—

MINIMUM THICKNESS OF MATERIAL 2217.1 The minimum thickness of material shall not be less than as set forth in the applicable standards listed in Section 2214.3 except as otherwise set forth herein.

SECTION 2218 HIGH-VELOCITY HURRICANE ZONES—

CONNECTIONS RESERVED

SECTION 2219 HIGH-VELOCITY HURRICANE ZONES—

TUBULAR COLUMNS 2219.1 Tubular columns and other primary compression members, excluding secondary posts and struts not subject to bending and whose design load does not exceed 2,000 pounds (8900 N), shall have a minimum least dimension of 21/2 inches (64 mm) and a minimum wall thickness of 3/16 inch (4.8 mm).

2219.2 Tubular members when filled with concrete shall have 1/4-inch diameter (6.4 mm) pressure relief holes drilled through the shell, within 6 inches (152 mm) of the top and bottom of the exposed length of the member and one hole at midheight.

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2219.3 Concrete fill in tubular members shall not be assumed to carry any of the load except in compression members hav- ing a least dimension of 8 inches (203 mm) or greater and having a 1 inch (25 mm) inspection hole in the plate at each end.

SECTION 2220 HIGH-VELOCITY HURRICANE ZONES—

PROTECTION OF METAL RESERVED

SECTION 2221 HIGH-VELOCITY HURRICANE ZONES— GENERAL—OPEN WEB STEEL JOISTS

2221.1 Standards. Open web steel joists shall comply with the standards set forth in Section 2214.3.

2221.2 Reserved.

2221.3 Design. Reserved.

2221.4 Connections. Reserved.

2221.5 Bridging. Reserved.

2221.6 End supports and anchorage.

2221.6.1 Joists shall not bear directly on unit masonry unless masonry is designed as engineered unit masonry with properly reinforced, grout-filled continuous bond beam.

2221.6.2 The ends of every joist shall be bolted, welded or encased in concrete at each point of bearing to provide not less than 100 percent of the net uplift reaction specified in the structural construction documents.

2221.6.3 The ends of joists shall have a minimum bearing, on reinforced concrete and steel supports as specified in the standard set forth in Section 2214.3(11).

2221.7 Fabrication. Reserved.

2221.8 Shop standards. Reserved.

SECTION 2222 HIGH-VELOCITY HURRICANE ZONES— COLD-FORMED STEEL CONSTRUCTION

2222.1 Cold-formed steel construction shall include individ- ual structural members, structural decks or wall panels, and nonstructural roofing, siding and other construction elements formed from sheet or strip steel and as set forth in Section 2214.3(2) and (3).

2222.2 Standards. Cold-formed steel used in structural applications shall conform to the Standards set forth in Sec- tion 2214.3(2) and (3).

2222.2.1 Galvanizing as referred to herein is to be zinc coating conforming to the standard set forth in Section 2214.3(5)(d).

2222.3 Individual structural members. Design, fabrication and erection of individual cold-formed steel structural mem- bers shall be as set forth herein.

2222.3.1 All structural members shall be positively con- nected to resist the loads set forth in Chapter 16 (High- Velocity Hurricane Zones).

2222.3.2 All connections shall be by welding, riveting, bolting or other approved fastening devices or methods providing positive attachment and resistance to loosening. Fasteners shall be of compatible material.

2222.3.3 Cables and rods shall not be used as lateral brac- ing in habitable structures. Lateral bracing, when used, shall have a slenderness ratio of 300 or less, unless restricted by any other section of this code.

2222.3.4 All doors shall be anchored as part of the frame in the closed position.

2222.3.5 No increase in strength shall be allowed for the effect of cold work.

2222.4 Structural sheets. Decks and panels with or without an approved fill material may be designed as diaphragms in accordance with Diaphragm Design Manual of the Steel Deck Institute, provided other limitations in this code are complied with.

2222.4.1 Poured fill on roof and floor decks shall not be assumed to have any structural value to support or resist vertical or lateral loads or to provide stability or dia- phragm action unless so designed, and poured fill and/or applied materials do not degrade when subjected to mois- ture.

2222.4.2 Positive attachment of sheets shall be provided to resist uplift forces. Attachment shall be as set forth in Sec- tion 2222.3.1 and as required by rational analysis, and/or tests, but not less frequently than the following maximum spacing:

1. One fastener shall be placed near the corner of each sheet or at overlapping corners of sheets.

2. Along each supporting member, the spacing of fas- teners shall not exceed 8 inches (203 mm) on centers at ends of sheets or 12 inches (305 mm) on centers.

3. The spacing of edge fasteners between panels, and between panels and supporting members, parallel to the direction of span, where continuous interlock is not otherwise provided shall be not more than 12 inches (305 mm) on centers.

4. Fastening shall be by bolting, welding or other approved fastening device that provides a resistance to lateral movement as required by rational analysis or by test, but not less than 400 pounds per lineal foot (5838 N/m).

5. Poured lightweight concrete fill will be acceptable as continuous interlock.

6. Attachment to the supporting structure shall be pro- vided at all perimeters and discontinuities by fasten- ers spaced at no more than 8 inches (203 mm) on center.

7. Wall panels shall be attached as set forth in Section 2222.4.2(1),(2) and (3).

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2222.4.3 Metal siding and roof panels shall be not less than 24 gauge.

Exception: Roof panels having an approved fill mate- rial designed to act as a diaphragm may use a lighter deck gauge provided that the product approval for the fill material allows its use over the same deck gauge, but in no case shall the deck be less than 26 gauge. The permit applicant shall provide the building official with signed and sealed structural calculations for the dia- phragm design prepared by a licensed architect or engi- neer proficient in structural design. The diaphragm design shall comply with the applicable requirements of Chapter 16 and Chapter 22 (High-Velocity Hurri- cane Zones).

2222.4.4 Deflection.

2222.4.4.1 Deflection of structural metal siding shall not exceed L/240.

2222.4.4.2 Deflection of structural metal roof panels shall not exceed L/180.

2222.4.5 The bending stress of metal siding and roof pan- els shall be designed using a safety factor of not less than 2.5.

2222.4.6 Minimum roof decking uplift loads shall comply with the design requirements of Chapter 16 (High-Veloc- ity Hurricane Zones) utilizing rational analysis, but not less than UL 580 Class 90.

2222.4.7 Reserved.

2222.4.8 Metal siding and roof panels shall be designed, where possible, to be continuous over two or more spans.

2222.5 Nonstructural sheets. Steel sheet sections not suit- able by rational analysis for self-supporting structural sheets shall be termed roofing and siding. Roofing and siding shall be used only over solid wood sheathing or equivalent back- ing.

2222.5.1 Attachment of sheets shall be as set forth in Sec- tion 2222.4.2

2222.6 Protection of metal. All members shall be treated with protective paint coatings or equivalent protection except as permitted in Sections 2222.6.1 or 2222.6.2.

2222.6.1 All steel sheets having a thickness of less than 20 gauge, i.e., materials of higher gauge, shall be galvanized in accordance with the standards of Section 2214.3(5)(d) herein to provide a minimum coating designation of G90.

2222.6.2 Abrasions or damages to the protective coating shall be spot-treated with a material and in a manner com- patible to the shop protective coating.

2222.7 Welding shall conform to the requirements of Sec- tions 2214.3.

SECTION 2223 HIGH-VELOCITY HURRICANE ZONES—

PREENGINEERED, PREFABRICATED METAL BUILDING SYSTEMS AND COMPONENTS

(PREENGINEERED STRUCTURES)

2223.1 Scope. Metal buildings (preengineered structures) shall include, but not be limited to, tapered or straight web structural steel frames and predominantly cold formed steel secondary components, including, but not limited to, girts, purlins, roof sheets, wall sheets, etc.

2223.2 Standards. Frames and components shall comply with the standards set forth in Section 2214.3.

2223.3 Structural construction documents for preengineered structures shall indicate the necessary measures for adapting the structures to the specific site. The structural construction documents shall indicate all openings, concentrated loads and other special requirements. Foundation conditions assumed in the design shall be indicated as well as the location and mag- nitude of building reactions on that foundation under all design conditions.

2223.4 Structural submittals. Reserved.

2223.5 Design. A building or component system in this sec- tion shall have a structural engineer of record and/or architect of record responsible for the overall design and performance of the entire building including the foundation and the anchorage of the preengineered metal systems buildings thereto. The structural engineer of record and/or the architect of record shall provide the structural construction documents necessary for permitting.

2223.5.1 Calculations for drift and deflection of the metal system building shall be by the specialty engineer.

2223.5.2 Calculations for deflection shall be done using only the bare frame method. Reductions based on engi- neering judgment using the assumed composite stiffness of the building envelope shall not be allowed. Drift shall follow AISC serviceability design considerations for low- rise buildings. The use of composite stiffness for deflec- tion calculations shall be permitted only when actual cal- culations for the stiffness are included with the design for the specific project. When maximum deflections are speci- fied by the structural construction documents, calculations shall be included in the design data.

2223.5.3 The manufacturer shall design the metal system building and/or component system in accordance with the provisions of Chapter 16 (High-Velocity Hurricane Zones), and the design shall be signed, dated and sealed by the specialty engineer and reviewed by the structural engi- neer of record and/or the architect of record. The manufac- turer of the metal system building and or component system shall be responsible to provide all reactions to the structural engineer of record and/or the architect of record.

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2223.5.4 Fastenings shall be by bolting, welding or other approved fastening device that provides a resistance to lat- eral movement as required by rational analysis or by test, but not less than 400 pounds per lineal foot (5838 N/m).

2223.6 Permitting. Reserved.

2223.7 Fabrication and erection.

2223.7.1 Reserved.

2223.7.2 Temporary bracing shall be provided during erection and shall remain in place until all structural frames, purlins, girts, flange braces, cable or rod bracing and sheets used as diaphragms have been installed.

2223.8 Roof sheets, wall sheets, roof panels and wall pan- els.

2223.8.1 Reserved.

2223.8.2 The fusion welding of structural members and structural sheets defined in Section 2222.4 and less than 22 gauge (0.0299 inch nominal) in thickness shall have minimum of 5/8 inch (17 mm) diameter welds through weld washers not less than 14-gauge in thickness and 1 inch (25 mm) in diameter, contoured if necessary to pro- vide continuous contact, or an equivalent device.

2223.8.3 Clip-mounted standing-seam roof sheets shall not be used as diaphragms nor shall they be considered as adequate lateral bracing of the flange of the secondary member to which they are attached unless one or both of these features are designed into the sheathing system and the manufacturer can certify by testing and/or analysis that such capabilities exist and are appropriately defined.

2223.8.4 Structural standing-seam roof sheets shall be a minimum of 24 gauge [0.0239 inch (0.6 mm) nominal] in thickness.

2223.8.5 Direct screw attached roof and wall sheets may be used as diaphragms provided the sheets are a minimum of 24 gauge [0.0239 inch (0.6 mm) nominal] in thickness. Additionally, these sheets shall be considered to laterally brace the flange of the secondary member to which they are attached.

2223.8.6 See Section 2222 for additional requirements for roof sheets, wall sheets, roof panels and wall panels.

2223.9 Roof purlins and wall girts.

2223.9.1 Adequate bracing shall be provided to the com- pression flanges of secondary members with special atten- tion to those members subject to uplift or outward pressures where no roof or wall sheets are attached to pro- vide such bracing. Sag rods shall not be considered brac- ing when located in the neutral axis of the web of the secondary members.

2223.9.2 Roof purlins and wall girts shall be laterally braced in addition to relying on deck and panel diaphragm action.

2223.9.3 The ends and bearing points of secondary mem- bers shall be designed to carry 100 percent of dead, live and collateral loads superimposed on them by wind.

2223.9.4 Upward or outward forces of wind are to be cal- culated without live and collateral loads. When downward or inward forces caused by wind are involved, the dead forces plus collateral load forces must be combined but the roof live load may be omitted.

2223.10 Individual structural members.

2223.10.1 Cables and rods shall not be used as lateral bracing in habitable structures. Lateral bracing, when used, shall have a slenderness ratio of 300 or less, unless restricted by any other section of this code.

2223.10.2 Reserved.

2223.10.3 All doors shall be anchored as part of the frame in the closed position.

2223.10.4 See Section 2222 for additional requirements for metal building systems and components.

2223.11 Inspection. Reserved.

SECTION 2224 HIGH-VELOCITY HURRICANE ZONES—

CHAIN LINK FENCES 2224.1 Chain link fences in excess of 12 feet (3.7 m) in height shall be designed according to the loads specified in Chapter 16 (High-Velocity Hurricane Zones).

2224.2 Chain link fences less than 12 feet (3.7 m) in height shall be designed according to the loads specified in Chapter 16 (High-Velocity Hurricane Zones) or may be constructed to meet the minimum requirements specified in Table 2224.

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TABLE 2224 CHAIN LINK FENCE MINIMUM REQUIREMENTS

For SI: 1 inch = 25.4 mm. NOTES: 1. This table is applicable only to fences with unrestricted airflow. 2. Fabric: 121/2 gauge minimum. 3. Tension bands: Use one less than the height of the fence in feet evenly spaced. 4. Fabric ties: Must be minimum the same gauge of the fabric. 5. Fabric tie spacing on the top rail: Five ties between posts, evenly spaced. 6. Fabric tie spacing on line posts: One less than height of the fence in feet, evenly spaced. 7. Either top rail or top tension wire shall be used. 8. Braces must be used at terminal posts if top tension wire is used instead of top rail. 9. Post spacing: 10 foot (3 m) on center maximum. 10. Posts shall be embedded to within 6 inches (152 mm) from the bottom of the foundation. 11. In order to follow the contour of the land, the bottom of the fence may clear the contour of the ground by up to 5 inches (127 mm) without increasing table

values to the next higher limit.

Fence Height (ft)

Terminal Post Dimensions (o.d. x wall thickness) (in inches)

Line Post Dimensions (o.d. x wall thickness) (in inches)

Terminal Post Concrete Foundation Size

(diameter x depth) (in inches)

Line Post Concrete Foundation Size

(diameter x depth) (in inches)

Up to 4 Over 4 to 5 Over 5 to 6 Over 6 to 8

Over 8 to 10 Over 10 to 12

2 3/8 × 0.042 2 3/8 × 0.042 2 3/8 × 0.042 2 3/8 × 0.110 2 7/8 × 0.110 2 7/8 × 0.160

1 5/8 × 0.047 1 7/8 × 0.055 1 7/8 × 0.065 2 3/8 × 0.095 2 3/8 × 0.130 2 7/8 × 0.120

10 × 24 10 × 24 10 × 24 10 × 36 12 × 40 12 × 42

8 × 24 8 × 24 8 × 24 10 × 36 10 × 40 12 × 42

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CHAPTER 23

WOOD

SECTION 2301 GENERAL

2301.1 Scope. The provisions of this chapter shall govern the materials, design, construction and quality of wood members and their fasteners.

Exception: Buildings and structures located within the high-velocity hurricane zone shall comply with the provi- sions of Sections 2302, 2303.1 through 2303.1.4, 2303.1.8, 2303.2, 2303.5, 2303.5.1, 2303.5.2, 2304.12, 2304.12.9 and Sections 2314 through 2330.

2301.2 General design requirements. The design of struc- tural elements or systems, constructed partially or wholly of wood or wood-based products, shall be in accordance with one of the following methods:

1. Allowable stress design in accordance with Sections 2304, 2305 and 2306.

2. Load and resistance factor design in accordance with Sections 2304, 2305 and 2307.

3. Conventional light-frame construction in accordance with Sections 2304 and 2308.

4. AWC WFCM in accordance with Section 2309.

5. The design and construction of log structures in accor- dance with the provisions of ICC 400.

2301.3 Nominal sizes. For the purposes of this chapter, where dimensions of lumber are specified, they shall be deemed to be nominal dimensions unless specifically desig- nated as actual dimensions (see Section 2304.2).

SECTION 2302 DEFINITIONS

2302.1 Definitions. The following terms are defined in Chap- ter 2:

ACCREDITATION BODY.

BRACED WALL LINE.

BRACED WALL PANEL.

COLLECTOR.

CONVENTIONAL LIGHT-FRAME CONSTRUCTION.

CRIPPLE WALL.

CROSS-LAMINATED TIMBER.

DIAPHRAGM, UNBLOCKED.

DRAG STRUT.

ENGINEERED WOOD RIM BOARD.

FIBERBOARD.

GABLE.

GRADE (LUMBER).

HARDBOARD.

NAILING, BOUNDARY.

NAILING, EDGE.

NAILING, FIELD.

NOMINAL SIZE (LUMBER).

PARTICLEBOARD.

PERFORMANCE CATEGORY.

PREFABRICATED WOOD I-JOIST.

SHEAR WALL.

Shear wall, perforated.

Shear wall segment, perforated.

STRUCTURAL COMPOSITE LUMBER.

Laminated strand lumber (LSL).

Laminated veneer lumber (LVL).

Oriented strand lumber (OSL).

Parallel strand lumber (PSL).

STRUCTURAL GLUED-LAMINATED TIMBER.

TIE-DOWN (HOLD-DOWN).

TREATED WOOD.

Fire-retardant-treated wood.

Preservative-treated wood.

WOOD SHEAR PANEL.

WOOD STRUCTURAL PANEL.

Composite panels.

Oriented strand board (OSB).

Plywood.

SECTION 2303 MINIMUM STANDARDS AND QUALITY

2303.1 General. Structural sawn lumber; end-jointed lumber; prefabricated wood I-joists; structural glued-laminated tim- ber; wood structural panels; fiberboard sheathing (when used structurally); hardboard siding (when used structurally); par- ticleboard; preservative-treated wood; structural log mem- bers; structural composite lumber; round timber poles and piles; fire-retardant-treated wood; hardwood plywood; wood trusses; joist hangers; nails; and staples shall conform to the applicable provisions of this section.

2303.1.1 Sawn lumber. Sawn lumber used for load-sup- porting purposes, including end-jointed or edge-glued lumber, machine stress-rated or machine-evaluated lum- ber, shall be identified by the grade mark of a lumber grad- ing or inspection agency that has been approved by an accreditation body that complies with DOC PS 20 or

�

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equivalent. Grading practices and identification shall com- ply with rules published by an agency approved in accor- dance with the procedures of DOC PS 20 or equivalent procedures.

2303.1.1.1 Certificate of inspection. In lieu of a grade mark on the material, a certificate of inspection as to species and grade issued by a lumber grading or inspec- tion agency meeting the requirements of this section is permitted to be accepted for precut, remanufactured or rough-sawn lumber and for sizes larger than 3 inches (76 mm) nominal thickness.

2303.1.1.2 End-jointed lumber. Approved end-jointed lumber is permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

2303.1.2 Prefabricated wood I-joists. Structural capaci- ties and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D5055.

2303.1.3 Structural glued-laminated timber. Glued- laminated timbers shall be manufactured and identified as required in ANSI/AITC A 190.1 and ASTM D3737.

2303.1.4 Structural glued cross-laminated timber. Cross-laminated timbers shall be manufactured and identi- fied in accordance with ANSI/APA PRG 320.

2303.1.5 Wood structural panels. Wood structural pan- els, when used structurally (including those used for sid- ing, roof and wall sheathing, subflooring, diaphragms and built-up members), shall conform to the requirements for their type in DOC PS 1, DOC PS 2 or ANSI/APA PRP 210. Each panel or member shall be identified for grade, bond classification, and Performance Category by the trademarks of an approved testing and grading agency. The Performance Category value shall be used as the “nominal panel thickness” or “panel thickness” whenever referenced in this code. Wood structural panel components shall be designed and fabricated in accordance with the applicable standards listed in Section 2306.1 and identi- fied by the trademarks of an approved testing and inspec- tion agency indicating conformance to the applicable standard. In addition, wood structural panels when perma- nently exposed in outdoor applications shall be of Exterior type, except that wood structural panel roof sheathing exposed to the outdoors on the underside is permitted to be Exposure 1 type.

2303.1.6 Fiberboard. Fiberboard for its various uses shall conform to ASTM C208. Fiberboard sheathing, when used structurally, shall be identified by an approved agency as conforming to ASTM C208.

2303.1.6.1 Jointing. To ensure tight-fitting assemblies, edges shall be manufactured with square, shiplapped, beveled, tongue-and-groove or U-shaped joints.

2303.1.6.2 Roof insulation. Where used as roof insula- tion in all types of construction, fiberboard shall be pro- tected with an approved roof covering.

2303.1.6.3 Wall insulation. Where installed and fire- blocked to comply with Chapter 7, fiberboards are per- mitted as wall insulation in all types of construction. In fire walls and fire barriers, unless treated to comply with Section 803.1 for Class A materials, the boards shall be cemented directly to the concrete, masonry or other noncombustible base and shall be protected with an approved noncombustible veneer anchored to the base without intervening airspaces.

2303.1.6.3.1 Protection. Fiberboard wall insulation applied on the exterior of foundation walls shall be protected below ground level with a bituminous coating.

2303.1.7 Hardboard. Hardboard siding used structurally shall be identified by an approved agency conforming to CPA/ANSI A135.6. Hardboard underlayment shall meet the strength requirements of 7/32-inch (5.6 mm) or

1/4-inch (6.4 mm) service class hardboard planed or sanded on one side to a uniform thickness of not less than 0.200 inch (5.1 mm). Prefinished hardboard paneling shall meet the requirements of CPA/ANSI A135.5. Other basic hard- board products shall meet the requirements of CPA/ANSI A135.4. Hardboard products shall be installed in accor- dance with manufacturer's recommendations.

2303.1.8 Particleboard. Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency. Particleboard shall not be utilized for applications other than indicated in this section unless the particleboard complies with the provisions of Section 2306.3.

2303.1.8.1 Floor underlayment. Particleboard floor underlayment shall conform to Type PBU of ANSI A208.1. Type PBU underlayment shall not be less than 1/4-inch (6.4 mm) thick and shall be installed in accor- dance with the instructions of the Composite Panel Association.

2303.1.9 Preservative-treated wood. Lumber, timber, plywood, piles and poles supporting permanent structures required by Section 2304.12 to be preservative treated shall conform to the requirements of the applicable AWPA Standard U1 and M4 for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA U1. Lumber and plywood used in wood founda- tion systems shall conform to Chapter 18.

2303.1.9.1 Identification. Wood required by Section 2304.12 to be preservative treated shall bear the quality mark of an inspection agency that maintains continuing supervision, testing and inspection over the quality of the preservative-treated wood. Inspection agencies for preservative-treated wood shall be listed by an accredi- tation body that complies with the requirements of the American Lumber Standards Treated Wood Program, or equivalent. The quality mark shall be on a stamp or

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label affixed to the preservative-treated wood, and shall include the following information:

1. Identification of treating manufacturer.

2. Type of preservative used.

3. Minimum preservative retention (pcf).

4. End use for which the product is treated.

5. AWPA standard to which the product was treated.

6. Identity of the accredited inspection agency.

2303.1.9.2 Moisture content. Where preservative- treated wood is used in enclosed locations where dry- ing in service cannot readily occur, such wood shall be at a moisture content of 19 percent or less before being covered with insulation, interior wall finish, floor cov- ering or other materials.

2303.1.10 Structural composite lumber. Structural capacities for structural composite lumber shall be estab- lished and monitored in accordance with ASTM D5456.

2303.1.11 Structural log members. Stress grading of structural log members of nonrectangular shape, as typi- cally used in log buildings, shall be in accordance with ASTM D3957. Such structural log members shall be iden- tified by the grade mark of an approved lumber grading or inspection agency. In lieu of a grade mark on the material, a certificate of inspection as to species and grade issued by a lumber grading or inspection agency meeting the requirements of this section shall be permitted.

2303.1.12 Round timber poles and piles. Round timber poles and piles shall comply with ASTM D3200 and ASTM D25, respectively.

2303.1.13 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with ANSI/ APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

2303.2 Fire-retardant-treated wood. Fire-retardant-treated wood is any wood product which, when impregnated with chemicals by a pressure process or other means during manu- facture, shall have, when tested in accordance with ASTM E84 or UL 723, a listed flame spread index of 25 or less and show no evidence of significant progressive combustion when the test is continued for an additional 20-minute period. Additionally, the flame front shall not progress more than 101/2 feet (3200 mm) beyond the centerline of the burners at any time during the test.

2303.2.1 Pressure process. For wood products impreg- nated with chemicals by a pressure process, the process shall be performed in closed vessels under pressures not less than 50 pounds per square inch gauge (psig) (345 kPa).

2303.2.2 Other means during manufacture. For wood products produced by other means during manufacture, the treatment shall be an integral part of the manufacturing

process of the wood product. The treatment shall provide permanent protection to all surfaces of the wood product.

2303.2.3 Testing. For wood products produced by other means during manufacture, other than a pressure process, all sides of the wood product shall be tested in accordance with and produce the results required in Section 2303.2. Wood structural panels shall be permitted to test only the front and back faces.

2303.2.4 Labeling. Fire-retardant-treated lumber and wood structural panels shall be labeled. The label shall contain the following items:

1. The identification mark of an approved agency in accordance with Section 1703.5.

2. Identification of the treating manufacturer.

3. The name of the fire-retardant treatment.

4. The species of wood treated.

5. Flame spread and smoke-developed index.

6. Method of drying after treatment.

7. Conformance with appropriate standards in accor- dance with Sections 2303.2.5 through 2303.2.8.

8. For fire-retardant-treated wood exposed to weather, damp or wet locations, include the words “No increase in the listed classification when subjected to the Standard Rain Test” (ASTM D2898).

2303.2.5 Strength adjustments. Design values for untreated lumber and wood structural panels, as specified in Section 2303.1, shall be adjusted for fire-retardant- treated wood. Adjustments to design values shall be based on an approved method of investigation that takes into consideration the effects of the anticipated temperature and humidity to which the fire-retardant-treated wood will be subjected, the type of treatment and redrying pro- cedures.

2303.2.5.1 Wood structural panels. The effect of treatment and the method of redrying after treatment, and exposure to high temperatures and high humidities on the flexure properties of fire-retardant-treated soft- wood plywood shall be determined in accordance with ASTM D5516. The test data developed by ASTM D5516 shall be used to develop adjustment factors, maximum loads and spans, or both, for untreated ply- wood design values in accordance with ASTM D6305. Each manufacturer shall publish the allowable maxi- mum loads and spans for service as floor and roof sheathing for its treatment.

2303.2.5.2 Lumber. For each species of wood that is treated, the effects of the treatment, the method of redrying after treatment and exposure to high tempera- tures and high humidities on the allowable design prop- erties of fire-retardant-treated lumber shall be determined in accordance with ASTM D5664. The test data developed by ASTM D5664 shall be used to develop modification factors for use at or near room temperature and at elevated temperatures and humidity in accordance with ASTM D6841. Each manufacturer shall publish the modification factors for service at

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temperatures of not less than 80°F (27°C) and for roof framing. The roof framing modification factors shall take into consideration the climatological location.

2303.2.6 Exposure to weather, damp or wet locations. Where fire-retardant-treated wood is exposed to weather, or damp or wet locations, it shall be identified as “Exte- rior” to indicate there is no increase in the listed flame spread index as defined in Section 2303.2 when subjected to ASTM D2898.

2303.2.7 Interior applications. Interior fire-retardant- treated wood shall have moisture content of not over 28 percent when tested in accordance with ASTM D3201 procedures at 92-percent relative humidity. Interior fire- retardant-treated wood shall be tested in accordance with Section 2303.2.5.1 or 2303.2.5.2. Interior fire-retardant- treated wood designated as Type A shall be tested in accordance with the provisions of this section.

2303.2.8 Moisture content. Fire-retardant-treated wood shall be dried to a moisture content of 19 percent or less for lumber and 15 percent or less for wood structural pan- els before use. For wood kiln-dried after treatment (KDAT), the kiln temperatures shall not exceed those used in kiln drying the lumber and plywood submitted for the tests described in Section 2303.2.5.1 for plywood and 2303.2.5.2 for lumber.

2303.2.9 Type I and II construction applications. See Section 603.1 for limitations on the use of fire-retardant- treated wood in buildings of Type I or II construction.

2303.3 Hardwood and plywood. Hardwood and decorative plywood shall be manufactured and identified as required in HPVA HP-1.

2303.4 Trusses. Wood trusses shall comply with Sections 2303.4.1 through 2303.4.7.

2303.4.1 Design. Wood trusses shall be designed in accor- dance with the provisions of this code and accepted engi- neering practice. Members are permitted to be joined by nails, glue, bolts, timber connectors, metal connector plates or other approved framing devices.

2303.4.1.1 Truss design drawings. The written, graphic and pictorial depiction of each individual truss shall be provided to the building official for approval prior to installation. Truss design drawings shall also be provided with the shipment of trusses delivered to the job site. Truss design drawings shall include, at a mini- mum, the information specified below:

1. Slope or depth, span and spacing;

2. Location of all joints and support locations;

3. Number of plies if greater than one;

4. Required bearing widths;

5. Design loads as applicable, including;

5.1. Top chord live load;

5.2. Top chord dead load;

5.3. Bottom chord live load;

5.4. Bottom chord dead load;

5.5. Additional loads and locations; and

5.6. Environmental design criteria and loads (wind, rain, snow, seismic, etc.).

6. Other lateral loads, including drag strut loads;

7. Adjustments to wood member and metal con- nector plate design value for conditions of use;

8. Maximum reaction force and direction, includ- ing maximum uplift reaction forces where applicable;

9. Metal-connector-plate type, size and thickness or gage, and the dimensioned location of each metal connector plate except where symmetri- cally located relative to the joint interface;

10. Size, species and grade for each wood member;

11. Truss-to-truss connections and truss field assembly requirements;

12. Calculated span-to-deflection ratio and maxi- mum vertical and horizontal deflection for live and total load as applicable;

13. Maximum axial tension and compression forces in the truss members;

14. Required permanent individual truss member restraint location and the method and details of restraint/bracing to be used in accordance with Section 2303.4.1.2.

2303.4.1.2 Permanent individual truss member restraint. Where permanent restraint of truss members is required on the truss design drawings, it shall be accomplished by one of the following methods:

1. Permanent individual truss member restraint/ bracing shall be installed using standard industry lateral restraint/bracing details in accordance with generally accepted engineering practice. Locations for lateral restraint shall be identified on the truss design drawing.

2. The trusses shall be designed so that the buckling of any individual truss member is resisted inter- nally by the individual truss through suitable means (i.e., buckling reinforcement by T-rein- forcement or L-reinforcement, proprietary rein- forcement, etc.). The buckling reinforcement of individual members of the trusses shall be installed as shown on the truss design drawing or on supplemental truss member buckling rein- forcement details provided by the truss designer.

3. A project-specific permanent individual truss member restraint/bracing design shall be permit- ted to be specified by any registered design pro- fessional.

2303.4.1.3 Trusses spanning 60 feet or greater. The owner or the owner’s authorized agent shall contract with any qualified registered design professional for the design of the temporary installation restraint/brac- ing and the permanent individual truss member

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restraint/bracing for all trusses with clear spans 60 feet (18 288 mm) or greater.

2303.4.1.4 Truss designer. The individual or organiza- tion responsible for the design of trusses.

2303.4.1.4.1 Truss design drawings. Where required by the registered design professional, the building official or the statutes of the jurisdiction in which the project is to be constructed, each individ- ual truss design drawing shall bear the seal and sig- nature of the truss designer.

Exceptions:

1. Where a cover sheet and truss index sheet are combined into a single sheet and attached to the set of truss design drawings, the single cover/truss index sheet is the only document required to be signed and sealed by the truss designer.

2. When a cover sheet and a truss index sheet are separately provided and attached to the set of truss design drawings, the cover sheet and the truss index sheet are the only documents required to be signed and sealed by the truss designer.

2303.4.2 Truss placement diagram. The truss manufac- turer shall provide a truss placement diagram that identi- fies the proposed location for each individually designated truss and references the corresponding truss design draw- ing. The truss placement diagram shall be provided as part of the truss submittal package, and with the shipment of trusses delivered to the job site. Truss placement diagrams that serve only as a guide for installation and do not devi- ate from the permit submittal drawings shall not be required to bear the seal or signature of the truss designer.

2303.4.3 Truss submittal package. The truss submittal package provided by the truss manufacturer shall consist of each individual truss design drawing, the truss place- ment diagram, the permanent individual truss member restraint/bracing method and details and any other struc- tural details germane to the trusses; and, as applicable, the cover/truss index sheet.

2303.4.4 Anchorage. The design for the transfer of loads and anchorage of each truss to the supporting structure is the responsibility of the registered design professional.

2303.4.5 Alterations to trusses. Truss members and com- ponents shall not be cut, notched, drilled, spliced or other- wise altered in any way without written concurrence and approval of a registered design professional. Alterations resulting in the addition of loads to any member (e.g., HVAC equipment, piping, additional roofing or insula- tion, etc.) shall not be permitted without verification that the truss is capable of supporting such additional loading.

2303.4.6 TPI 1 specifications. In addition to Sections 2303.4.1 through 2303.4.5, the design, manufacture and quality assurance of metal-plate-connected wood trusses

shall be in accordance with TPI 1. Job-site inspections shall be in compliance with Section 110.4, as applicable.

2303.4.7 Truss quality assurance. Trusses not part of a manufacturing process in accordance with either Section 2303.4.6 or a referenced standard, which provides require- ments for quality control done under the supervision of a third-party quality control agency, shall be manufactured in compliance with Sections 1704.2.5 and 1705.5, as applicable.

2303.5 Test standard for joist hangers and connectors.

2303.5.1 Allowable loads for joist hangers shall be in accordance with ASTM D7147.

2303.5.2 Allowable loads for other premanufactured con- nectors shall be established using the procedure in ASTM D7147. A maximum of two connectors shall be tested simultaneously when establishing loads for one connector.

Exception: Allowable loads for connectors that are flat and are not loaded eccentrically, such as straps, are per- mitted to be determined by calculations in accordance with the standards listed in this code.

2303.6 Nails and staples. Nails and staples shall conform to requirements of ASTM F1667. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as follows: 80 kips per square inch (ksi) (551 MPa) for shank diameters larger than 0.177 inch (4.50 mm) but not larger than 0.254 inch (6.45 mm), 90 ksi (620 MPa) for shank diameters larger than 0.142 inch (3.61 mm) but not larger than 0.177 inch (4.50 mm) and 100 ksi (689 MPa) for shank diameters of at least 0.099 inch (2.51 mm) but not larger than 0.142 inch (3.61 mm).

2303.7 Shrinkage. Consideration shall be given in design to the possible effect of cross-grain dimensional changes con- sidered vertically which may occur in lumber fabricated in a green condition.

SECTION 2304 GENERAL CONSTRUCTION REQUIREMENTS

2304.1 General. The provisions of this section apply to design methods specified in Section 2301.2.

2304.2 Size of structural members. Computations to deter- mine the required sizes of members shall be based on the net dimensions (actual sizes) and not nominal sizes.

2304.3 Wall framing. The framing of exterior and interior walls shall be in accordance with the provisions specified in Section 2308 unless a specific design is furnished.

2304.3.1 Bottom plates. Studs shall have full bearing on a 2-inch-thick (actual 11/2-inch, 38 mm) or larger plate or sill having a width at least equal to the width of the studs.

2304.3.2 Framing over openings. Headers, double joists, trusses or other approved assemblies that are of adequate size to transfer loads to the vertical members shall be pro- vided over window and door openings in load-bearing walls and partitions.

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2304.3.3 Shrinkage. Wood walls and bearing partitions shall not support more than two floors and a roof unless an analysis satisfactory to the building official shows that shrinkage of the wood framing will not have adverse effects on the structure or any plumbing, electrical or mechanical systems or other equipment installed therein due to excessive shrinkage or differential movements caused by shrinkage. The analysis shall also show that the roof drainage system and the foregoing systems or equip- ment will not be adversely affected or, as an alternate, such systems shall be designed to accommodate the differ- ential shrinkage or movements.

2304.3.4 Gable endwalls.

2304.3.4.1 General. Gable endwalls shall be structur- ally continuous between points of lateral support.

2304.3.4.2 Cathedral endwalls. Gable endwalls adja- cent to cathedral ceilings shall be structurally continu- ous from the uppermost floor to the ceiling diaphragm or to the roof diaphragm.

2304.3.4.3 Full height studs. Full height studs may be sized using the bracing at a ceiling diaphragm for deter- mining stud length requirements.

2304.4 Floor and roof framing. The framing of wood- joisted floors and wood-framed roofs shall be in accordance with the provisions specified in Section 2308 unless a spe- cific design is furnished.

2304.5 Framing around flues and chimneys. Combustible framing shall be a minimum of 2 inches (51 mm), but shall not be less than the distance specified in Sections 2111 and 2113 and the Florida Building Code, Mechanical, from flues, chimneys and fireplaces, and 6 inches (152 mm) away from flue openings.

2304.6 Exterior wall sheathing. Wall sheathing on the out- side of exterior walls, including gables, and the connection of the sheathing to framing shall be designed in accordance with the general provisions of this code and shall be capable of resisting wind pressures in accordance with Section 1609.

2304.6.1 Wood structural panel sheathing. Where wood structural panel sheathing is used as the exposed finish on the outside of exterior walls, it shall have an exterior expo- sure durability classification. Where wood structural panel sheathing is used elsewhere, but not as the exposed finish, it shall be of a type manufactured with exterior glue (Expo- sure 1 or Exterior). Wood structural panel sheathing, con- nections and framing spacing shall be in accordance with Table 2304.6.1 for the applicable wind speed and exposure category where used in enclosed buildings with a mean roof height not greater than 30 feet (9144 mm) and a topo- graphic factor (Kz t) of 1.0.

2304.7 Interior paneling. Softwood wood structural panels used for interior paneling shall conform to the provisions of Chapter 8 and shall be installed in accordance with Table 2304.10.1. Panels shall comply with DOC PS 1, DOC PS 2 or ANSI/APA PRP 210. Prefinished hardboard paneling shall meet the requirements of CPA/ANSI A135.5. Hardwood ply- wood shall conform to HPVA HP-1.

2304.8 Floor and roof sheathing. Structural floor sheathing and structural roof sheathing shall comply with Sections 2304.8.1 and 2304.8.2, respectively.

2304.8.1 Structural floor sheathing. Structural floor sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section.

Floor sheathing conforming to the provisions of Table 2304.8(1), 2304.8(2), 2304.8(3) or 2304.8(4) shall be deemed to meet the requirements of this section.

TABLE 2304.6.1 MAXIMUM NOMINAL DESIGN WIND SPEED, Vasd PERMITTED FOR

WOOD STRUCTURAL PANEL WALL SHEATHING USED TO RESIST WIND PRESSURESa, b, c

For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s. a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be

applied with panel strength axis perpendicular to supports. b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.7 of ASCE 7. Lateral requirements shall

be in accordance with Section 2305 or 2308. c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16

on center or 24 on center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced a maximum of 16 inches on center.

d. Vasd shall be determined in accordance with Section 1609.3.1.

MINIMUM NAIL MINIMUM

WOOD STRUCTURAL PANEL SPAN

RATING

MINIMUM NOMINAL

PANEL THICKNESS

(inches)

MAXIMUM WALL STUD

SPACING (inches)

PANEL NAIL SPACING

MAXIMUM NOMINAL DESIGN WIND SPEED, Vasd

d (MPH)

Size Penetration

(inches) Edges

(inches o.c.) Field

(inches o.c.) Wind exposure category

B C D

6d common (2.0" × 0.113")

1.5

24/0 3/8 16 6 12 110 90 85

24/16 7/16 16 6 12 110 100 90

6 150 125 110

8d common (2.5" × 0.131")

1.75 24/16 7/16

16 6 12 130 110 105

6 150 125 110

24 6 12 110 90 85

6 110 90 85

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TABLE 2304.8(2) SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE

SOLID FLOOR OR ROOF SHEATHING SPACED ROOF SHEATHING GRADING RULES

Utility Standard NLGA, WCLIB, WWPA

4 common or utility 3 common or standard NLGA, WCLIB, WWPA, NSLB or NELMA

No. 3 No. 2 SPIB

Merchantable Construction common RIS

TABLE 2304.8(1) ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHINGa, b

For SI: 1 inch = 25.4 mm. a. Installation details shall conform to Sections 2304.8.1 and 2304.8.2 for floor and roof sheathing, respectively. b. Floor or roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.8. c. Maximum 19-percent moisture content.

SPAN (inches)

MINIMUM NET THICKNESS (inches) OF LUMBER PLACED

Perpendicular to supports Diagonally to supports

Surfaced dryc Surfaced unseasoned Surfaced dryc Surfaced unseasoned

Floors

24 3/4 25/32

3/4 25/32

16 5/8 11/16

5/8 11/16

Roofs

24 5/8 11/16

3/4 25/32

TABLE 2304.8(3) ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND

SINGLE-FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTSa, b

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2. a. Applies to panels 24 inches or wider. b. Floor and roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.8. c. Uniform load deflection limitations 1/180 of span under live load plus dead load,

1/240 under live load only. d. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking unless 1/4-inch minimum thickness underlayment or 1

1/2 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 3/4-inch wood strip. Allowable uniform load based on deflection of

1/360 of span is 100 pounds per square foot except the span rating of 48 inches on center is based on a total load of 65 pounds per square foot.

e. Allowable load at maximum span. f. Tongue-and-groove edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber

blocking or other. Only lumber blocking shall satisfy blocked diaphragm requirements. g. For 1/2-inch panel, maximum span shall be 24 inches. h. Span is permitted to be 24 inches on center where 3/4-inch wood strip flooring is installed at right angles to joist. i. Span is permitted to be 24 inches on center for floors where 11/2 inches of cellular or lightweight concrete is applied over the panels.

SHEATHING GRADES ROOFc FLOORd

Panel span rating roof/ floor span

Panel thickness (inches)

Maximum span (inches) Loade(psf) Maximum span (inches)With edge supportf Without edge support Total load Live load

16/0 3/8 16 16 40 30 0

20/0 3/8 20 20 40 30 0

24/0 3/8, 7/16,

1/2 24 20 g 40 30 0

24/16 7/16, 1/2 24 24 50 40 16

32/16 15/32, 1/2,

5/8 32 28 40 30 16 h

40/20 19/32, 5/8,

3/4, 7/8 40 32 40 30 20

h,i

48/24 23/32, 3/4,

7/8 48 36 45 35 24

54/32 7/8, 1 54 40 45 35 32

60/32 7/8, 1 1/8 60 48 45 35 32

SINGLE FLOOR GRADES ROOFc FLOORd

Panel span rating Panel thickness

(inches) Maximum span (inches) Loade(psf) Maximum span

(inches)With edge supportf Without edge support Total load Live load

16 o.c. 1/2, 19/32,

5/8 24 24 50 40 16 h

20 o.c. 19/32, 5/8,

3/4 32 32 40 30 20 h,i

24 o.c. 23/32, 3/4 48 36 35 25 24

32 o.c. 7/8, 1 48 40 50 40 32

48 o.c. 13/32, 1 1/8 60 48 50 40 48

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TABLE 2304.8(4) ALLOWABLE SPAN FOR WOOD STRUCTURAL PANEL COMBINATION SUBFLOOR-UNDERLAYMENT (SINGLE FLOOR)a, b

(Panels Continuous Over Two or More Spans and Strength Axis Perpendicular to Supports)

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2. a. Spans limited to value shown because of possible effects of concentrated loads. Allowable uniform loads based on deflection of 1/360 of span is 100 pounds per

square foot except allowable total uniform load for 11/8-inch wood structural panels over joists spaced 48 inches on center is 65 pounds per square foot. Panel edges shall have approved tongue-and-groove joints or shall be supported with blocking, unless 1/4-inch minimum thickness underlayment or 1

1/2 inches of approved cellular or lightweight concrete is placed over the subfloor, or finish floor is 3/4-inch wood strip.

b. Floor panels complying with this table shall be deemed to meet the design criteria of Section 2304.8. c. Applicable to all grades of sanded exterior-type plywood. See DOC PS 1 for plywood species groups. d. Applicable to Underlayment grade, C-C (Plugged) plywood, and Single Floor grade wood structural panels.

IDENTIFICATION MAXIMUM SPACING OF JOISTS (inches)

16 20 24 32 48

Species groupc Thickness (inches)

1 1/2 5/8

3/4 — —

2, 3 5/8 3/4

7/8 — —

4 3/4 7/8 1 — —

Single floor span ratingd 16 o.c. 20 o.c. 24 o.c. 32 o.c. 48 o.c.

2304.8.2 Structural roof sheathing. Structural roof sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section.

Roof sheathing conforming to the provisions of Table 2304.8(1), 2304.8(2), 2304.8(3) or 2304.8(5) shall be deemed to meet the requirements of this section. Wood structural panel roof sheathing shall be bonded by exterior glue.

2304.9 Lumber decking. Lumber decking shall be designed and installed in accordance with the general provisions of this code and Sections 2304.9.1 through 2304.9.5.3.

2304.9.1 General. Each piece of lumber decking shall be square-end trimmed. When random lengths are furnished,

each piece shall be square end trimmed across the face so that at least 90 percent of the pieces are within 0.5 degrees (0.00873 rad) of square. The ends of the pieces shall be permitted to be beveled up to 2 degrees (0.0349 rad) from the vertical with the exposed face of the piece slightly lon- ger than the opposite face of the piece. Tongue-and- groove decking shall be installed with the tongues up on sloped or pitched roofs with pattern faces down.

2304.9.2 Layup patterns. Lumber decking is permitted to be laid up following one of five standard patterns as defined in Sections 2304.9.2.1 through 2304.9.2.5. Other patterns are permitted to be used provided they are sub- stantiated through engineering analysis.

2304.9.2.1 Simple span pattern. All pieces shall be supported on their ends (i.e., by two supports).

TABLE 2304.8(5) ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS

OVER TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS (Plywood Structural Panels Are Five-Ply, Five-Layer Unless Otherwise Noted)a, b

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2. a. Roof sheathing complying with this table shall be deemed to meet the design criteria of Section 2304.8. b. Uniform load deflection limitations 1/180 of span under live load plus dead load,

1/240 under live load only. Edges shall be blocked with lumber or other approved type of edge supports.

c. For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.

PANEL GRADE THICKNESS (inch) MAXIMUM SPAN (inches) LOAD AT MAXIMUM SPAN (psf)

Live Total

Structural I sheathing

7/16 24 20 30 15/32 24 35

c 45c

1/2 24 40 c 50c

19/32, 5/8 24 70 80

23/32, 3/4 24 90 100

Sheathing, other grades covered in DOC PS 1 or DOC PS 2

7/16 16 40 50 15/32 24 20 25 1/2 24 25 30

19/32 24 40 c 50c

5/8 24 45 c 55c

23/32, 3/4 24 60

c 65c

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2304.9.2.2 Two-span continuous pattern. All pieces shall be supported by three supports, and all end joints shall occur in line on alternating supports. Supporting members shall be designed to accommodate the load redistribution caused by this pattern.

2304.9.2.3 Combination simple and two-span con- tinuous pattern. Courses in end spans shall be alter- nating simple-span pattern and two-span continuous pattern. End joints shall be staggered in adjacent courses and shall bear on supports.

2304.9.2.4 Cantilevered pieces intermixed pattern. The decking shall extend across a minimum of three spans. Pieces in each starter course and every third course shall be simple span pattern. Pieces in other courses shall be cantilevered over the supports with end joints at alternating quarter or third points of the spans. Each piece shall bear on at least one support.

2304.9.2.5 Controlled random pattern. The decking shall extend across a minimum of three spans. End joints of pieces within 6 inches (152 mm) of the end joints of the adjacent pieces in either direction shall be separated by at least two intervening courses. In the end bays, each piece shall bear on at least one support. Where an end joint occurs in an end bay, the next piece in the same course shall continue over the first inner support for at least 24 inches (610 mm). The details of the controlled random pattern shall be as specified for each decking material in Section 2304.9.3.3, 2304.9.4.3 or 2304.9.5.3.

Decking that cantilevers beyond a support for a hor- izontal distance greater than 18 inches (457 mm), 24 inches (610 mm) or 36 inches (914 mm) for 2-inch (51 mm), 3-inch (76 mm) and 4-inch (102 mm) nominal thickness decking, respectively, shall comply with the following:

1. The maximum cantilevered length shall be 30 percent of the length of the first adjacent interior span.

2. A structural fascia shall be fastened to each deck- ing piece to maintain a continuous, straight line.

3. There shall be no end joints in the decking between the cantilevered end of the decking and the centerline of the first adjacent interior span.

2304.9.3 Mechanically laminated decking. Mechani- cally laminated decking shall comply with Sections 2304.9.3.1 through 2304.9.3.3.

2304.9.3.1 General. Mechanically laminated decking consists of square-edged dimension lumber laminations set on edge and nailed to the adjacent pieces and to the supports.

2304.9.3.2 Nailing. The length of nails connecting lam- inations shall be not less than two and one-half times the net thickness of each lamination. Where decking supports are 48 inches (1219 mm) on center or less, side nails shall be installed not more than 30 inches (762 mm) on center alternating between top and bottom edges, and staggered one-third of the spacing in adja-

cent laminations. Where supports are spaced more than 48 inches (1219 mm) on center, side nails shall be installed not more than 18 inches (457 mm) on center alternating between top and bottom edges and stag- gered one-third of the spacing in adjacent laminations. Two side nails shall be installed at each end of butt- jointed pieces.

Laminations shall be toenailed to supports with 20d or larger common nails. Where the supports are 48 inches (1219 mm) on center or less, alternate lamina- tions shall be toenailed to alternate supports; where supports are spaced more than 48 inches (1219 mm) on center, alternate laminations shall be toenailed to every support.

2304.9.3.3 Controlled random pattern. There shall be a minimum distance of 24 inches (610 mm) between end joints in adjacent courses. The pieces in the first and second courses shall bear on at least two supports with end joints in these two courses occurring on alter- nate supports. A maximum of seven intervening courses shall be permitted before this pattern is repeated.

2304.9.4 Two-inch sawn tongue-and-groove decking. Two-inch (51 mm) sawn tongue-and-groove decking shall comply with Sections 2304.9.4.1 through 2304.9.4.3.

2304.9.4.1 General. Two-inch (51 mm) decking shall have a maximum moisture content of 15 percent. Deck- ing shall be machined with a single tongue-and-groove pattern. Each decking piece shall be nailed to each sup- port.

2304.9.4.2 Nailing. Each piece of decking shall be toe- nailed at each support with one 16d common nail through the tongue and face-nailed with one 16d com- mon nail.

2304.9.4.3 Controlled random pattern. There shall be a minimum distance of 24 inches (610 mm) between end joints in adjacent courses. The pieces in the first and second courses shall bear on at least two supports with end joints in these two courses occurring on alter- nate supports. A maximum of seven intervening courses shall be permitted before this pattern is repeated.

2304.9.5 Three- and four-inch sawn tongue-and-groove decking. Three- and four-inch (76 mm and 102 mm) sawn tongue-and-groove decking shall comply with Sections 2304.9.5.1 through 2304.9.5.3.

2304.9.5.1 General. Three-inch (76 mm) and four-inch (102 mm) decking shall have a maximum moisture content of 19 percent. Decking shall be machined with a double tongue-and-groove pattern. Decking pieces shall be interconnected and nailed to the supports.

2304.9.5.2 Nailing. Each piece shall be toenailed at each support with one 40d common nail and face- nailed with one 60d common nail. Courses shall be spiked to each other with 8-inch (203 mm) spikes at maximum intervals of 30 inches (762 mm) through pre- drilled edge holes penetrating to a depth of approxi-

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mately 4 inches (102 mm). One spike shall be installed at a distance not exceeding 10 inches (254 mm) from the end of each piece.

2304.9.5.3 Controlled random pattern. There shall be a minimum distance of 48 inches (1219 mm) between end joints in adjacent courses. Pieces not bearing on a support are permitted to be located in interior bays pro- vided the adjacent pieces in the same course continue over the support for at least 24 inches (610 mm). This condition shall not occur more than once in every six courses in each interior bay.

2304.10 Connectors and fasteners. Connectors and fasten- ers shall comply with the applicable provisions of Sections 2304.10.1 through 2304.10.7.

2304.10.1 Fastener requirements. Connections for wood members shall be designed in accordance with the appro- priate methodology in Section 2301.2. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.10.1.

2304.10.2 Sheathing fasteners. Sheathing nails or other approved sheathing connectors shall be driven so that their head or crown is flush with the surface of the sheathing.

2304.10.3 Joist hangers and framing anchors. Connec- tions depending on joist hangers or framing anchors, ties and other mechanical fastenings not otherwise covered are permitted where approved. The vertical load-bearing capacity, torsional moment capacity and deflection char- acteristics of joist hangers shall be determined in accor- dance with ASTM D7147.

2304.10.4 Other fasteners. Clips, staples, glues and other approved methods of fastening are permitted where approved.

2304.10.5 Fasteners and connectors in contact with pre- servative-treated and fire-retardant-treated wood. Fas- teners, including nuts and washers, and connectors in contact with preservative-treated and fire-retardant-treated wood shall be in accordance with Sections 2304.10.5.1 through 2304.10.5.4. The coating weights for zinc-coated fasteners shall be in accordance with ASTM A153.

2304.10.5.1 Fasteners and connectors for preserva- tive-treated wood. Fasteners, including nuts and wash- ers, in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc- coated steel with coating weights in accordance with ASTM B695, Class 55 minimum. Connectors that are used in exterior applications and in contact with preser- vative-treated wood shall have coating types and weights in accordance with the treated wood or connec- tor manufacturer’s recommendations. In the absence of manufacturer's recommendations, a minimum of ASTM A653, Type G185 zinc-coated galvanized steel, or equivalent, shall be used.

Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate pre- servative-treated wood in an interior, dry environ- ment shall be permitted.

2304.10.5.2 Fastenings for wood foundations. Fas- tenings, including nuts and washers, for wood founda- tions shall be as required in AWC PWF.

2304.10.5.3 Fasteners for fire-retardant-treated wood used in exterior applications or wet or damp locations. Fasteners, including nuts and washers, for fire-retardant-treated wood used in exterior applica- tions or wet or damp locations shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber riv- ets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B695, Class 55 minimum.

2304.10.5.4 Fasteners for fire-retardant-treated wood used in interior applications. Fasteners, includ- ing nuts and washers, for fire-retardant-treated wood used in interior locations shall be in accordance with the manufacturer’s recommendations. In the absence of manufacturer’s recommendations, Section 2304.10.5.3 shall apply.

2304.10.6 Load path. Where wall framing members are not continuous from the foundation sill to the roof, the members shall be secured to ensure a continuous load path. Where required, sheet metal clamps, ties or clips shall be formed of galvanized steel or other approved cor- rosion-resistant material not less than 0.0329-inch (0.836 mm) base metal thickness.

2304.10.7 Framing requirements. Wood columns and posts shall be framed to provide full end bearing. Alterna- tively, column-and-post end connections shall be designed to resist the full compressive loads, neglecting end-bearing capacity. Column-and-post end connections shall be fas- tened to resist lateral and net induced uplift forces.

2304.11 Heavy timber construction. Where a structure or portion thereof is required to be of Type IV construction by other provisions of this code, the building elements therein shall comply with the applicable provisions of Sections 2304.11.1 through 2304.11.5.

2304.11.1 Columns. Columns shall be continuous or superimposed throughout all stories by means of rein- forced concrete or metal caps with brackets, or shall be connected by properly designed steel or iron caps, with pintles and base plates, or by timber splice plates affixed to the columns by metal connectors housed within the con- tact faces, or by other approved methods.

2304.11.1.1 Column connections. Girders and beams shall be closely fitted around columns and adjoining ends shall be cross tied to each other, or intertied by caps or ties, to transfer horizontal loads across joints. Wood bolsters shall not be placed on tops of columns unless the columns support roof loads only.

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TABLE 2304.10.1 FASTENING SCHEDULE

(continued)

DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION

Roof

1. Blocking between ceiling joists, rafters or trusses to top plate or other framing below

3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

Each end, toenail

Blocking between rafters or truss not at the wall top plate, to rafter or truss

2-8d common (21/2″ × 0.131″) 2-3″ × 0.131″ nails 2-3″ 14 gage staples

Each end, toenail

2-16 d common (31/2″ × 0.162″) 3-3″ × 0.131″ nails 3-3″ 14 gage staples

End nail

Flat blocking to truss and web filler 16d common (31/2″ × 0.162″) @ 6″ o.c. 3″ × 0.131″ nails @ 6″ o.c. 3″ × 14 gage staples @ 6″ o.c

Face nail

2. Ceiling joists to top plate

3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

Each joist, toenail

3. Ceiling joist not attached to parallel rafter, laps over partitions (no thrust) (see Section 2308.7.3.1, Table 2308.7.3.1)

3-16d common (31/2″ × 0.162″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131" nails; or 4-3″ 14 gage staples, 7/16″ crown

Face nail

4. Ceiling joist attached to parallel rafter (heel joint) (see Section 2308.7.3.1, Table 2308.7.3.1)

Per Table 2308.7.3.1 Face nail

5. Collar tie to rafter

3-10d common (3″ × 0.148″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or 4-3″ 14 gage staples, 7/16″ crown

Face nail

6. Rafter or roof truss to top plate (See Section 2308.7.5, Table 2308.7.5)

3-10 common (3″ × 0.148″); or 3-16d box (31/2″ × 0.135″); or 4-10d box (3" × 0.128″); or 4-3″ × 0.131 nails; or 4-3″ 14 gage staples, 7/16″ crown

Toenailc

7. Roof rafters to ridge valley or hip rafters; or roof rafter to 2-inch ridge beam

2-16d common (31/2″ × 0.162″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown; or

End nail

3-10d common (31/2″ × 0.148″); or 3-16d box (31/2″ × 0.135″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or 4-3″ 14 gage staples, 7/16″ crown

Toenail

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TABLE 2304.10.1—continued FASTENING SCHEDULE

(continued)

DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION

Wall

8. Stud to stud (not at braced wall panels)

16d common (31/2″ × 0.162″); 24″ o.c. face nail

10d box (3″ × 0.128″); or 3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

16″ o.c. face nail

9. Stud to stud and abutting studs at intersecting wall corners (at braced wall panels)

16d common (31/2″ × 0.162″); or 16″ o.c. face nail

16d box (31/2″ × 0.135″); or 12″ o.c. face nail

3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

12″ o.c. face nail

10. Built-up header (2″ to 2″ header) 16d common (31/2″ × 0.162″); or 16″ o.c. each edge, face nail

16d box (31/2″ × 0.135") 12″ o.c. each edge, face nail

11. Continuous header to stud 4-8d common (21/2″ × 0.131″); or 4-10d box (3″ × 0.128″)

Toenail

12. Top plate to top plate

16d common (31/2″ × 0.162″); or 16″ o.c. face nail

10d box (3″ × 0.128″); or 3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown

12″ o.c. face nail

13. Top plate to top plate, at end joints

8-16d common (31/2″ × 0.162″); or 12-10d box (3″ × 0.128″); or 12-3″ × 0.131″ nails; or 12-3″ 14 gage staples, 7/16″ crown

Each side of end joint, face nail (minimum 24" lap splice length each side of end joint)

14. Bottom plate to joist, rim joist, band joist or block- ing (not at braced wall panels)

16d common (31/2″ × 0.162″); or 16" o.c. face nail

16d box (31/2″ × 0.135″); or 3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown

12" o.c. face nail

15. Bottom plate to joist, rim joist, band joist or block- ing at braced wall panels

2-16d common (31/2″ × 0.162″); or 3-16d box (31/2″ × 0.135″); or 4-3″ × 0.131″ nails; or 4-3″ 14 gage staples, 7/16″ crown

16" o.c. face nail

16. Stud to top or bottom plate

4-8d common (21/2″ × 0.131″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or 4-3″ 14 gage staples, 7/16″ crown; or

Toenail

2-16d common (31/2″ × 0.162″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

End nail

17. Top or bottom plate to stud

2-16d common (31/2″ × 0.162″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

End nail

18. Top plates, laps at corners and intersections

2-16d common (31/2″ × 0.162″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

Face nail

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TABLE 2304.10.1—continued FASTENING SCHEDULE

(continued)

DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION

Wall

19. 1″ brace to each stud and plate

2-8d common (21/2″ × 0.131″); or 2-10d box (3″ × 0.128″); or 2-3″ × 0.131″ nails; or 2-3″ 14 gage staples, 7/16″ crown

Face nail

20. 1″ × 6″ sheathing to each bearing 2-8d common (21/2″ × 0.131″); or 2-10d box (3″ × 0.128″)

Face nail

21. 1″ × 8″ and wider sheathing to each bearing 3-8d common (21/2″ × 0.131″); or 3-10d box (3″ × 0.128″)

Face nail

Floor

22. Joist to sill, top plate, or girder

3-8d common (21/2″ × 0.131″); or floor 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

Toenail

23. Rim joist, band joist, or blocking to top plate, sill or other framing below

8d common (21/2″ × 0.131″); or 10d box (3″ × 0.128″); or 3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown

6" o.c., toenail

24. 1″ × 6″ subfloor or less to each joist 2-8d common (21/2″ × 0.131″); or 2-10d box (3″ × 0.128″)

Face nail

25. 2″ subfloor to joist or girder 2-16d common (31/2″ × 0.162″) Face nail

26. 2″ planks (plank & beam – floor & roof) 2-16d common (31/2″ × 0.162″) Each bearing, face nail

27. Built-up girders and beams, 2″ lumber layers

20d common (4″ × 0.192″) 32" o.c., face nail at top and bot- tom staggered on opposite sides

10d box (3″ × 0.128″); or 3″ × 0.131″ nails; or 3″ 14 gage staples, 7/16″ crown

24" o.c. face nail at top and bot- tom staggered on opposite sides

And: 2-20d common (4″ × 0.192″); or 3-10d box (3″ × 0.128″); or 3-3″ × 0.131″ nails; or 3-3″ 14 gage staples, 7/16″ crown

Ends and at each splice, face nail

28. Ledger strip supporting joists or rafters

3-16d common (31/2″ × 0.162″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or 4-3″ 14 gage staples, 7/16″ crown

Each joist or rafter, face nail

29. Joist to band joist or rim joist

3-16d common (31/2″ × 0.162″); or 4-10d box (3″ × 0.128″); or 4-3″ × 0.131″ nails; or 4-3″ 14 gage staples, 7/16″ crown

End nail

30. Bridging or blocking to joist, rafter or truss

2-8d common (21/2″ × 0.131″); or 2-10d box (3″ × 0.128″); or 2-3″ × 0.131″ nails; or 2-3″ 14 gage staples, 7/16″ crown

Each end, toenail

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TABLE 2304.10.1—continued FASTENING SCHEDULE

(continued)

DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION

Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framinga

Edges (inches)

Intermediate supports (inches)

31. 3/8″ – 1/2″

6d common or deformed (2″ × 0.113″) (subfloor and wall)

6 12

8d box or deformed (21/2″ × 0.113″) (roof) 6 12

23/8″ × 0.113″ nail (subfloor and wall) 6 12

13/4″ 16 gage staple, 7/16″ crown

(subfloor and wall) 4 8

23/8″ × 0.113″ nail (roof) 4 8

13/4″ 16 gage staple, 7/16″ crown (roof) 3 6

32. 19/32″ – 3/4″

8d common (21/2″ × 0.131″); or 6d deformed (2″ × 0.113″)

6 12

23/8″ × 0.113″ nail; or 2″ 16 gage staple, 7/16″ crown

4 8

33. 7/8″ – 1 1/4″

10d common (3″ × 0.148″); or 8d deformed (21/2″ × 0.131″)

6 12

Other exterior wall sheathing

34. 1/2″ fiberboard sheathing b

11/2″ galvanized roofing nail (7/16″ head diameter); or 11/4″ 16 gage staple with

7/16″ or 1″ crown 3 6

35. 25/32″ fiberboard sheathing b

13/4″ galvanized roofing nail (7/16″ diameter head); or 11/2″ 16 gage staple with

7/16″ or 1″ crown 3 6

Wood structural panels, combination subfloor underlayment to framing

36. 3/4″ and less 8d common (21/2″ × 0.131″); or 6d deformed (2″ × 0.113″)

6 12

37. 7/8″ – 1″ 8d common (21/2″ × 0.131″); or 8d deformed (21/2″ × 0.131″)

6 12

38. 11/8″ – 1 1/4″

10d common (3″ × 0.148″); or 8d deformed (21/2″ × 0.131″)

6 12

Panel siding to framing

39. 1/2″ or less 6d corrosion-resistant siding (17/8″ × 0.106″); or 6d corrosion-resistant casing (2″ × 0.099″)

6 12

40. 5/8″

8d corrosion-resistant siding (23/8″ × 0.128″); or 8d corrosion-resistant casing (21/2″ × 0.113″)

6 12

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2304.11.2 Floor framing. Approved wall plate boxes or hangers shall be provided where wood beams, girders or trusses rest on masonry or concrete walls. Where interme- diate beams are used to support a floor, they shall rest on top of girders, or shall be supported by ledgers or blocks securely fastened to the sides of the girders, or they shall be supported by an approved metal hanger into which the ends of the beams shall be closely fitted.

2304.11.3 Roof framing. Every roof girder and at least every alternate roof beam shall be anchored to its support- ing member; and every monitor and every sawtooth con- struction shall be anchored to the main roof construction. Such anchors shall consist of steel or iron bolts of suffi- cient strength to resist vertical uplift of the roof.

2304.11.4 Floor decks. Floor decks and covering shall not extend closer than 1/2 inch (12.7 mm) to walls. Such

1/2- inch (12.7 mm) spaces shall be covered by a molding fas- tened to the wall either above or below the floor and arranged such that the molding will not obstruct the expan- sion or contraction movements of the floor. Corbeling of masonry walls under floors is permitted in place of such molding.

2304.11.5 Roof decks. Where supported by a wall, roof decks shall be anchored to walls to resist uplift forces determined in accordance with Chapter 16. Such anchors shall consist of steel or iron bolts of sufficient strength to resist vertical uplift of the roof.

2304.12 Protection against decay and termites. Wood shall be protected from decay and termites in accordance with the applicable provisions of Sections 2304.12.1 through 2304.12.7.

2304.12.1 Locations requiring water-borne preserva- tives or naturally durable wood. Wood used above ground in the locations specified in Sections 2304.12.1.1 through 2304.12.1.5, 2304.12.3 and 2304.12.5 shall be naturally durable wood or preservative-treated wood using water-borne preservatives, in accordance with AWPA U1 for above-ground use.

2304.12.1.1 Joists, girders and subfloor. Wood joists or wood structural floors that are closer than 18 inches (457 mm) or wood girders that are closer than 12 inches (305 mm) to the exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation shall be of naturally durable or pre- servative-treated wood.

2304.12.1.2 Wood supported by exterior foundation walls. Wood framing members, including wood sheath- ing, that are in contact with exterior foundation walls and are less than 8 inches (203 mm) from exposed earth shall be of naturally durable or preservative-treated wood.

2304.12.1.3 Exterior walls below grade. Wood fram- ing members and furring strips in direct contact with the interior of exterior masonry or concrete walls below grade shall be of naturally durable or preservative- treated wood.

2304.12.1.4 Sleepers and sills. Sleepers and sills on a concrete or masonry slab that is in direct contact with earth shall be of naturally durable or preservative- treated wood.

2304.12.1.5 Wood siding. Clearance between wood siding and earth on the exterior of a building shall not be less than 6 inches (152 mm) or less than 2 inches (51 mm) vertical from concrete steps, porch slabs, patio slabs and similar horizontal surfaces exposed to the weather except where siding, sheathing and wall fram- ing are of naturally durable or preservative-treated wood.

2304.12.2 Other locations. Wood used in the locations specified in Sections 2304.12.2.1 through 2304.12.2.5 shall be naturally durable wood or preservative-treated wood in accordance with AWPA U1. Preservative-treated wood used in interior locations shall be protected with two coats of urethane, shellac, latex epoxy or varnish unless water-borne preservatives are used. Prior to application of the protective finish, the wood shall be dried in accordance with the manufacturer’s recommendations.

�

TABLE 2304.10.1—continued FASTENING SCHEDULE

For SI: 1 inch = 25.4 mm. a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and

shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches

(20 inches if strength axis in the long direction of the panel, unless otherwise marked). c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance

with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail.

DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION

Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framinga

Edges (inches)

Intermediate supports (inches)

Interior paneling

41. 1/4″ 4d casing (11/2″ × 0.080″); or 4d finish (11/2″ × 0.072″)

6 12

42. 3/8″ 6d casing (2″ × 0.099″); or 6d finish (Panel supports at 24 inches)

6 12

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2304.12.2.1 Girder ends. The ends of wood girders entering exterior masonry or concrete walls shall be provided with a 1/2-inch (12.7 mm) airspace on top, sides and end, unless naturally durable or preservative- treated wood is used.

2304.12.2.2 Posts or columns. Posts or columns sup- porting permanent structures and supported by a con- crete or masonry slab or footing that is in direct contact with the earth shall be of naturally durable or preserva- tive-treated wood.

Exception: Posts or columns that are not exposed to the weather, are supported by concrete piers or metal pedestals projected at least 1 inch (25 mm) above the slab or deck and 8 inches (203 mm) above exposed earth and are separated by an impervious moisture barrier.

2304.12.2.3 Supporting member for permanent appurtenances. Naturally durable or preservative- treated wood shall be utilized for those portions of wood members that form the structural supports of buildings, balconies, porches or similar permanent building appurtenances where such members are exposed to the weather without adequate protection from a roof, eave, overhang or other covering to pre- vent moisture or water accumulation on the surface or at joints between members.

Exception: When a building is located in a geo- graphical region where experience has demonstrated that climatic conditions preclude the need to use durable materials where the structure is exposed to the weather.

2304.12.2.4 Laminated timbers. The portions of glued-laminated timbers that form the structural sup- ports of a building or other structure and are exposed to weather and not fully protected from moisture by a roof, eave or similar covering shall be pressure treated with preservative or be manufactured from naturally durable or preservative-treated wood.

2304.12.2.5 Supporting members for permeable floors and roofs. Wood structural members that sup- port moisture-permeable floors or roofs that are exposed to the weather, such as concrete or masonry slabs, shall be of naturally durable or preservative- treated wood unless separated from such floors or roofs by an impervious moisture barrier.

2304.12.3 Wood in contact with the ground or fresh water. Wood used in contact with exposed earth shall be naturally durable for both decay and termite resistance or preservative treated in accordance with AWPA U1 for soil or fresh water use.

Exception: Untreated wood is permitted where such wood is continuously and entirely below the ground- water level or submerged in fresh water.

2304.12.3.1 Posts or columns. Posts and columns that are supporting permanent structures and embedded in concrete that is exposed to the weather or in direct con-

tact with the earth shall be of preservative-treated wood.

2304.12.3.2 Decks, fences, patios, planters, or other wooden building components. Decks, fences, patios, planters, or other wooden building components that directly abut the sidewall of the foundation or structure shall be constructed so as to provide:

1. Eighteen-inch (457 mm) clearance beneath or,

2. Six-inch (152 mm) clearance between the top of the component and the exterior wall covering or,

3. Have components that are easily removable by screws or hinges to allow access for inspection of the foundation sidewall and treatment for ter- mites.

2304.12.4 Termite protection. Wood floor framing in the locations specified in Section 2304.12.2.1 and exposed framing of exterior decks or balconies shall be of naturally durable species (termite resistant) or preservative treated in accordance with AWPA U1 for the species, product preservative and end use or provided with approved meth- ods of termite protection.

2304.12.5 Wood used in retaining walls and cribs. Wood installed in retaining or crib walls shall be preserva- tive treated in accordance with AWPA U1 for soil and fresh water use.

2304.12.6 Attic ventilation. For attic ventilation, see Sec- tion 1203.2.

2304.12.7 Under-floor ventilation (crawl space). For under-floor ventilation (crawl space), see Section 1203.4.

2304.12.8 Foam-plastic insulation.

2304.12.8.1 The provisions of Section 2603.8 shall apply to the installation of foam plastic insulation in close proximity to the ground.

Exception: Materials which are of naturally durable wood or are pressure treated for ground contact, and which are installed with at least 6 inches (152 mm) clear space from the structure to allow for inspection and treatment for termites.

In order to reduce chances of termite infestation, no wood, vegetation, stumps, dead roots, cardboard, trash, or other cellulose-containing material shall be buried on the building lot within 15 feet (4.6 m) of any build- ing or the position of any building proposed to be built.

2304.12.9 Preparation of building site and removal of debris.

2304.12.9.1 All building sites shall be graded to pro- vide drainage under all portions of the building not occupied by basements.

2304.12.9.2 The foundation and the area encompassed within 1 foot (305 mm) therein shall have all vegeta- tion, stumps, dead roots, cardboard, trash, and foreign material removed and the fill material shall be free of vegetation and foreign material. The fill shall be com- pacted to assure adequate support of the foundation.

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2304.12.9.3 After all work is completed, loose wood and debris shall be completely removed from under the building and within 1 foot (305 mm) thereof. All wood forms and supports shall be completely removed. This includes, but is not limited to: wooden grade stakes, forms, contraction spacers, tub trap boxes, plumbing supports, bracing, shoring, forms, or other cellulose- containing material placed in any location where such materials are not clearly visible and readily removable prior to completion of the work. Wood shall not be stored in contact with the ground under any building.

2304.13 Long-term loading. Wood members supporting concrete, masonry or similar materials shall be checked for the effects of long-term loading using the provisions of the ANSI/AWC NDS. The total deflection, including the effects of long-term loading, shall be limited in accordance with Sec- tion 1604.3.1 for these supported materials.

Exception: Horizontal wood members supporting masonry or concrete nonstructural floor or roof surfacing not more than 4 inches (102 mm) thick need not be checked for long-term loading.

SECTION 2305 GENERAL DESIGN REQUIREMENTS FOR LATERAL FORCE-RESISTING SYSTEMS

2305.1 General. Structures using wood-frame shear walls or wood-frame diaphragms to resist wind, seismic or other lat- eral loads shall be designed and constructed in accordance with AWC SDPWS and the applicable provisions of Sections 2305, 2306 and 2307.

2305.1.1 Openings in shear panels. Openings in shear panels that materially affect their strength shall be detailed on the plans and shall have their edges adequately rein- forced to transfer all shearing stresses.

2305.2 Diaphragm deflection. The deflection of wood- frame diaphragms shall be determined in accordance with AWC SDPWS. The deflection (∆) of a blocked wood struc- tural panel diaphragm uniformly fastened throughout with staples is permitted to be calculated in accordance with Equa- tion 23-1. If not uniformly fastened, the constant 0.188 (For SI: 1/1627) in the third term shall be modified by an approved method.

(Equation 23-1)

For SI:

where:

A = Area of chord cross section, in square inches (mm2).

b = Diaphragm width, in feet (mm).

E = Elastic modulus of chords, in pounds per square inch (N/ mm2).

en = Staple deformation, in inches (mm) [see Table 2305.2(1)].

Gt = Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)].

L = Diaphragm length, in feet (mm).

v = Maximum shear due to design loads in the direction under consideration, in pounds per linear foot (plf) (N/mm).

∆ = The calculated deflection, in inches (mm).

Σ(∆cX) = Sum of individual chord-splice slip values on both sides of the diaphragm, each multiplied by its distance to the nearest support.

TABLE 2305.2(1) en VALUES (inches) FOR USE IN CALCULATING DIAPHRAGM

AND SHEAR WALL DEFLECTION DUE TO FASTENER SLIP (Structural I)a, c

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N. a. Increase en values 20 percent for plywood grades other than Structural I. b. Load per fastener = maximum shear per foot divided by the number of

fasteners per foot at interior panel edges. c. Decrease en values 50 percent for seasoned lumber (moisture content < 19

percent).

2305.3 Shear wall deflection. The deflection of wood-frame shear walls shall be determined in accordance with AWC SDPWS. The deflection (∆) of a blocked wood structural panel shear wall uniformly fastened throughout with staples is permitted to be calculated in accordance with Equation 23-2.

(Equation 23-2)

For SI:

where:

A = Area of boundary element cross section in square inches (mm2) (vertical member at shear wall boundary).

b = Wall width, in feet (mm).

da = Vertical elongation of overturning anchorage (including fastener slip, device elongation, anchor rod elongation, etc.) at the design shear load (v).

E = Elastic modulus of boundary element (vertical member at shear wall boundary), in pounds per square inch (N/mm2).

en = Staple deformation, in inches (mm) [see Table 2305.2(1)].

Gt = Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)].

h = Wall height, in feet (mm).

v = Maximum shear due to design loads at the top of the wall, in pounds per linear foot (N/mm).

∆ = The calculated deflection, in inches (mm).

∆ 5vL3

8EAb ------------- vL

4Gt --------- 0.188Len

Σ ∆cX( ) 2b

------------------+ + +=

∆ 0.052vL3

EAb ---------------------- vL

4Gt --------- Len

1627 ------------ Σ ∆cX( )

2b ------------------+ + +=

LOAD PER FASTENERb

(pounds) FASTENER DESIGNATIONS

14-Ga staple x 2 inches long

60 0.011

80 0.018

100 0.028

120 0.04

140 0.053

160 0.068

∆ 8vh3

EAb ----------- vh

Gt ------ 0.75hen da

h b ---+ + +=

∆ vh3

3EAb -------------- vh

Gt ------ hen

407.6 ------------- da

h b ---+ + +=

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628 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

SECTION 2306 ALLOWABLE STRESS DESIGN

2306.1 Allowable stress design. The design and construction of wood elements in structures using allowable stress design shall be in accordance with the following applicable stan- dards:

American Wood Council.

NDS National Design Specification for Wood Construction

SDPWS Special Design Provisions for Wind and Seismic

American Institute of Timber Construction.

AITC 104 Typical Construction Details

AITC 110 Standard Appearance Grades for Struc- tural Glued Laminated Timber

AITC 113 Standard for Dimensions of Structural Glued Laminated Timber

AITC 117 Standard Specifications for Structural Glued Laminated Timber of Softwood Species

AITC 119 Standard Specifications for Structural Glued Laminated Timber of Hardwood Species

ANSI/AITC A190.1 Structural Glued Laminated Timber

AITC 200 Inspection Manual

American Society of Agricultural and Biological Engineers.

ASABE EP 484.2 Diaphragm Design of Metal-clad, Post- Frame Rectangular Buildings

ASABE EP 486.2 Shallow Post Foundation Design

TABLE 2305.2(2) VALUES OF Gt FOR USE IN CALCULATING DEFLECTION OF WOOD STRUCTURAL PANEL SHEAR WALLS AND DIAPHRAGMS

PANEL TYPE

SPAN RATING

VALUES OF Gt (lb/in. panel depth or width)

Other Structural I

3-ply plywood

4-ply plywood

5-ply plywooda

OSB 3-ply

plywood 4-ply

plywood 5-ply

plywooda OSB

Sheathing

24/0 25,000 32,500 37,500 77,500 32,500 42,500 41,500 77,500

24/16 27,000 35,000 40,500 83,500 35,000 45,500 44,500 83,500

32/16 27,000 35,000 40,500 83,500 35,000 45,500 44,500 83,500

40/20 28,500 37,000 43,000 88,500 37,000 48,000 47,500 88,500

48/24 31,000 40,500 46,500 96,000 40,500 52,500 51,000 96,000

Single Floor

16 o.c. 27,000 35,000 40,500 83,500 35,000 45,500 44,500 83,500

20 o.c. 28,000 36,500 42,000 87,000 36,500 47,500 46,000 87,000

24 o.c. 30,000 39,000 45,000 93,000 39,000 50,500 49,500 93,000

32 o.c. 36,000 47,000 54,000 110,000 47,000 61,000 59,500 110,000

48 o.c. 50,500 65,500 76,000 155,000 65,500 85,000 83,500 155,000

For SI: 1 inch = 25.4 mm, 1 pound/inch = 0.1751 N/mm. a. Applies to plywood with five or more layers; for five-ply/three-layer plywood, use values for four ply.

Other Structural I

Thickness (in.)

A-A, A-C

Marine All Other Grades

A-A, A-C

Marine All Other Grades

Sanded Plywood

1/4 24,000 31,000 24,000 31,000 31,000 31,000 11/32 25,500 33,000 25,500 33,000 33,000 33,000 3/8 26,000 34,000 26,000 34,000 34,000 34,000

15/32 38,000 49,500 38,000 49,500 49,500 49,500 1/2 38,500 50,000 38,500 50,000 50,000 50,000

19/32 49,000 63,500 49,000 63,500 63,500 63,500 5/8 49,500 64,500 49,500 64,500 64,500 64,500

23/32 50,500 65,500 50,500 65,500 65,500 65,500 3/4 51,000 66,500 51,000 66,500 66,500 66,500 7/8 52,500 68,500 52,500 68,500 68,500 68,500

1 73,500 95,500 73,500 95,500 95,500 95,500

11/8 75,000 97,500 75,000 97,500 97,500 97,500

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ASABE 559.1 Design Requirements and Bending Properties for Mechanically Laminated Columns

APA—The Engineered Wood Association.

Panel Design Specification

Plywood Design Specification Supplement 1— Design & Fabrication of Plywood Curved Panel

Plywood Design Specification Supplement 2— Design & Fabrication of Glued Plywood-lumber Beams

Plywood Design Specification Supplement 3— Design & Fabrication of Plywood Stressed-skin Panels

Plywood Design Specification Supplement 4— Design & Fabrication of Plywood Sandwich Panels

Plywood Design Specification Supplement 5— Design & Fabrication of All-plywood Beams

EWS T300 Glulam Connection Details

EWS S560 Field Notching and Drilling of Glued Laminated Timber Beams

EWS S475 Glued Laminated Beam Design Tables

EWS X450 Glulam in Residential Construction

EWS X440 Product and Application Guide: Glulam

EWS R540 Builders Tips: Proper Storage and Han- dling of Glulam Beams

Truss Plate Institute, Inc.

TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construc- tion

2306.1.1 Joists and rafters. The design of rafter spans is permitted to be in accordance with the AWC STJR.

2306.1.2 Plank and beam flooring. The design of plank and beam flooring is permitted to be in accordance with the AWC Wood Construction Data No. 4.

2306.1.3 Treated wood stress adjustments. The allow- able unit stresses for preservative-treated wood need no adjustment for treatment, but are subject to other adjust- ments.

The allowable unit stresses for fire-retardant-treated wood, including fastener values, shall be developed from an approved method of investigation that considers the effects of anticipated temperature and humidity to which the fire-retardant-treated wood will be subjected, the type of treatment and the redrying process. Other adjustments are applicable except that the impact load duration shall not apply.

2306.1.4 Lumber decking. The capacity of lumber deck- ing arranged according to the patterns described in Section 2304.9.2 shall be the lesser of the capacities determined for flexure and deflection according to the formulas in Table 2306.1.4.

2306.2 Wood-frame diaphragms. Wood-frame diaphragms shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall

be met and the allowable shear values set forth in Table 2306.2(1) or 2306.2(2) shall be permitted. The allowable shear values in Tables 2306.2(1) and 2306.2(2) are permitted to be increased 40 percent for wind design.

2306.2.1 Gypsum board diaphragm ceilings. Gypsum board diaphragm ceilings shall be in accordance with Sec- tion 2508.5.

2306.3 Wood-frame shear walls. Wood-frame shear walls shall be designed and constructed in accordance with AWC SDPWS. Where panels are fastened to framing members with staples, requirements and limitations of AWC SDPWS shall be met and the allowable shear values set forth in Table 2306.3(1), 2306.3(2) or 2306.3(3) shall be permitted. The

TABLE 2306.1.4 ALLOWABLE LOADS FOR LUMBER DECKING

For SI: 1 inch = 25.4 mm. a. σb = Allowable total uniform load limited by bending.

σ∆ = Allowable total uniform load limited by deflection. b. d = Actual decking thickness.

l = Span of decking. Fb′ = Allowable bending stress adjusted by applicable factors. E′ = Modulus of elasticity adjusted by applicable factors.

PATTERN ALLOWABLE AREA LOADa, b

Flexure Deflection

Simple span

Two-span continuous

Combination simple- and two-span continuous

Cantilevered pieces intermixed

Controlled random layup

Mechanically laminated decking

2-inch decking

3-inch and 4-inch decking

σb 8Fb

′ d 2

l 26

--------------= σ∆ 384∆E′ 5l4

------------------ d 3

12 ------=

σb 8Fb

′ d 2

l 26

---------------= σ∆ 185∆E′

l 4

------------------ d 3

12 ------=

σb 8Fb

′ d 2

l 26

---------------= σ∆ 131∆E′

l 4

------------------d 3

12 ------=

σb 20Fb

′ d 2

3l26 ------------------= σ∆

105∆E′ l 4

------------------d 3

12 ------=

σb 20Fb

′ d 2

3l26 -----------------= σ∆

100∆E′ l 4------------------

d 3

12 ------=

σb 20Fb

′ d 2

3l26 -----------------= σ∆

100∆E′ l 4

------------------ d 3

12 ------=

σb 20Fb

′ d 2

3l26 -----------------= σ∆

116∆E′ l 4

------------------ d 3

12 ------=

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630 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

T A

B L

E 2

3 0

6 .2

(1 )

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95 45

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75 13

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2 1

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65 22

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35 38

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90 25

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75 42

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2 1

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80 23

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55 40

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2 1

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00 26

5 3

95 45

0 1

75 13

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 631

TABLE 2306.2(1)—continued ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS UTILIZING STAPLES

WITH FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGf

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table above for

Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center). c. Framing at adjoining panel edges shall be 3 inches nominal or wider. d. Staples shall have a minimum crown width of 7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members. e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches. f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table above shall be multiplied by 0.63 or 0.56,

respectively.

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632 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2306.2(2) ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS

UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb, g, h

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. For framing of other species: (1) Find specific gravity for species of framing lumber in ANSI/AWC NDS. (2) For staples, find shear value from table above

for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. b. Fastening along intermediate framing members: Space fasteners a maximum of 12 inches on center, except 6 inches on center for spans greater than 32

inches. c. Panels conforming to PS 1 or PS 2. d. This table gives shear values for Cases 1 and 2 as shown in Table 2306.2(1). The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table

2306.2(1), providing fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing. e. The minimum nominal depth of framing members shall be 3 inches nominal. The minimum nominal width of framing members not located at boundaries or

adjoining panel edges shall be 2 inches. f. Staples shall have a minimum crown width of 7/16 inch, and shall be installed with their crowns parallel to the long dimension of the framing members. g. Reserved. h. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table above shall be multiplied by 0.63 or 0.56,

respectively.

(continued)

PANEL GRADEc STAPLE

GAGEf

MINIMUM FASTENER

PENETRATION IN FRAMING

(inches)

MINIMUM NOMINAL

PANEL THICKNESS

(inch)

MINIMUM NOMINAL WIDTH OF FRAMING

MEMBER AT ADJOINING PANEL

EDGES AND BOUNDARIESe

LINES OF FASTENERS

BLOCKED DIAPHRAGMS

Cases 1 and 2d

Fastener Spacing Per Line at Boundaries

(inches)

4 21/2 2

Fastener Spacing Per Line at Other Panel Edges (inches)

6 4 4 3 3 2

Structural I grades 14 gage staples

15/32 3 2 600 600 860 960 1,060 1,200

4 3 860 900 1,160 1,295 1,295 1,400

19/32 3 2 600 600 875 960 1,075 1,200

4 3 875 900 1,175 1,440 1,475 1,795

Sheathing single floor and other grades covered in DOC PS 1 and PS 2

14 gage staples

15/32 3 2 540 540 735 865 915 1,080

4 3 735 810 1,005 1,105 1,105 1,195

19/32 3 2 600 600 865 960 1,065 1,200

4 3 865 900 1,130 1,430 1,370 1,485 23/32 4 3 865 900 1,130 1,490 1,430 1,545

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 633

TABLE 2306.2(2)—continued ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS

UTILIZING MULTIPLE ROWS OF STAPLES (HIGH-LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE FOR WIND OR SEISMIC LOADING

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634 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2306.3(1) ALLOWABLE SHEAR VALUES (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS UTILIZING STAPLES WITH

FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb, f, g, i

Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. b. Panel edges backed with 2-inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along

intermediate framing members for 3/8-inch and 7/16-inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space

fasteners maximum 12 inches on center on intermediate supports. c. 3/8-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding.

For grooved panel siding, the nominal panel thickness is the thickness of the panel measured at the point of fastening. d. Framing at adjoining panel edges shall be 3 inches nominal or wider. e. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values. f. Where panels are applied on both faces of a wall and fastener spacing is less than 6 inches on center on either side, panel joints shall be offset to fall on

different framing members, or framing shall be 3 inches nominal or thicker at adjoining panel edges. g. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge fastening from

abutting panels shall be not less than a single 3-inch nominal member, or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value between framing members. Wood structural panel joint and sill plate nailing shall be staggered at all panel edges. See ANSI/ AWC SDPWS for sill plate size and anchorage requirements.

h. Staples shall have a minimum crown width of 7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members. i. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table above shall be multiplied by 0.63 or 0.56,

respectively.

PANEL GRADE MINIMUM NOMINAL PANEL THICKNESS

(inch)

MINIMUM FASTENER

PENETRATION IN FRAMING (inches)

PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER 1/2" OR

5/8" GYPSUM SHEATHING

Staple sizeh Fastener spacing at panel

edges (inches) Staple sizeh Fastener spacing at panel

edges (inches)

6 4 3 2d 6 4 3 2 d

Structural I sheathing

3/8 1

11/2 16 Gage

155 235 315 400

2 16 Gage

155 235 310 400 7/16 170 260 345 440 155 235 310 400 15/32 185 280 375 475 155 235 300 400

Sheathing, ply- wood sidinge except Group 5 Species, ANSI/APA PRP 210 siding

5/16 c or 1/4

11/2 16 Gage

145 220 295 375

2 16 Gage

110 165 220 285 3/8 140 210 280 360 140 210 280 360 7/16 155 230 310 395 140 210 280 360 15/32 170 255 335 430 140 210 280 360

19/32 13/4 16 Gage

185 280 375 475 — — — — —

TABLE 2306.3(2) ALLOWABLE SHEAR VALUES (plf) FOR WIND OR SEISMIC LOADING ON SHEAR WALLS OF FIBERBOARD

SHEATHING BOARD CONSTRUCTION UTILIZING STAPLES FOR TYPE V CONSTRUCTION ONLYa, b, c, d, e

For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m. a. Fiberboard sheathing shall not be used to brace concrete or masonry walls. b. Panel edges shall be backed with 2-inch or wider framing of Douglas Fir-larch or Southern Pine. For framing of other species: (1) Find specific gravity for

species of framing lumber in ANSI/AWC NDS. (2) For staples, multiply the shear value from the table above by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.

c. Values shown are for fiberboard sheathing on one side only with long panel dimension either parallel or perpendicular to studs. d. Fastener shall be spaced 6 inches on center along intermediate framing members. e. Values are not permitted in Seismic Design Category D, E or F. f. Staple length shall be not less than 11/2 inches for

25/32-inch sheathing or 1 1/4 inches for

1/2-inch sheathing.

THICKNESS AND GRADE FASTENER SIZE

ALLOWABLE SHEAR VALUE (pounds per linear foot)

STAPLE SPACING AT PANEL EDGES (inches)a

4 3 2

1/2″ or 25/32″ Structural

No. 16 gage galvanized staple, 7/16″ crown f 150 200 225

No. 16 gage galvanized staple, 1″ crownf 220 290 325

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 635

allowable shear values in Tables 2306.3(1) and 2306.3(2) are permitted to be increased 40 percent for wind design. Panels complying with ANSI/APA PRP-210 shall be permitted to use design values for Plywood Siding in the AWC SDPWS.

SECTION 2307 LOAD AND RESISTANCE FACTOR DESIGN

2307.1 Load and resistance factor design. The design and construction of wood elements and structures using load and resistance factor design shall be in accordance with ANSI/ AWC NDS and AWC SDPWS.

SECTION 2308 CONVENTIONAL LIGHT-FRAME CONSTRUCTION

2308.1 General. The requirements of this section are intended for conventional light-frame construction. Other construction methods are permitted to be used, provided a satisfactory design is submitted showing compliance with other provisions of this code. Interior nonload-bearing parti-

tions, ceilings and curtain walls of conventional light-frame construction are not subject to the limitations of Section 2308.2. Detached one- and two-family dwellings and multi- ple single-family dwellings (townhouses) not more than three stories above grade plane in height with a separate means of egress and their accessory structures shall comply with the Florida Building Code, Residential.

2308.1.1 Portions exceeding limitations of conventional light-frame construction. When portions of a building of otherwise conventional light-frame construction exceed the limits of Section 2308.2, those portions and the sup- porting load path shall be designed in accordance with accepted engineering practice and the provisions of this code. For the purposes of this section, the term “portions” shall mean parts of buildings containing volume and area such as a room or a series of rooms. The extent of such design need only demonstrate compliance of the noncon- ventional light-framed elements with other applicable pro- visions of this code and shall be compatible with the performance of the conventional light-framed system.

TABLE 2306.3(3) ALLOWABLE SHEAR VALUES FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH AND

PLASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEMBLIES UTILIZING STAPLES

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m. a. These shear walls shall not be used to resist loads imposed by masonry or concrete walls (see AWC SDPWS). Values shown are for short-term loading due to

wind or seismic loading. Walls resisting seismic loads shall be subject to the limitations in Section 12.2.1 of ASCE 7. Values shown shall be reduced 25 percent for normal loading.

b. Applies to fastening at studs, top and bottom plates and blocking. c. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center. d. Maximum framing spacing of 24 inches on center. e. All edges are blocked, and edge fastening is provided at all supports and all panel edges. f. Staples shall have a minimum crown width of 7/16 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the

framing members. g. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of 3/4 inch, measured outside the legs.

TYPE OF MATERIAL THICKNESS

OF MATERIAL WALL

CONSTRUCTION STAPLE SPACINGb

MAXIMUM (inches)

SHEAR VALUEa, c

(plf) MINIMUM STAPLE SIZE f, g

1. Expanded metal or woven wire lath and Portland cement plaster

7/8″ Unblocked 6 180 No. 16 gage galv. staple, 7/8″ legs

2. Gypsum lath, plain or perforated 3/8″ lath and 1/2″ plaster

Unblocked 5 100 No. 16 gage galv. staple, 11/8″ long

3. Gypsum sheating

1/2″ × 2′ × 8′ Unblocked 4 75 No. 16 gage galv. staple, 13/4″ long1/2″ × 4′

Blockedd

Unblocked 4 7

175 100

4. Gypsum board, gypsum veneer base or water-resistant gypsum backing board

1/2″

Unblockedd 7 75

No. 16 gage galv. staple, 11/2″ long

Unblockedd 4 110

Unblocked 7 100

Unblocked 4 125

Blockede 7 125

Blockede 4 150

5/8″

Unblockedd 7 115

No. 16 gage galv. staple, 11/2″ legs,15/8″ long

4 145

Blockede 7 145

4 175

Blockede

Two-ply Base ply: 9 Face ply: 7

250 No. 16 gage galv. staple 15/8″ long No. 15 gage galv. staple, 21/4″ long

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2308.1.2 Connections and fasteners. Connectors and fas- teners used in conventional construction shall comply with the requirements of Section 2304.10.

2308.2 Limitations. Buildings are permitted to be con- structed in accordance with the provisions of conventional light-frame construction, subject to the limitations in Sections 2308.2.1 through 2308.2.6.

2308.2.1 Stories. Structures of conventional light-frame construction shall be limited in story height in accordance with Table 2308.2.1.

TABLE 2308.2.1 ALLOWABLE STORY HEIGHT

For SI: 1 inch = 25.4 mm. a. For the purposes of this section, for buildings assigned to Seismic Design

Category D or E, cripple walls shall be considered to be a story unless cripple walls are solid blocked and do not exceed 14 inches in height.

2308.2.2 Allowable floor-to-floor height. Maximum floor-to-floor height shall not exceed 11 feet, 7 inches (3531 mm). Exterior bearing wall and interior braced wall heights shall not exceed a stud height of 10 feet (3048 mm).

2308.2.3 Allowable loads. Loads shall be in accordance with Chapter 16 and shall not exceed the following:

1. Average dead loads shall not exceed 15 psf (718 N/m2) for combined roof and ceiling, exterior walls, floors and partitions.

Exceptions:

1. Subject to the limitations of Section 2308.6.10, stone or masonry veneer up to the lesser of 5 inches (127 mm) thick or 50 psf (2395 N/m2) and installed in accordance with Chapter 14 is permitted to a height of 30 feet (9144 mm) above a noncombustible founda- tion, with an additional 8 feet (2438 mm) per- mitted for gable ends.

2. Concrete or masonry fireplaces, heaters and chimneys shall be permitted in accordance with the provisions of this code.

2. Live loads shall not exceed 40 psf (1916 N/m2) for floors.

3. Ground snow loads shall not exceed 50 psf (2395 N/ m2).

2308.2.4 Ultimate wind speed. Vult shall not exceed 115 miles per hour (57 m/s) (3-second gust).

Exception: Where Vult exceeds 115 mph (3-second gust), the provisions of either AWC WFCM or ICC 600 are permitted to be used.

2308.2.5 Allowable roof span. Ceiling joist and rafter framing constructed in accordance with Section 2308.7

and trusses shall not span more than 40 feet (12 192 mm) between points of vertical support. A ridge board in accor- dance with Section 2308.7 or 2308.7.3.1 shall not be con- sidered a vertical support.

2308.2.6 Risk category limitation. The use of the provi- sions for conventional light-frame construction in this sec- tion shall not be permitted for Risk Category IV buildings assigned to Seismic Design Category B, C, D or F.

2308.3 Foundations and footings. Foundations and footings shall be designed and constructed in accordance with Chapter 18. Connections to foundations and footings shall comply with this section.

2308.3.1 Foundation plates or sills. Foundation plates or sills resting on concrete or masonry foundations shall comply with Section 2304.3.1. Foundation plates or sills shall be bolted or anchored to the foundation with not less than 1/2-inch-diameter (12.7 mm) steel bolts or approved anchors spaced to provide equivalent anchorage as the steel bolts. Bolts shall be embedded at least 7 inches (178 mm) into concrete or masonry. Bolts shall be spaced not more than 6 feet (1829 mm) on center and there shall be not less than two bolts or anchor straps per piece with one bolt or anchor strap located not more than 12 inches (305 mm) or less than 4 inches (102 mm) from each end of each piece. A properly sized nut and washer shall be tightened on each bolt to the plate.

Exceptions:

1. Along braced wall lines in structures assigned to Seismic Design Category E, steel bolts with a minimum nominal diameter of 5/8 inch (15.9 mm) or approved anchor straps load-rated in accor- dance with Section 2304.10.3 and spaced to pro- vide equivalent anchorage shall be used.

2. Bolts in braced wall lines in structures over two stories above grade shall be spaced not more than 4 feet (1219 mm) on center.

2308.3.2 Braced wall line sill plate anchorage in Seis- mic Design Categories D and E. Sill plates along braced wall lines in buildings assigned to Seismic Design Cate- gory D or E shall be anchored with anchor bolts with steel plate washers between the foundation sill plate and the nut, or approved anchor straps load-rated in accordance with Section 2304.10.3. Such washers shall be a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size. The hole in the plate washer is permit- ted to be diagonally slotted with a width of up to 3/16 inch (4.76 mm) larger than the bolt diameter and a slot length not to exceed 13/4 inches (44 mm), provided a standard cut washer is placed between the plate washer and the nut.

2308.4 Floor framing. Floor framing shall comply with this section.

2308.4.1 Girders. Girders for single-story construction or girders supporting loads from a single floor shall be not less than 4 inches by 6 inches (102 mm by 152 mm) for spans 6 feet (1829 mm) or less, provided that girders are spaced not more than 8 feet (2438 mm) on center. Other

SEISMIC DESIGN CATEGORY ALLOWABLE STORY ABOVE GRADE PLANE

A and B Three stories

C Two stories

D and Ea One story

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girders shall be designed to support the loads specified in this code. Girder end joints shall occur over supports.

Where a girder is spliced over a support, an adequate tie shall be provided. The ends of beams or girders supported on masonry or concrete shall not have less than 3 inches (76 mm) of bearing.

2308.4.1.1 Allowable girder spans. The allowable spans of girders that are fabricated of dimension lumber shall not exceed the values set forth in Table 2308.4.1.1(1) or 2308.4.1.1(2).

2308.4.2 Floor joists. Floor joists shall comply with this section.

2308.4.2.1 Span. Spans for floor joists shall be in accordance with Table 2308.4.2.1(1) or 2308.4.2.1(2) or the AWC STJR.

2308.4.2.2 Bearing. The ends of each joist shall have not less than 11/2 inches (38 mm) of bearing on wood or metal, or not less than 3 inches (76 mm) on masonry, except where supported on a 1-inch by 4-inch (25 mm by 102 mm) ribbon strip and nailed to the adjoining stud.

2308.4.2.3 Framing details. Joists shall be supported laterally at the ends and at each support by solid block- ing except where the ends of the joists are nailed to a header, band or rim joist or to an adjoining stud or by other means. Solid blocking shall be not less than 2 inches (51 mm) in thickness and the full depth of the joist. Joist framing from opposite sides of a beam, girder or partition shall be lapped at least 3 inches (76 mm) or the opposing joists shall be tied together in an approved manner. Joists framing into the side of a wood girder shall be supported by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

2308.4.2.4 Notches and holes. Notches on the ends of joists shall not exceed one-fourth the joist depth. Notches in the top or bottom of joists shall not exceed one-sixth the depth and shall not be located in the mid- dle third of the span. Holes bored in joists shall not be within 2 inches (51 mm) of the top or bottom of the joist and the diameter of any such hole shall not exceed one-third the depth of the joist.

2308.4.3 Engineered wood products. Engineered wood products shall be installed in accordance with manufac- turer’s recommendations. Cuts, notches and holes bored in trusses, structural composite lumber, structural glued-lam- inated members or I-joists are not permitted except where permitted by the manufacturer’s recommendations or where the effects of such alterations are specifically con- sidered in the design of the member by a registered design professional.

2308.4.4 Framing around openings. Trimmer and header joists shall be doubled, or of lumber of equivalent cross section, where the span of the header exceeds 4 feet (1219 mm). The ends of header joists more than 6 feet (1829 mm) in length shall be supported by framing anchors or

joist hangers unless bearing on a beam, partition or wall. Tail joists over 12 feet (3658 mm) in length shall be sup- ported at the header by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

2308.4.4.1 Openings in floor diaphragms in Seismic Design Categories B, C, D and E. Openings in hori- zontal diaphragms in Seismic Design Categories B, C, D and E with a dimension that is greater than 4 feet (1219 mm) shall be constructed with metal ties and blocking in accordance with this section and Figure 2308.4.4.1(1). Metal ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] in thickness by 11/2 inches (38 mm) in width and shall have a yield stress not less than 33,000 psi (227 Mpa). Blocking shall extend not less than the dimension of the opening in the direction of the tie and blocking. Ties shall be attached to blocking in accor- dance with the manufacturer’s instructions but with not less than eight 16d common nails on each side of the header-joist intersection.

Openings in floor diaphragms in Seismic Design Categories D and E shall not have any dimension exceeding 50 percent of the distance between braced wall lines or an area greater than 25 percent of the area between orthogonal pairs of braced wall lines [see Fig- ure 2308.4.4.1(2)]; or the portion of the structure con- taining the opening shall be designed in accordance with accepted engineering practice to resist the forces specified in Chapter 16, to the extent such irregular opening affects the performance of the conventional framing system.

2308.4.4.2 Vertical offsets in floor diaphragms in Seismic Design Categories D and E. In Seismic Design Categories D and E, portions of a floor level shall not be vertically offset such that the framing members on either side of the offset cannot be lapped or tied together in an approved manner in accordance with Figure 2308.4.4.2 unless the portion of the struc- ture containing the irregular offset is designed in accor- dance with accepted engineering practice.

Exception: Framing supported directly by founda- tions need not be lapped or tied directly together.

2308.4.5 Joists supporting bearing partitions. Bearing partitions parallel to joists shall be supported on beams, girders, doubled joists, walls or other bearing partitions. Bearing partitions perpendicular to joists shall not be off- set from supporting girders, walls or partitions more than the joist depth unless such joists are of sufficient size to carry the additional load.

2308.4.6 Lateral support. Floor and ceiling framing with a nominal depth-to-thickness ratio not less than 5 to 1 shall have one edge held in line for the entire span. Where the nominal depth-to-thickness ratio of the framing member exceeds 6 to 1, there shall be one line of bridging for each 8 feet (2438 mm) of span, unless both edges of the mem- ber are held in line. The bridging shall consist of not less than 1-inch by 3-inch (25 mm by 76 mm) lumber, double nailed at each end, or equivalent metal bracing of equal

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TABLE 2308.4.1.1(1) HEADER AND GIRDER SPANSa, b FOR EXTERIOR BEARING WALLS

(Maximum spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and required number of jack studs)

(continued)

GIRDERS AND HEADERS SUPPORTING

SIZE

GROUND SNOW LOAD (psf)e

30 50

Building widthc (feet)

20 28 36 20 28 36

Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd

Roof and ceiling

2-2 × 4 3-6 1 3-2 1 2-10 1 3-2 1 2-9 1 2-6 1

2-2 × 6 5-5 1 4-8 1 4-2 1 4-8 1 4-1 1 3-8 2

2-2 × 8 6-10 1 5-11 2 5-4 2 5-11 2 5-2 2 4-7 2

2-2 × 10 8-5 2 7-3 2 6-6 2 7-3 2 6-3 2 5-7 2

2-2 × 12 9-9 2 8-5 2 7-6 2 8-5 2 7-3 2 6-6 2

3-2 × 8 8-4 1 7-5 1 6-8 1 7-5 1 6-5 2 5-9 2

3-2 × 10 10-6 1 9-1 2 8-2 2 9-1 2 7-10 2 7-0 2

3-2 × 12 12-2 2 10-7 2 9-5 2 10-7 2 9-2 2 8-2 2

4-2 × 8 9-2 1 8-4 1 7-8 1 8-4 1 7-5 1 6-8 1

4-2 × 10 11-8 1 10-6 1 9-5 2 10-6 1 9-1 2 8-2 2

4-2 × 12 14-1 1 12-2 2 10-11 2 12-2 2 10-7 2 9-5 2

Roof, ceiling and one center-bearing floor

2-2 × 4 3-1 1 2-9 1 2-5 1 2-9 1 2-5 1 2-2 1

2-2 × 6 4-6 1 4-0 1 3-7 2 4-1 1 3-7 2 3-3 2

2-2 × 8 5-9 2 5-0 2 4-6 2 5-2 2 4-6 2 4-1 2

2-2 × 10 7-0 2 6-2 2 5-6 2 6-4 2 5-6 2 5-0 2

2-2 × 12 8-1 2 7-1 2 6-5 2 7-4 2 6-5 2 5-9 3

3-2 × 8 7-2 1 6-3 2 5-8 2 6-5 2 5-8 2 5-1 2

3-2 × 10 8-9 2 7-8 2 6-11 2 7-11 2 6-11 2 6-3 2

3-2 × 12 10-2 2 8-11 2 8-0 2 9-2 2 8-0 2 7-3 2

4-2 × 8 8-1 1 7-3 1 6-7 1 7-5 1 6-6 1 5-11 2

4-2 × 10 10-1 1 8-10 2 8-0 2 9-1 2 8-0 2 7-2 2

4-2 × 12 11-9 2 10-3 2 9-3 2 10-7 2 9-3 2 8-4 2

Roof, ceiling and one clear span floor

2-2 × 4 2-8 1 2-4 1 2-1 1 2-7 1 2-3 1 2-0 1

2-2 × 6 3-11 1 3-5 2 3-0 2 3-10 2 3-4 2 3-0 2

2-2 × 8 5-0 2 4-4 2 3-10 2 4-10 2 4-2 2 3-9 2

2-2 × 10 6-1 2 5-3 2 4-8 2 5-11 2 5-1 2 4-7 3

2-2 × 12 7-1 2 6-1 3 5-5 3 6-10 2 5-11 3 5-4 3

3-2 × 8 6-3 2 5-5 2 4-10 2 6-1 2 5-3 2 4-8 2

3-2 × 10 7-7 2 6-7 2 5-11 2 7-5 2 6-5 2 5-9 2

3-2 × 12 8-10 2 7-8 2 6-10 2 8-7 2 7-5 2 6-8 2

4-2 × 8 7-2 1 6-3 2 5-7 2 7-0 1 6-1 2 5-5 2

4-2 × 10 8-9 2 7-7 2 6-10 2 8-7 2 7-5 2 6-7 2

4-2 × 12 10-2 2 8-10 2 7-11 2 9-11 2 8-7 2 7-8 2

Roof, ceiling and two center-bearing floors

2-2 × 4 2-7 1 2-3 1 2-0 1 2-6 1 2-2 1 1-11 1

2-2 × 6 3-9 2 3-3 2 2-11 2 3-8 2 3-2 2 2-10 2

2-2 × 8 4-9 2 4-2 2 3-9 2 4-7 2 4-0 2 3-8 2

2-2 × 10 5-9 2 5-1 2 4-7 3 5-8 2 4-11 2 4-5 3

2-2 × 12 6-8 2 5-10 3 5-3 3 6-6 2 5-9 3 5-2 3

3-2 × 8 5-11 2 5-2 2 4-8 2 5-9 2 5-1 2 4-7 2

3-2 × 10 7-3 2 6-4 2 5-8 2 7-1 2 6-2 2 5-7 2

3-2 × 12 8-5 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 3

4-2 × 8 6-10 1 6-0 2 5-5 2 6-8 1 5-10 2 5-3 2

4-2 × 10 8-4 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 2

4-2 × 12 9-8 2 8-6 2 7-8 2 9-5 2 8-3 2 7-5 2

Roof, ceiling, and two clear span floors

2-2 × 4 2-1 1 1-8 1 1-6 2 2-0 1 1-8 1 1-5 2

2-2 × 6 3-1 2 2-8 2 2-4 2 3-0 2 2-7 2 2-3 2

2-2 × 8 3-10 2 3-4 2 3-0 3 3-10 2 3-4 2 2-11 3

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TABLE 2308.4.1.1(1)—continued HEADER AND GIRDER SPANSa, b FOR EXTERIOR BEARING WALLS

(Maximum spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and required number of jack studs)

For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kPa. a. Spans are given in feet and inches. b. Spans are based on minimum design properties for No. 2 grade lumber of Douglas Fir-Larch, Hem-Fir and Spruce-Pine Fir. No. 1 or better grade lumber shall

be used for Southern Pine. c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. d. NJ - Number of jack studs required to support each end. Where the number of required jack studs equals one, the header is permitted to be supported by an

approved framing anchor attached to the full-height wall stud and to the header. e. Use 30 psf ground snow load for cases in which ground snow load is less than 30 psf and the roof live load is equal to or less than 20 psf.

GIRDERS AND HEADERS SUPPORTING

SIZE

GROUND SNOW LOAD (psf)e

30 50

Building widthc (feet)

20 28 36 20 28 36

Span NJd Span NJd Span NJd Span NJd Span NJd Span NJd

Roof, ceiling, and two clear span floors

2-2 × 10 4-9 2 4-1 3 3-8 3 4-8 2 4-0 3 3-7 3

2-2 × 12 5-6 3 4-9 3 4-3 3 5-5 3 4-8 3 4-2 3

3-2 × 8 4-10 2 4-2 2 3-9 2 4-9 2 4-1 2 3-8 2

3-2 × 10 5-11 2 5-1 2 4-7 3 5-10 2 5-0 2 4-6 3

3-2 × 12 6-10 2 5-11 3 5-4 3 6-9 2 5-10 3 5-3 3

4-2 × 8 5-7 2 4-10 2 4-4 2 5-6 2 4-9 2 4-3 2

4-2 × 10 6-10 2 5-11 2 5-3 2 6-9 2 5-10 2 5-2 2

4-2 × 12 7-11 2 6-10 2 6-2 3 7-9 2 6-9 2 6-0 3

TABLE 2308.4.1.1(2) HEADER AND GIRDER SPANSa, b FOR INTERIOR BEARING WALLS

(Maximum spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and required number of jack studs)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Spans are given in feet and inches. b. Spans are based on minimum design properties for No. 2 grade lumber of Douglas Fir-Larch, Hem-Fir and Spruce-Pine Fir. No. 1 or better grade lumber shall

approved framing anchor attached to the full-height wall stud and to the header.

HEADERS AND GIRDERS

SUPPORTING SIZE

BUILDING WIDTHc (feet)

20 28 36

Span NJd Span NJd Span NJd

One floor only

2-2 × 4 3-1 1 2-8 1 2-5 1

2-2 × 6 4-6 1 3-11 1 3-6 1

2-2 × 8 5-9 1 5-0 2 4-5 2

2-2 × 10 7-0 2 6-1 2 5-5 2

2-2 × 12 8-1 2 7-0 2 6-3 2

3-2 × 8 7-2 1 6-3 1 5-7 2

3-2 × 10 8-9 1 7-7 2 6-9 2

3-2 × 12 10-2 2 8-10 2 7-10 2

4-2 × 8 9-0 1 7-8 1 6-9 1

4-2 × 10 10-1 1 8-9 1 7-10 2

4-2 × 12 11-9 1 10-2 2 9-1 2

Two floors

2-2 × 4 2-2 1 1-10 1 1-7 1

2-2 × 6 3-2 2 2-9 2 2-5 2

2-2 × 8 4-1 2 3-6 2 3-2 2

2-2 × 10 4-11 2 4-3 2 3-10 3

2-2 × 12 5-9 2 5-0 3 4-5 3

3-2 × 8 5-1 2 4-5 2 3-11 2

3-2 × 10 6-2 2 5-4 2 4-10 2

3-2 × 12 7-2 2 6-3 2 5-7 3

4-2 × 8 6-1 1 5-3 2 4-8 2

4-2 × 10 7-2 2 6-2 2 5-6 2

4-2 × 12 8-4 2 7-2 2 6-5 2

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TABLE 2308.4.2.1(1) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential sleeping areas, live load = 30 psf, L/∆ = 360)

(continued)

JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 6 2 × 8 2 × 10 2 × 12 2 × 6 2 × 8 2 × 10 2 × 12

Maximum floor joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 12-6 16-6 21-0 25-7 12-6 16-6 21-0 25-7

Douglas Fir-Larch #1 12-0 15-10 20-3 24-8 12-0 15-7 19-0 22-0

Douglas Fir-Larch #2 11-10 15-7 19-10 23-0 11-6 14-7 17-9 20-7

Douglas Fir-Larch #3 9-8 12-4 15-0 17-5 8-8 11-0 13-5 15-7

Hem-Fir SS 11-10 15-7 19-10 24-2 11-10 15-7 19-10 24-2

Hem-Fir #1 11-7 15-3 19-5 23-7 11-7 15-2 18-6 21-6

Hem-Fir #2 11-0 14-6 18-6 22-6 11-0 14-4 17-6 20-4

Hem-Fir #3 9-8 12-4 15-0 17-5 8-8 11-0 13-5 15-7

Southern Pine SS 12-3 16-2 20-8 25-1 12-3 16-2 20-8 25-1

Southern Pine #1 11-10 15-7 19-10 24-2 11-10 15-7 18-7 22-0

Southern Pine #2 11-3 14-11 18-1 21-4 10-9 13-8 16-2 19-1

Southern Pine #3 9-2 11-6 14-0 16-6 8-2 10-3 12-6 14-9

Spruce-Pine-Fir SS 11-7 15-3 19-5 23-7 11-7 15-3 19-5 23-7

Spruce-Pine-Fir #1 11-3 14-11 19-0 23-0 11-3 14-7 17-9 20-7

Spruce-Pine-Fir #2 11-3 14-11 19-0 23-0 11-3 14-7 17-9 20-7

Spruce-Pine-Fir #3 9-8 12-4 15-0 17-5 8-8 11-0 13-5 15-7

Douglas Fir-Larch SS 11-4 15-0 19-1 23-3 11-4 15-0 19-1 23-0

Douglas Fir-Larch #1 10-11 14-5 18-5 21-4 10-8 13-6 16-5 19-1

Douglas Fir-Larch #2 10-9 14-1 17-2 19-11 9-11 12-7 15-5 17-10

Douglas Fir-Larch #3 8-5 10-8 13-0 15-1 7-6 9-6 11-8 13-6

Hem-Fir SS 10-9 14-2 18-0 21-11 10-9 14-2 18-0 21-11

Hem-Fir #1 10-6 13-10 17-8 20-9 10-4 13-1 16-0 18-7

Hem-Fir #2 10-0 13-2 16-10 19-8 9-10 12-5 15-2 17-7

Hem-Fir #3 8-5 10-8 13-0 15-1 7-6 9-6 11-8 13-6

Southern Pine SS 11-2 14-8 18-9 22-10 11-2 14-8 18-9 22-10

Southern Pine #1 10-9 14-2 18-0 21-4 10-9 13-9 16-1 19-1

Southern Pine #2 10-3 13-3 15-8 18-6 9-4 11-10 14-0 16-6

Southern Pine #3 7-11 10-10 12-1 14-4 7-1 8-11 10-10 12-10

Spruce-Pine-Fir SS 10-6 13-10 17-8 21-6 10-6 13-10 17-8 21-4

Spruce-Pine-Fir #1 10-3 13-6 17-2 19-11 9-11 12-7 15-5 17-10

Spruce-Pine-Fir #2 10-3 13-6 17-2 19-11 9-11 12-7 15-5 17-10

Spruce-Pine-Fir #3 8-5 10-8 13-0 15-1 7-6 9-6 11-8 13-6

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TABLE 2308.4.2.1(1)—continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential sleeping areas, live load = 30 psf, L/∆ = 360)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. Note: Check sources for availability of lumber in lengths greater than 20 feet.

JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 6 2 × 8 2 × 10 2 × 12 2 × 6 2 × 8 2 × 10 2 × 12

Maximum floor joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Douglas Fir-Larch SS 10-8 14-1 18-0 21-10 10-8 14-1 18-0 21-0

Douglas Fir-Larch #1 10-4 13-7 16-9 19-6 9-8 12-4 15-0 17-5

Douglas Fir-Larch #2 10-1 12-10 15-8 18-3 9-1 11-6 14-1 16-3

Douglas Fir-Larch #3 7-8 9-9 11-10 13-9 6-10 8-8 10-7 12-4

Hem-Fir SS 10-1 13-4 17-0 20-8 10-1 13-4 17-0 20-7

Hem-Fir #1 9-10 13-0 16-4 19-0 9-6 12-0 14-8 17-0

Hem-Fir #2 9-5 12-5 15-6 17-1 8-11 11-4 13-10 16-1

Hem-Fir #3 7-8 9-9 11-10 13-9 6-10 8-8 10-7 12-4

Southern Pine SS 10-6 13-10 17-8 21-6 10-6 13-10 17-8 21-6

Southern Pine #1 10-1 13-4 16-5 19-6 9-11 12-7 14-8 17-5

Southern Pine #2 9-6 12-1 14-4 16-10 8-6 10-10 12-10 15-1

Southern Pine #3 7-3 9-1 11-0 13-1 6-5 8-2 9-10 11-8

Spruce-Pine-Fir SS 9-10 13-0 16-7 20-2 9-10 13-0 16-7 19-6

Spruce-Pine-Fir #1 9-8 12-9 15-8 18-3 9-1 11-6 14-1 16-3

Spruce-Pine-Fir #2 9-8 12-9 15-8 18-3 9-1 11-6 14-1 16-3

Spruce-Pine-Fir #3 7-8 9-9 11-10 13-9 6-10 8-8 10-7 12-4

Douglas Fir-Larch SS 9-11 13-1 16-8 20-3 9-11 13-1 16-2 18-9

Douglas Fir-Larch #1 9-7 12-4 15-0 17-5 8-8 11-0 13-5 15-7

Douglas Fir-Larch #2 9-1 11-6 14-1 16-3 8-1 10-3 12-7 14-7

Douglas Fir-Larch #3 6-10 8-8 10-7 12-4 6-2 7-9 9-6 11-0

Hem-Fir SS 9-4 12-4 15-9 19-2 9-4 12-4 15-9 18-5

Hem-Fir #1 9-2 12-0 14-8 17-0 8-6 10-9 13-1 15-2

Hem-Fir #2 8-9 11-4 13-10 16-1 8-0 10-2 12-5 14-4

Hem-Fir #3 6-10 8-8 10-7 12-4 6-2 7-9 9-6 11-0

Southern Pine SS 9-9 12-10 16-5 19-11 9-9 12-10 16-5 19-8

Southern Pine #1 9-4 12-4 14-8 17-5 8-10 11-3 13-1 15-7

Southern Pine #2 8-6 10-10 12-10 15-1 7-7 9-8 11-5 13-6

Southern Pine #3 6-5 8-2 9-10 11-8 5-9 7-3 8-10 10-5

Spruce-Pine-Fir SS 9-2 12-1 15-5 18-9 9-2 12-1 15-0 17-5

Spruce-Pine-Fir #1 8-11 11-6 14-1 16-3 8-1 10-3 12-7 14-7

Spruce-Pine-Fir #2 8-11 11-6 14-1 16-3 8-1 10-3 12-7 14-7

Spruce-Pine-Fir #3 6-10 8-8 10-7 12-4 6-2 7-9 9-6 11-0

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TABLE 2308.4.2.1(2) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential living areas, live load = 40 psf, L/∆ = 360)

(continued)

JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 6 2 × 8 2 × 10 2 × 12 2 × 6 2 × 8 2 × 10 2 × 12

Maximum floor joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 11-4 15-0 19-1 23-3 11-4 15-0 19-1 23-3

Douglas Fir-Larch #1 10-11 14-5 18-5 22-0 10-11 14-2 17-4 20-1

Douglas Fir-Larch #2 10-9 14-2 17-9 20-7 10-6 13-3 16-3 18-10

Douglas Fir-Larch #3 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3

Hem-Fir SS 10-9 14-2 18-0 21-11 10-9 14-2 18-0 21-11

Hem-Fir #1 10-6 13-10 17-8 21-6 10-6 13-10 16-11 19-7

Hem-Fir #2 10-0 13-2 16-10 20-4 10-0 13-1 16-0 18-6

Hem-Fir #3 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3

Southern Pine SS 11-2 14-8 18-9 22-10 11-2 14-8 18-9 22-10

Southern Pine #1 10-9 14-2 18-0 21-11 10-9 14-2 16-11 20-1

Southern Pine #2 10-3 13-6 16-2 19-1 9-10 12-6 14-9 17-5

Southern Pine #3 8-2 10-3 12-6 14-9 7-5 9-5 11-5 13-6

Spruce-Pine-Fir SS 10-6 13-10 17-8 21-6 10-6 13-10 17-8 21-6

Spruce-Pine-Fir #1 10-3 13-6 17-3 20-7 10-3 13-3 16-3 18-10

Spruce-Pine-Fir #2 10-3 13-6 17-3 20-7 10-3 13-3 16-3 18-10

Spruce-Pine-Fir #3 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3

Douglas Fir-Larch SS 10-4 13-7 17-4 21-1 10-4 13-7 17-4 21-0

Douglas Fir-Larch #1 9-11 13-1 16-5 19-1 9-8 12-4 15-0 17-5

Douglas Fir-Larch #2 9-9 12-7 15-5 17-10 9-1 11-6 14-1 16-3

Douglas Fir-Larch #3 7-6 9-6 11-8 13-6 6-10 8-8 10-7 12-4

Hem-Fir SS 9-9 12-10 16-5 19-11 9-9 12-10 16-5 19-11

Hem-Fir #1 9-6 12-7 16-0 18-7 9-6 12-0 14-8 17-0

Hem-Fir #2 9-1 12-0 15-2 17-7 8-11 11-4 13-10 16-1

Hem-Fir #3 7-6 9-6 11-8 13-6 6-10 8-8 10-7 12-4

Southern Pine SS 10-2 13-4 17-0 20-9 10-2 13-4 17-0 20-9

Southern Pine #1 9-9 12-10 16-1 19-1 9-9 12-7 14-8 17-5

Southern Pine #2 9-4 11-10 14-0 16-6 8-6 10-10 12-10 15-1

Southern Pine #3 7-1 8-11 10-10 12-10 6-5 8-2 9-10 11-8

Spruce-Pine-Fir SS 9-6 12-7 16-0 19-6 9-6 12-7 16-0 19-6

Spruce-Pine-Fir #1 9-4 12-3 15-5 17-10 9-1 11-6 14-1 16-3

Spruce-Pine-Fir #2 9-4 12-3 15-5 17-10 9-1 11-6 14-1 16-3

Spruce-Pine-Fir #3 7-6 9-6 11-8 13-6 6-10 8-8 10-7 12-4

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TABLE 2308.4.2.1(2)—continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential living areas, live load = 40 psf, L/∆ = 360)

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. Note: Check sources for availability of lumber in lengths greater than 20 feet. a. End bearing length shall be increased to 2 inches.

JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 6 2 × 8 2 × 10 2 × 12 2 × 6 2 × 8 2 × 10 2 × 12

Maximum floor joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Douglas Fir-Larch SS 9-8 12-10 16-4 19-10 9-8 12-10 16-4 19-2

Douglas Fir-Larch #1 9-4 12-4 15-0 17-5 8-10 11-3 13-8 15-11

Douglas Fir-Larch #2 9-1 11-6 14-1 16-3 8-3 10-6 12-10 14-10

Douglas Fir-Larch #3 6-10 8-8 10-7 12-4 6-3 7-11 9-8 11-3

Hem-Fir SS 9-2 12-1 15-5 18-9 9-2 12-1 15-5 18-9

Hem-Fir #1 9-0 11-10 14-8 17-0 8-8 10-11 13-4 15-6

Hem-Fir #2 8-7 11-3 13-10 16-1 8-2 10-4 12-8 14-8

Hem-Fir #3 6-10 8-8 10-7 12-4 6-3 7-11 9-8 11-3

Southern Pine SS 9-6 12-7 16-0 19-6 9-6 12-7 16-0 19-6

Southern Pine #1 9-2 12-1 14-8 17-5 9-0 11-5 13-5 15-11

Southern Pine #2 8-6 10-10 12-10 15-1 7-9 9-10 11-8 13-9

Southern Pine #3 6-5 8-2 9-10 11-8 5-11 7-5 9-0 10-8

Spruce-Pine-Fir SS 9-0 11-10 15-1 18-4 9-0 11-10 15-1 17-9

Spruce-Pine-Fir # 8-9 11-6 14-1 16-3 8-3 10-6 12-10 14-10

Spruce-Pine-Fir #2 8-9 11-6 14-1 16-3 8-3 10-6 12-10 14-10

Spruce-Pine-Fir #3 6-10 8-8 10-7 12-4 6-3 7-11 9-8 11-3

Douglas Fir-Larch SS 9-0 11-11 15-2 18-5 9-0 11-11 14-9 17-1

Douglas Fir-Larch #1 8-8 11-0 13-5 15-7 7-11 10-0 12-3 14-3

Douglas Fir-Larch #2 8-1 10-3 12-7 14-7 7-5 9-5 11-6 13-4

Douglas Fir-Larch #3 6-2 7-9 9-6 11-0 5-7 7-1 8-8 10-1

Hem-Fir SS 8-6 11-3 14-4 17-5 8-6 11-3 14-4 16-10a

Hem-Fir #1 8-4 10-9 13-1 15-2 7-9 9-9 11-11 13-10

Hem-Fir #2 7-11 10-2 12-5 14-4 7-4 9-3 11-4 13-1

Hem-Fir #3 6-2 7-9 9-6 11-0 5-7 7-1 8-8 10-1

Southern Pine SS 8-10 11-8 14-11 18-1 8-10 11-8 14-11 18-0

Southern Pine #1 8-6 11-3 13-1 15-7 8-1 10-3 12-0 14-3

Southern Pine #2 7-7 9-8 11-5 13-6 7-0 8-10 10-5 12-4

Southern Pine #3 5-9 7-3 8-10 10-5 5-3 6-8 8-1 9-6

Spruce-Pine-Fir SS 8-4 11-0 14-0 17-0 8-4 11-0 13-8 15-11

Spruce-Pine-Fir #1 8-1 10-3 12-7 14-7 7-5 9-5 11-6 13-4

Spruce-Pine-Fir #2 8-1 10-3 12-7 14-7 7-5 9-5 11-6 13-4

Spruce-Pine-Fir #3 6-2 7-9 9-6 11-0 5-7 7-1 8-8 10-1

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rigidity, full-depth solid blocking or other approved means. A line of bridging shall also be required at supports where equivalent lateral support is not otherwise provided.

2308.4.7 Structural floor sheathing. Structural floor sheathing shall comply with the provisions of Section 2304.8.1.

2308.4.8 Under-floor ventilation. For under-floor venti- lation, see Section 1203.4.

2308.4.9 Floor framing supporting braced wall panels. Where braced wall panels are supported by cantilevered floors or are set back from the floor joist support, the floor framing shall comply with Section 2308.6.7.

2308.4.10 Anchorage of exterior means of egress com- ponents in Seismic Design Categories D and E. Exterior egress balconies, exterior stairways and ramps and similar means of egress components in structures assigned to Seis- mic Design Category D or E shall be positively anchored to the primary structure at not more than 8 feet (2438 mm) on center or shall be designed for lateral forces. Such attachment shall not be accomplished by use of toenails or nails subject to withdrawal.

2308.5 Wall construction. Walls of conventional light-frame construction shall be in accordance with this section.

2308.5.1 Stud size, height and spacing. The size, height and spacing of studs shall be in accordance with Table 2308.5.1.

Studs shall be continuous from a support at the sole plate to a support at the top plate to resist loads perpendic- ular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accor- dance with accepted engineering practice.

Exception: Jack studs, trimmer studs and cripple studs at openings in walls that comply with Table 2308.4.1.1(1) or 2308.4.1.1(2).

2308.5.2 Framing details. Studs shall be placed with their wide dimension perpendicular to the wall. Not less than three studs shall be installed at each corner of an exterior wall.

Exceptions: 1. In interior nonbearing walls and partitions, studs are

permitted to be set with the long dimension parallel to the wall.

2. At corners, two studs are permitted, provided that wood spacers or backup cleats of 3/8-inch-thick (9.5 mm) wood structural panel, 3/8-inch (9.5 mm) Type M “Exterior Glue” particleboard, 1-inch-thick (25 mm) lumber or other approved devices that will serve as an adequate backing for the attachment of facing materials are used. Where fire-resistance rat- ings or shear values are involved, wood spacers, backup cleats or other devices shall not be used unless specifically approved for such use.

2308.5.3 Plates and sills. Studs shall have plates and sills in accordance with this section.

2308.5.3.1 Bottom plate or sill. Studs shall have full bearing on a plate or sill. Plates or sills shall be not less than 2 inches (51 mm) nominal in thickness and have a width not less than the width of the wall studs.

2308.5.3.2 Top plates. Bearing and exterior wall studs shall be capped with double top plates installed to pro- vide overlapping at corners and at intersections with other partitions. End joints in double top plates shall be

OPENING

BLOCKING AT STRAP LOCATION (TYP)

WOOD STRUCTURAL PANEL SHEATHING

JOISTS OR RAFTERS

D IM

E N

S IO

N O

F O

P E

N IN

DIMENSION OF OPENING

TIE AND BLOCKING EQUAL TIE AND BLOCKING EQUAL TO THE DIMENSION

OF OPENING TO THE DIMENSION

OF OPENING

FIGURE 2308.4.4.1(1) OPENINGS IN FLOOR AND ROOF DIAPHRAGMS

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offset not less than 48 inches (1219 mm), and shall be nailed in accordance with Table 2304.10.1. Plates shall be a nominal 2 inches (51 mm) in depth and have a width not less than the width of the studs.

Exception: A single top plate is permitted, provided that the plate is adequately tied at corners and inter- secting walls by not less than the equivalent of 3- inch by 6-inch (76 mm by 152 mm) by 0.036-inch- thick (0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by six 8d [21/2” × 0.113” (64-mm by 2.87 mm)] box nails or equiva- lent on each side of the joint. For the butt-joint splice between adjacent single top plates, not less than the equivalent of a 3-inch by 12-inch (76 mm by 304 mm) by 0.036-inch-thick (0.914 mm) galvanized steel plate that is nailed to each wall or segment of wall by 12 8d [21/2-inch × 0.113-inch (64 mm by 2.87 mm)] box nails on each side of the joint shall be required, provided that the rafters, joists or trusses are centered over the studs with a tolerance of not more than 1 inch (25 mm). The top plate shall not be required over headers that are in the same plane and in line with the upper surface of the adjacent top

plates and are tied to adjacent wall sections as required for the butt joint splice between adjacent single top plates.

Where bearing studs are spaced at 24-inch (610 mm) intervals, top plates are less than two 2-inch by 6-inch (51 mm by 152 mm) or two 3-inch by 4-inch (76 mm by 102 mm) members and the floor joists, floor trusses or roof trusses that they support are spaced at more than 16-inch (406 mm) intervals, such joists or trusses shall bear within 5 inches (127 mm) of the studs beneath or a third plate shall be installed.

2308.5.4 Nonload-bearing walls and partitions. In non- load-bearing walls and partitions, that are not part of a braced wall panel, studs shall be spaced not more than 24 inches (610 mm) on center. In interior nonload-bearing walls and partitions, studs are permitted to be set with the long dimension parallel to the wall. Where studs are set with the long dimensions parallel to the wall, use of utility grade lumber or studs exceeding 10 feet (3048 mm) is not permitted. Interior nonload-bearing partitions shall be capped with not less than a single top plate installed to provide overlapping at corners and at intersections with other walls and partitions. The plate shall be continuously

FLOOR JOISTS CANNOT BE TIED DIRECTLY TOGETHER

SECTION VIEWSECTION VIEW

FIGURE 2308.4.4.2 PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY

PLAN VIEW PLAN VIEW

MORE THAN b2/2 IS IRREGULAR

MORE THAN b1/2 IS IRREGULAR

FIGURE 2308.4.4.1(2) OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS

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tied at joints by solid blocking not less than 16 inches (406 mm) in length and equal in size to the plate or by 1/2-inch by 11/2-inch (12.7 mm by 38 mm) metal ties with spliced sections fastened with two 16d nails on each side of the joint.

2308.5.5 Openings in walls and partitions. Openings in exterior and interior walls and partitions shall comply with Sections 2308.5.5.1 through 2308.5.5.3.

2308.5.5.1 Openings in exterior bearing walls. Head- ers shall be provided over each opening in exterior bearing walls. The size and spans in Table 2308.4.1.1(1) are permitted to be used for one- and two-family dwellings. Headers for other buildings shall be designed in accordance with Section 2301.2, Item 1 or 2. Headers shall be of two pieces of nominal 2-inch (51 mm) framing lumber set on edge as permitted by Table 2308.4.1.1(1) and nailed together in accordance with Table 2304.10.1 or of solid lumber of equivalent size.

Wall studs shall support the ends of the header in accordance with Table 2308.4.1.1(1). Each end of a lin- tel or header shall have a bearing length of not less than 11/2 inches (38 mm) for the full width of the lintel.

2308.5.5.2 Openings in interior bearing partitions. Headers shall be provided over each opening in interior bearing partitions as required in Section 2308.5.5.1. The spans in Table 2308.4.1.1(2) are permitted to be used. Wall studs shall support the ends of the header in accordance with Table 2308.4.1.1(1) or 2308.4.1.1(2), as applicable.

2308.5.5.3 Openings in interior nonbearing parti- tions. Openings in nonbearing partitions are permitted to be framed with single studs and headers. Each end of a lintel or header shall have a bearing length of not less than 11/2 inches (38 mm) for the full width of the lintel.

2308.5.6 Cripple walls. Foundation cripple walls shall be framed of studs that are not less than the size of the stud- ding above and not less than 14 inches (356 mm) in length, or shall be framed of solid blocking. Where exceeding 4

feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story. See Section 2308.6.6 for cripple wall bracing.

2308.5.7 Bridging. Unless covered by interior or exterior wall coverings or sheathing meeting the minimum require- ments of this code, stud partitions or walls with studs hav- ing a height-to-least-thickness ratio exceeding 50 shall have bridging that is not less than 2 inches (51 mm) in thickness and of the same width as the studs fitted snugly and nailed thereto to provide adequate lateral support. Bridging shall be placed in every stud cavity and at a fre- quency such that no stud so braced shall have a height-to- least-thickness ratio exceeding 50 with the height of the stud measured between horizontal framing and bridging or between bridging, whichever is greater.

2308.5.8 Pipes in walls. Stud partitions containing plumb- ing, heating or other pipes shall be framed and the joists underneath spaced to provide proper clearance for the pip- ing. Where a partition containing piping runs parallel to the floor joists, the joists underneath such partitions shall be doubled and spaced to permit the passage of pipes and shall be bridged. Where plumbing, heating or other pipes are placed in, or partly in, a partition, necessitating the cut- ting of the soles or plates, a metal tie not less than 0.058 inch (1.47 mm) (16 galvanized gage) and 11/2 inches (38 mm) in width shall be fastened to each plate across and to each side of the opening with not less than six 16d nails.

2308.5.9 Cutting and notching. In exterior walls and bearing partitions, wood studs are permitted to be cut or notched to a depth not exceeding 25 percent of the width of the stud. Cutting or notching of studs to a depth not greater than 40 percent of the width of the stud is permit- ted in nonbearing partitions supporting no loads other than the weight of the partition.

2308.5.10 Bored holes. Bored holes not greater than 40 percent of the stud width are permitted to be bored in any wood stud. Bored holes not greater than 60 percent of the stud width are permitted in nonbearing partitions or in any wall where each bored stud is doubled, provided not more than two such successive doubled studs are so bored. In no

TABLE 2308.5.1 SIZE, HEIGHT AND SPACING OF WOOD STUDSc

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Listed heights are distances between points of lateral support placed perpendicular to the plane of the wall. Increases in unsupported height are permitted

where justified by an analysis. b. Shall not be used in exterior walls. c. Utility-grade studs shall not be spaced more than 16 inches on center or support more than a roof and ceiling, or exceed 8 feet in height for exterior walls and

load-bearing walls or 10 feet for interior nonload-bearing walls.

STUD SIZE (inches)

BEARING WALLS NONBEARING WALLS

Laterally unsupported stud heighta (feet)

Supporting roof and ceiling only

Supporting one floor, roof and ceiling

Supporting two floors, roof and ceiling Laterally unsupported

stud heighta (feet) Spacing (inches)

Spacing (inches)

2 × 3b — — — — 10 16

2 × 4 10 24 16 — 14 24

3 × 4 10 24 24 16 14 24

2 × 5 10 24 24 — 16 24

2 × 6 10 24 24 16 20 24

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case shall the edge of a bored hole be nearer than 5/8 inch (15.9 mm) to the edge of the stud. Bored holes shall not be located at the same section of stud as a cut or notch.

2308.5.11 Exterior wall sheathing. Except where stucco construction that complies with Section 2510 is installed, the outside of exterior walls, including gables, of enclosed buildings shall be sheathed with one of the materials of the nominal thickness specified in Table 2308.5.11 with fas- teners in accordance with the requirements of Section 2304.10 or fasteners designed in accordance with accepted engineering practice. Alternatively, sheathing materials and fasteners complying with Section 2304.6 shall be per- mitted.

2308.6 Wall bracing. Buildings shall be provided with exte- rior and interior braced wall lines as described in Sections 2308.6.1 through 2308.6.10.2.

2308.6.1 Braced wall lines. For the purpose of determin- ing the amount and location of bracing required along each story level of a building, braced wall lines shall be desig- nated as straight lines through the building plan in both the longitudinal and transverse direction and placed in accor- dance with Table 2308.6.1 and Figure 2308.6.1. Braced wall line spacing shall not exceed the distance specified in Table 2308.6.1. In structures assigned to Seismic Design Category D or E, braced wall lines shall intersect perpen- dicularly to each other.

2308.6.2 Braced wall panels. Braced wall panels shall be placed along braced wall lines in accordance with Table 2308.6.1 and Figure 2308.6.1 and as specified in Table 2308.6.3(1). A braced wall panel shall be located at each end of the braced wall line and at the corners of intersect- ing braced wall lines or shall begin within the maximum distance from the end of the braced wall line in accor- dance with Table 2308.6.1. Braced wall panels in a braced wall line shall not be offset from each other by more than 4 feet (1219 mm). Braced wall panels shall be clearly indi- cated on the plans.

2308.6.3 Braced wall panel methods. Construction of braced wall panels shall be by one or a combination of the methods in Table 2308.6.3(1). Braced wall panel length shall be in accordance with Section 2308.6.4 or 2308.6.5.

2308.6.4 Braced wall panel construction. For Methods DWB, WSP, SFB, PBS, PCP and HPS, each panel must be

not less than 48 inches (1219 mm) in length, covering three stud spaces where studs are spaced 16 inches (406 mm) on center and covering two stud spaces where studs are spaced 24 inches (610 mm) on center. Braced wall panels less than 48 inches (1219 mm) in length shall not contribute toward the amount of required bracing. Braced wall panels that are longer than the required length shall be credited for their actual length. For Method GB, each panel must be not less than 96 inches (2438 mm) in length where applied to one side of the studs or 48 inches (1219 mm) in length where applied to both sides.

Vertical joints of panel sheathing shall occur over studs and adjacent panel joints shall be nailed to common fram- ing members. Horizontal joints shall occur over blocking or other framing equal in size to the studding except where waived by the installation requirements for the specific sheathing materials. Sole plates shall be nailed to the floor framing in accordance with Section 2308.6.7 and top plates shall be connected to the framing above in accor- dance with Section 2308.6.7.2. Where joists are perpen- dicular to braced wall lines above, blocking shall be provided under and in line with the braced wall panels.

2308.6.5 Alternative bracing. An alternate braced wall (ABW) or a portal frame with hold-downs (PFH) de- scribed in this section is permitted to substitute for a 48- inch (1219 mm) braced wall panel of Method DWB, WSP, SFB, PBS, PCP or HPS. For Method GB, each 96- inch (2438 mm) section (applied to one face) or 48-inch (1219 mm) section (applied to both faces) or portion thereof required by Table 2308.6.1 is permitted to be replaced by one panel constructed in accordance with Method ABW or PFH.

2308.6.5.1. Alternate braced wall (ABW). An ABW shall be constructed in accordance with this section and Figure 2308.6.5.1. In one-story buildings, each panel shall have a length of not less than 2 feet 8 inches (813 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with 3/8-inch (3.2 mm) minimum-thickness wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table 2304.10.1 and blocked at wood structural panel edges. Two anchor bolts installed in accordance with Section 2308.3.1 shall be provided in each panel. Anchor bolts shall be placed at

TABLE 2308.5.11 MINIMUM THICKNESS OF WALL SHEATHING

For SI: 1 inch = 25.4 mm.

SHEATHING TYPE MINIMUM THICKNESS MAXIMUM WALL STUD SPACING

Diagonal wood boards 5/8 inch 24 inches on center

Structural fiberboard 1/2 inch 16 inches on center

Wood structural panel In accordance with Tables 2308.6.3(2) and 2308.6.3(3) —

M-S “Exterior Glue” and M-2 “Exterior Glue” particleboard

In accordance with Section 2306.3 and Table 2308.6.3(4) —

Gypsum sheathing 1/2 inch 16 inches on center

Reinforced cement mortar 1 inch 24 inches on center

Hardboard panel siding In accordance with Table 2308.6.3(5) —

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each panel outside quarter points. Each panel end stud shall have a hold-down device fastened to the founda- tion, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The hold-down device shall be installed in accordance with the manu- facturer’s recommendations. The ABW shall be sup- ported directly on a foundation or on floor framing supported directly on a foundation that is continuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foun- dation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped 15 inches (381 mm) with the reinforcement required in the con- tinuous foundation located directly under the braced wall line.

Where the ABW is installed at the first story of two- story buildings, the wood structural panel sheathing shall be provided on both faces, three anchor bolts shall be placed at one-quarter points and tie-down device uplift capacity shall be not less than 3,000 pounds (13 344 N).

2308.6.5.2 Portal frame with hold-downs (PFH). A PFH shall be constructed in accordance with this sec- tion and Figure 2308.6.5.2. The adjacent door or win- dow opening shall have a full-length header.

In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8-inch (9.5 mm) minimum-thickness wood structural panel sheath- ing nailed with 8d common or galvanized box nails in accordance with Figure 2308.6.5.2. The wood struc- tural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.6.5.2. A built-up header consisting of at least two 2-inch by 12-inch (51 mm by 305 mm) boards, fastened in accordance with Item 24 of Table 2304.10.1 shall be permitted to be used. A spacer, if used, shall be placed on the side of the built- up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap with an uplift capacity of not less than 1,000 pounds (4,400 N) shall fasten the header to the inner studs opposite the

sheathing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.3.1 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a hold-down device fastened to the foundation with an uplift capacity of not less than 3,500 pounds (15 570 N).

Where a panel is located on one side of the opening, the header shall extend between the inside face of the first full-length stud of the panel and the bearing studs at the other end of the opening. A strap with an uplift capacity of not less than 1,000 pounds (4400 N) shall fasten the header to the bearing studs. The bearing studs shall also have a hold-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N). The hold-down devices shall be an embedded strap type, installed in accordance with the manufacturer’s recommendations. The PFH panels shall be supported directly on a foundation that is con- tinuous across the entire length of the braced wall line. This foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12-inch by 12-inch (305 mm by 305 mm) continuous footing or turned-down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned-down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforce- ment required in the continuous foundation located directly under the braced wall line.

Where a PFH is installed at the first story of two- story buildings, each panel shall have a length of not less than 24 inches (610 mm).

2308.6.6 Cripple wall bracing. Cripple walls shall be braced in accordance with Section 2308.6.6.1 or 2308.6.6.2.

2308.6.6.1 Cripple wall bracing in Seismic Design Categories A, B and C. For the purposes of this sec- tion, cripple walls in Seismic Design Categories A, B and C having a stud height exceeding 14 inches (356 mm) shall be considered a story and shall be braced in accordance with Table 2308.6.1. Spacing of edge nail- ing for required cripple wall bracing shall not exceed 6 inches (152 mm) on center along the foundation plate and the top plate of the cripple wall. Nail size, nail spacing for field nailing and more restrictive boundary nailing requirements shall be as required elsewhere in the code for the specific bracing material used.

2308.6.6.2 Cripple wall bracing in Seismic Design Categories D and E. For the purposes of this section, cripple walls in Seismic Design Categories D and E

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SPACING BETWEEN BWL

SPACING BETWEEN

CENTER TO CENTER

SPACING BETWEEN

BWP˝S = 25′-0″ MAX

SPACING BETWEEN

BWP˝S = 25′-0″ MAX

“L1”

BWL 3

BWL 2

BWL 4

BWL 2

BWL 1

PER TABLE 2308.6.1

BWL PER TABLE 2308.6.1

BW L Y

BW L Z

BW L

BW L X

BWP“3A” BWP“3B”

BWP“1C”

BWP“1B”

BWP“1A”

BWP

BWP“1B”

BWP“1A”

“L2”

BWP

BOX 2

BWL 2 CAN BE CONSIDERED SEPARATE BWL FROM BWL 3 IF IT HAS BRACED PANELS PER TABLE 2308.6.1

BRACED PANELS ALLOWED UP TO 4′ OFFSET FROM BRACED WALL LINE

CONTINUOUS FOUNDATION AND BRACED CRIPPLE WALL RECOMMENDED UNDER LOWER STORY BRACED WALL PANELS

MAX DISTANCE OF BWP EXTENDING OVER OPENING BELOW IN SEISMIC DESIGN CATEGORIES D AND E IN ACCORDANCE WITH SECTION 2308.6.8.1

BRACED PANELS ALLOWED UP TO 4′ OFFSET FROM BRACED WALL LINE

MAX DISTANCE FROM END OF BWL TO BRACED PANEL PER TABLE 2308.6.1

EXAMPLES OF THE SUM OF BRACING PER BWL BWL 1 = BWP 1A + BWP 1B + BWP 1C BWL 3 = BWP 3A +3B

EXAMPLES OF THE SUM OF BRACING PER BWL BWL 1 = BWP 1A + BWP 1B + BWP1C

BOX 1

SPACING BETWEEN BWL

SPACING BETWEEN

CENTER TO CENTER

SPACING BETWEEN

BWP˝S = 25′-0″ MAX

SPACING BETWEEN

BWP˝S = 25′-0″ MAX

“L1”

BWL 3

BWL 2

BWL 4

BWL 2

BWL 1

PER TABLE 2308.6.1

BWL PER TABLE 2308.6.1

BW L Y

BW L Z

BW L

BW L X

BWP“3A” BWP“3B”

BWP“1C”

BWP“1B”

BWP“1A”

BWP

BWP“1B”

BWP“1A”

“L2”

BWP

BOX 2

BWL 2 CAN BE CONSIDERED SEPARATE BWL FROM BWL 3 IF IT HAS BRACED PANELS PER TABLE 2308.6.1

BRACED PANELS ALLOWED UP TO 4′ OFFSET FROM BRACED WALL LINE

CONTINUOUS FOUNDATION AND BRACED CRIPPLE WALL RECOMMENDED UNDER LOWER STORY BRACED WALL PANELS

MAX DISTANCE OF BWP EXTENDING OVER OPENING BELOW IN SEISMIC DESIGN CATEGORIES D AND E IN ACCORDANCE WITH SECTION 2308.6.8.1

BRACED PANELS ALLOWED UP TO 4′ OFFSET FROM BRACED WALL LINE

MAX DISTANCE FROM END OF BWL TO BRACED PANEL PER TABLE 2308.6.1

EXAMPLES OF THE SUM OF BRACING PER BWL BWL 1 = BWP 1A + BWP 1B + BWP 1C BWL 3 = BWP 3A +3B

EXAMPLES OF THE SUM OF BRACING PER BWL BWL 1 = BWP 1A + BWP 1B + BWP1C

BOX 1

For SI: 1 foot = 304.8 mm.

FIGURE 2308.6.1 BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM

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TABLE 2308.6.1a

WALL BRACING REQUIREMENTS

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. NP = Not Permitted. a. This table specifies minimum requirements for braced wall panels along interior or exterior braced wall lines. b. See Section 2308.6.3 for full description of bracing methods. c. For Method GB, gypsum wallboard applied to framing supports that are spaced at 16 inches on center. d. The required lengths shall be doubled for gypsum board applied to only one face of a braced wall panel. e. Percentage shown represents the minimum amount of bracing required along the building length (or wall length if the structure has an irregular shape).

SEISMIC DESIGN

CATEGORY

STORY CONDITION (SEE SECTION 2308.2)

MAXIMUM SPACING OF

BRACED WALL LINES

BRACED PANEL LOCATION, SPACING (O.C.) AND MINIMUM PERCENTAGE (X)

MAXIMUM DISTANCE OF BRACED WALL

PANELS FROM EACH END OF BRACED

WALL LINE Bracing methodb

LIB DWB, WSP SFB, PBS, PCP, HPS, GBc, d

A and B

35′- 0″ Each end and ≤ 25′- 0″ o.c.

Each end and ≤ 25′- 0″ o.c. Each end and ≤ 25′- 0″ o.c. 12′- 6″

35′- 0″ Each end and ≤ 25′- 0″ o.c.

Each end and ≤ 25′- 0″ o.c. Each end and ≤ 25′- 0″ o.c. 12′- 6″

35′- 0″ NP Each end and ≤ 25′- 0″ o.c. Each end and ≤ 25′- 0″ o.c. 12′- 6″

35′- 0″ NP Each end and ≤ 25′- 0″ o.c. (minimum 25% of wall length)e

Each end and ≤ 25′- 0″ o.c. (minimum 25% of wall length)e

12′- 6″

D and E 25′- 0″ NP

SDS < 0.50: Each end and ≤ 25′- 0″ o.c. (minimum 21% of wall length)e

SDS < 0.50: Each end and ≤ 25′- 0″ o.c. (minimum 43% of wall length)e

8′- 0″

0.5 ≤ SDS < 0.75: Each end and ≤ 25′- 0″ o.c. (mini- mum 32% of wall length)e

0.5 ≤ SDS < 0.75: Each end and ≤ 25′- 0″ o.c. (minimum 59% of wall length)e

0.75 ≤ SDS ≤ 1.00: Each end and ≤ 25′- 0″ o.c. (mini- mum 37% of wall length)e

0.75 ≤ SDS ≤ 1.00: Each end and ≤ 25′- 0″ o.c. (minimum 75% of wall length)

SDS > 1.00: Each end and ≤ 25′- 0″ o.c. (minimum 48% of wall length)e

SDS > 1.00: Each end and ≤ 25′- 0″ o.c. (minimum 100% of wall length)e

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having a stud height exceeding 14 inches (356 mm) shall be considered a story and shall be braced in accor- dance with Table 2308.6.1. Where interior braced wall lines occur without a continuous foundation below, the length of parallel exterior cripple wall bracing shall be one and one-half times the lengths required by Table 2308.6.1. Where the cripple wall sheathing type used is Method WSP or DWB and this additional length of bracing cannot be provided, the capacity of WSP or DWB sheathing shall be increased by reducing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) on center.

2308.6.7 Connections of braced wall panels. Braced wall panel joints shall occur over studs or blocking. Braced wall panels shall be fastened to studs, top and bot- tom plates and at panel edges. Braced wall panels shall be

applied to nominal 2-inch-wide [actual 11/2-inch (38 mm)] or larger stud framing.

2308.6.7.1 Bottom plate connection. Braced wall line bottom plates shall be connected to joists or full-depth blocking below in accordance with Table 2304.10.1, or to foundations in accordance with Section 2308.6.7.3.

2308.6.7.2 Top plate connection. Where joists or raf- ters are used, braced wall line top plates shall be fas- tened over the full length of the braced wall line to joists, rafters, rim boards or full-depth blocking above in accordance with Table 2304.10.1, as applicable, based on the orientation of the joists or rafters to the braced wall line. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and shall be fas- tened to the braced wall line top plate as specified in Table 2304.10.1. Notching or drilling of holes in block-

TABLE 2308.6.3(1) BRACING METHODS

(continued)

METHODS, MATERIAL

MINIMUM THICKNESS FIGURE CONNECTION CRITERIAa

Fasteners Spacing

LIBa Let-in-bracing

1″ × 4″ wood or approved metal straps attached at 45° to 60° angles to studs at maximum of 16″ o.c.

Table 2304.10.1 Wood: per stud plus top and bottom plates

Metal strap: installed in accordance with manufacturer’s recommendations

DWB Diagonal wood boards

3/4″ thick (1″ nominal) × 6″ minimum width to studs at maximum of 24″ o.c.

Table 2304.10.1 Per stud

WSP Wood structural panel

3/8″ in accordance with Table 2308.6.3(2) or 2308.6.3(3)

Table 2304.10.1 6″ edges 12″ field

SFB Structural

fiberboard sheathing

1/2″ in accordance with Table 2304.10.1 to studs at maximum 16″ o.c.

Table 2304.10.1 3″ edges 6″ field

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TABLE 2308.6.3(1)—continued BRACING METHODS

For SI: 1 foot = 304.8 mm, 1 degree = 0.01745 rad. a. Method LIB shall have gypsum board fastened to at least one side with nails or screws.

METHODS, MATERIAL

MINIMUM THICKNESS FIGURE CONNECTION CRITERIAa

Fasteners Spacing

GB Gypsum board (Double sided)

1/2″ or 5/8″ by a minimum of

4′ wide to studs at maximum of 24″ o.c.

Section 2506.2 for exterior and interior sheathing: 5d annual ringed cooler nails (15/8″ × 0.086″) or 1

1/4″ screws (Type W or S) for 1/2″ gypsum board or 15/8″ screws (Type W or S) for 5/8″ gypsum board

For all braced wall panel loca- tions: 7″ o.c. along panel edges (including top and bot- tom plates) and 7″ o.c. in the field

PBS Particleboard sheathing

3/8″ or 1/2″ in accordance

with Table 2308.6.3(4) to studs at maximum of 16″ o.c.

6d common (2″ long × 0.113″ dia.) nails for 3/8″ thick sheathing or 8d common (21/2″ long × 0.131″ dia.) nails for 1/2″ thick sheathing

3″ edges 6″ field

PCP Portland cement plaster

Section 2510 to studs at maximum of 16″ o.c.

11/2″ long, 11 gage, 7/16″ dia.

head nails or 7/8″ long, 16 gage staples

6″ o.c. on all framing members

HPS Hardboard panel siding

7/16″ in accordance with Table 2308.6.3(5)

Table 2304.10.1 4″ edges 8″ field

ABW Alternate braced wall

3/8″ Figure 2308.6.5.1 and

Section 2308.6.5.1 Figure 2308.6.5.1

PFH Portal frame

with hold-downs

3/8″ Figure 2308.6.5.2 and

Section 2308.6.5.2 Figure 2308.6.5.2

TABLE 2308.6.3(2) EXPOSED PLYWOOD PANEL SIDING

For SI: 1 inch = 25.4 mm. a. Thickness of grooved panels is measured at bottom of grooves. b. Spans are permitted to be 24 inches if plywood siding applied with face grain perpendicular to studs or over one of the following: (1) 1-inch board sheathing,

(2) 7/16 -inch wood structural panel sheathing or (3) 3/8-inch wood structural panel sheathing with strength axis (which is the long direction of the panel unless

otherwise marked) of sheathing perpendicular to studs.

MINIMUM THICKNESSa (inch)

MINIMUM NUMBER OF PLIES STUD SPACING

(inches) Plywood siding applied directly to studs or over sheathing

3/8 3 16 b

1/2 4 24

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TABLE 2308.6.3(3) WOOD STRUCTURAL PANEL WALL SHEATHINGb

(Not Exposed to the Weather, Strength Axis Parallel or Perpendicular to Studs Except as Indicated Below)

For SI: 1 inch = 25.4 mm. a. Plywood shall consist of four or more plies. b. Blocking of horizontal joints shall not be required except as specified in Section 2308.6.4.

MINIMUM THICKNESS

(inch)

PANEL SPAN RATING

STUD SPACING (inches)

Siding nailed to studs

Nailable sheathing

Sheathing parallel to studs

Sheathing perpendicular to studs

3/8, 15/32,

1/2 16/0, 20/0, 24/0, 32/16

Wall—24″ o.c. 24 16 24

7/16, 15/32,

1/2 24/0, 24/16, 32/16

Wall—24″ o.c. 24 24a 24

TABLE 2308.6.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING

(Not Exposed to the Weather, Long Dimension of the Panel Parallel or Perpendicular to Studs)

For SI: 1 inch = 25.4 mm.

GRADE THICKNESS

(inch)

STUD SPACING (inches)

Siding nailed to studs

Sheathing under coverings specified in Section 2308.6.3 parallel or perpendicular to

studs

M-S “Exterior Glue” and M-2 “Exterior Glue”

3/8 16 — 1/2 16 16

TABLE 2308.6.3(5) HARDBOARD SIDING

For SI: 1 inch = 25.4 mm. a. Nails shall be corrosion resistant. b. Minimum acceptable nail dimensions:

c. Where used to comply with Section 2308.6. d. Nail length must accommodate the sheathing and penetrate framing 11/2 inches.

SIDING MINIMUM NOMINAL

THICKNESS (inch)

2 × 4 FRAMING MAXIMUM SPACING

NAIL SIZEa, b, d NAIL SPACING

General Bracing panelsc

1. Lap siding Direct to studs 3/8 16″ o.c. 8d 16″ o.c. Not applicable

Over sheathing 3/8 16″ o.c. 10d 16″ o.c. Not applicable 2. Square edge panel siding

Direct to studs 3/8 24″ o.c. 6d 6″ o.c. edges; 12″ o.c. at intermediate supports

4″ o.c. edges; 8″ o.c. at intermediate supports

Over sheathing 3/8 24″ o.c. 8d 6″ o.c. edges; 12″ o.c. at intermediate supports

4″ o.c. edges; 8″ o.c. at intermediate supports

3. Shiplap edge panel siding Direct to studs 3/8 16″ o.c. 6d

6″ o.c. edges; 12″ o.c. at intermediate supports

4″ o.c. edges; 8″ o.c. at intermediate supports

Over sheathing 3/8 16″ o.c. 8d 6″ o.c. edges; 12″ o.c. at intermediate supports

4″ o.c. edges; 8″ o.c. at intermediate supports

Panel Siding (inch) Lap Siding (inch)

Shank diameter Head diameter

0.092 0.225

0.099 0.240

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ing in accordance with the requirements of Section 2308.4.2.4 or 2308.7.4 shall be permitted.

At exterior gable end walls, braced wall panel sheathing in the top story shall be extended and fas- tened to the roof framing where the spacing between parallel exterior braced wall lines is greater than 50 feet (15 240 mm).

Where roof trusses are used and are installed per- pendicular to an exterior braced wall line, lateral forces shall be transferred from the roof diaphragm to the braced wall over the full length of the braced wall line by blocking of the ends of the trusses or by other approved methods providing equivalent lateral force transfer. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and equal to the depth of the truss at the wall line and shall be fastened to the braced wall line top plate as specified in Table 2304.10.1. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.4.2.4 or 2308.7.4 shall be permitted.

Exception: Where the roof sheathing is greater than 91/4 inches (235 mm) above the top plate, solid blocking is not required where the framing members are connected using one of the following methods:

1. In accordance with Figure 2308.6.7.2(1).

2. In accordance with Figure 2308.6.7.2(2).

3. Full-height engineered blocking panels de- signed for values listed in AWC WFCM.

4. A design in accordance with accepted engi- neering methods.

2308.6.7.3 Sill anchorage. Where foundations are required by Section 2308.6.8, braced wall line sills shall be anchored to concrete or masonry foundations. Such anchorage shall conform to the requirements of

Section 2308.3. The anchors shall be distributed along the length of the braced wall line. Other anchorage devices having equivalent capacity are permitted.

2308.6.7.4 Anchorage to all-wood foundations. Where all-wood foundations are used, the force transfer from the braced wall lines shall be determined based on calculation and shall have a capacity that is not less than the connections required by Section 2308.3.

2308.6.8 Braced wall line and diaphragm support. Braced wall lines and floor and roof diaphragms shall be supported in accordance with this section.

2308.6.8.1 Foundation requirements. Braced wall lines shall be supported by continuous foundations.

Exception: For structures with a maximum plan dimension not more than 50 feet (15 240 mm), con- tinuous foundations are required at exterior walls only.

For structures in Seismic Design Categories D and E, exterior braced wall panels shall be in the same plane vertically with the foundation or the portion of the structure containing the offset shall be designed in accordance with accepted engineering practice and Section 2308.1.1.

Exceptions:

1. Exterior braced wall panels shall be permitted to be located not more than 4 feet (1219 mm) from the foundation below where supported by a floor constructed in accordance with all of the following:

1.1. Cantilevers or setbacks shall not exceed four times the nominal depth of the floor joists.

1.2. Floor joists shall be 2 inches by 10 inches (51 mm by 254 mm) or larger

FOR PANEL SPLICE (IF NEEDED) ADJOINING PANEL EDGES SHALL MEET OVER AND BE FASTENED TO COMMON FRAMING

8d COMON OR GALVANIZED BOX NAILS AT 6″ O.C. AT PANEL EDGES FOR SINGLE STORY AND AT 4″ O.C. AT PANEL EDGES FOR THE FIRST OF 2 STORIES

ANCHOR BOLTS PER SECTION 2308.6.5.1

HOLD-DOWN PER SECTION 2308.6.5.1

STUDS UNDER HEADER AS REQUIRED1

0′ -0 ″

M A

X H

E IG

H T

2′-8″ MIN PANEL

LENGTH

MIN. 2x4 FRAMING. MIN. DOUBLE STUDS REQUIRED

MIN. 3/8″ THICK WOOD STRUCTURAL PANEL SHEATHING ON ONE FACE

MINIMUM REINFORCING OF FOUNDATION, ONE #4 BAR TOP AND BOTTOM OF FOOTING. REINFORCING SHALL BE LAPPED 15 INCHES MIN.

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE 2308.6.5.1 ALTERNATE BRACED WALL PANEL (ABW)

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and spaced not more than 16 inches (406 mm) on center.

1.3. The ratio of the back span to the canti- lever shall be not less than 2 to 1.

1.4. Floor joists at ends of braced wall panels shall be doubled.

1.5. A continuous rim joist shall be con- nected to the ends of cantilevered joists. The rim joist is permitted to be spliced using a metal tie not less than 0.058 inch (1.47 mm) (16 galvanized gage) and 11/2 inches (38 mm) in width fastened with six 16d common nails on each side. The metal tie shall have a yield stress not less than 33,000 psi (227 MPa).

1.6. Joists at setbacks or the end of cantile- vered joists shall not carry gravity loads from more than a single story having uniform wall and roof loads nor carry the reactions from headers having a span of 8 feet (2438 mm) or more.

2. The end of a required braced wall panel shall be allowed to extend not more than 1 foot (305 mm) over an opening in the wall below. This requirement is applicable to braced wall pan- els offset in plane and braced wall panels off- set out of plane as permitted by Exception 1. Braced wall panels are permitted to extend over an opening not more than 8 feet (2438 mm) in width where the header is a 4-inch by

12-inch (102 mm by 305 mm) or larger mem- ber.

2308.6.8.2 Floor and roof diaphragm support in Seismic Design Categories D and E. In structures assigned to Seismic Design Categories D or E, floor and roof diaphragms shall be laterally supported by braced wall lines on all edges and connected in accor- dance with Section 2308.6.7 [see Figure 2308.6.8.2(1)].

Exception: Portions of roofs or floors that do not support braced wall panels above are permitted to extend up to 6 feet (1829 mm) beyond a braced wall line [see Figure 2308.6.8.2(2)] provided that the framing members are connected to the braced wall line below in accordance with Section 2308.6.7.

2308.6.8.3 Stepped footings in Seismic Design Cate- gories B, C, D and E. In Seismic Design Categories B, C, D and E, where the height of a required braced wall panel extending from foundation to floor above varies more than 4 feet (1219 mm), the following construction shall be used:

1. Where the bottom of the footing is stepped and the lowest floor framing rests directly on a sill bolted to the footings, the sill shall be anchored as required in Section 2308.3.

2. Where the lowest floor framing rests directly on a sill bolted to a footing not less than 8 feet (2438 mm) in length along a line of bracing, the line shall be considered to be braced. The double plate of the cripple stud wall beyond the segment of footing extending to the lowest framed floor shall be spliced to the sill plate with metal ties, one on each side of the sill and plate. The metal

1000 lb STRAP OPPOSITE SHEATHING

MIN. 3″x11.25″ NET HEADER

SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) EXTENT OF HEADER

EXTENT OF HEADER

M A

X . H

E IG

H T

= 10 ′-

0″

DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)

6′ TO 18′

FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16d SINKER NAILS AT 3″ O.C. TYP.

FASTEN SHEATHING TO HEADER WITH 8d COMMON OR GALVANIZED BOX NAILS IN 3″ GRID PATTERN AS SHOWN AND 3″ O.C. IN ALL FRAMING (STUDS, BLOCKING AND SILLS) TYP.

MIN. 1000 LB TIE-DOWN DEVICE

TYPICAL PORTAL FRAME CONSTRUCTION

MIN. DOUBLE 2x4 POST

MIN. 1000 LB TIE-DOWN DEVICE

FOR PANEL SPLICE (IF NEEDED) PANEL EDGES SHALL BE BLOCKED AND OCCUR WITHIN MIDDLE 24 IN. OF PORTAL HEIGHT. ONE ROW OF TYPICAL SHEATHING-TO-FRAMING NAILING IS REQUIRED AT EACH PANEL EDGE. IF 2x4 DOUBLE BLOCKING IS USED THE 2x4S MUST BE NAILED TOGETHER WITH (3) 16d SINKERS

MIN. WIDTH = 16″ FOR ONE-STORY STRUCTURES MIN. WIDTH = 24″ FOR USE IN FIRST OF TWO STORY STRUCTURES

MIN. 2x4 FRAMING 3/8″ MIN. THICKNESS WOOD STRUCTURAL PANEL SHEATHING

MIN. 3500 LB TIE-DOWN DEVICE (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING IN ACCORDANCE WITH MANUFACTURER’S RECOMMENDATIONS)

SEE SECTION 2308.6.5.2

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 4.448 N.

FIGURE 2308.6.5.2 PORTAL FRAME WITH HOLD-DOWNS (PFH)

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ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] by 11/2 inches (38 mm) in width by 48 inches (1219 mm) with eight 16d common nails on each side of the splice location (see Figure 2308.6.8.3). The metal tie shall have a yield stress not less than 33,000 pounds per square inch (psi) (227 MPa).

3. Where cripple walls occur between the top of the footing and the lowest floor framing, the bracing requirements for a story shall apply.

2308.6.9 Attachment of sheathing. Fastening of braced wall panel sheathing shall be not less than that prescribed in Tables 2308.6.1 and 2304.10.1. Wall sheathing shall not be attached to framing members by adhesives.

2308.6.10 Limitations of concrete or masonry veneer. Concrete or masonry veneer shall comply with Chapter 14 and this section.

2308.6.10.1 Limitations of concrete or masonry veneer in Seismic Design Category B or C. In Seis- mic Design Categories B and C, concrete or masonry walls and stone or masonry veneer shall not extend above a basement.

Exceptions:

1. In structures assigned to Seismic Design Cate- gory B, stone and masonry veneer is permitted to be used in the first two stories above grade plane or the first three stories above grade plane where the lowest story has concrete or masonry walls, provided that wood structural panel wall bracing is used and the length of

bracing provided is one and one-half times the required length specified in Table 2308.6.1.

2. Stone and masonry veneer is permitted to be used in the first story above grade plane or the first two stories above grade plane where the lowest story has concrete or masonry walls.

3. Stone and masonry veneer is permitted to be used in both stories of buildings with two sto- ries above grade plane, provided the follow- ing criteria are met:

3.1. Type of brace in accordance with Sec- tion 2308.6.1 shall be WSP and the allowable shear capacity in accor- dance with Section 2306.3 shall be not less than 350 plf (5108 N/m).

3.2. Braced wall panels in the second story shall be located in accordance with Section 2308.6.1 and not more than 25 feet (7620 mm) on center, and the total length of braced wall panels shall be not less than 25 percent of the braced wall line length. Braced wall panels in the first story shall be located in accordance with Section 2308.6.1 and not more than 25 feet (7620 mm) on center, and the total length of braced wall panels shall be not less than 45 percent of the braced wall line length.

3.3. Hold-down connectors with an allow- able capacity of 2,000 pounds (8896

PRE-ENGINEERED TRUSSES

PROVIDE VENTING PER SECTION 1203.2

2x BLOCKING

ROOF SHEATHING

EDGE NAILING PER TABLE 2304.10.1 (TYP)

2x BLOCKING ATTACHED TO TRUSS TOP CHORD PER TABLE 2304.10.1, ITEM 1

MIDDLE 1/3 AVAILABLE FOR VENT HOLES. (CONT. VENT NOT ALLOWED)

BRACINGa

BRACED WALL LINE 6′-0″ MAX

4′ -0 ″

M A

a. Methods of bracing shall be as described in Table 2308.6.3(1) DWB, WSP, SFB, GB, PBS, PCP or HPS.

NAILING PER TABLE 2304.10.1, ITEM 1

For SI: 1 foot = 304.8 mm.

FIGURE 2308.6.7.2(1) BRACED WALL LINE TOP PLATE CONNECTION

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N) shall be provided at the ends of each braced wall panel for the second story to the first story connection. Hold-down connectors with an allow- able capacity of 3,900 pounds (17 347 N) shall be provided at the ends of each braced wall panel for the first story to the foundation connection. In all cases, the hold-down connector force shall be transferred to the foun- dation.

3.4. Cripple walls shall not be permitted.

2308.6.10.2 Limitations of concrete or masonry in Seismic Design Categories D and E. In Seismic Design Categories D and E, concrete or masonry walls and stone or masonry veneer shall not extend above a basement.

Exception: In structures assigned to Seismic Design Category D, stone and masonry veneer is permitted to be used in the first story above grade plane, pro- vided the following criteria are met:

1. Type of brace in accordance with Section 2308.6.1 shall be WSP and the allowable shear capacity in accordance with Section 2306.3 shall be not less than 350 plf (5108 N/ m).

2. The braced wall panels in the first story shall be located at each end of the braced wall line and not more than 25 feet (7620 mm) on cen- ter, and the total length of braced wall panels

shall be not less than 45 percent of the braced wall line length.

3. Hold-down connectors shall be provided at the ends of braced walls for the first floor to foun- dation with an allowable capacity of 2,100 pounds (9341 N).

4. Cripple walls shall not be permitted.

2308.7 Roof and ceiling framing. The framing details required in this section apply to roofs having a slope of not less than three units vertical in 12 units horizontal (25-percent slope). Where the roof slope is less than three units vertical in 12 units horizontal (25-percent slope), members supporting rafters and ceiling joists such as ridge board, hips and valleys shall be designed as beams.

2308.7.1 Ceiling joist spans. Spans for ceiling joists shall be in accordance with Table 2308.7.1(1) or 2308.7.1(2). For other grades and species, and other loading conditions, refer to the AWC STJR.

2308.7.2 Rafter spans. Spans for rafters shall be in accor- dance with Table 2308.7.2(1), 2308.7.2(2), 2308.7.2(3), 2308.7.2(4), 2308.7.2(5) or 2308.7.2(6). For other grades and species and other loading conditions, refer to the AWC STJR. The span of each rafter shall be measured along the horizontal projection of the rafter.

2308.7.3 Ceiling joist and rafter framing. Rafters shall be framed directly opposite each other at the ridge. There shall be a ridge board not less than 1-inch (25 mm) nomi- nal thickness at ridges and not less in depth than the cut end of the rafter. At valleys and hips, there shall be a sin- gle valley or hip rafter not less than 2-inch (51 mm) nomi-

BA SECTION ELEVATION

EDGE NAILING PER TABLE 2304.10.1 (TYP)

2x BLOCKING (4) SIDES & WEB FILLER. ATTACH PER TABLE 2304.10.1, ITEM 1

PRE-ENGINEERED TRUSSES

NAILING PER TABLE 2304.10.1, ITEM 1

WALL BRACING BELOW NOT SHOWN

6′-0″ MAX

a. Methods of bracing shall be as described in Table 2308.6.3(1) DWB, WSP, SFB, GB, PBS, PCP or HPS.

4′ -0 ″

M A

BRACED WALL LINE

ROOF SHEATHING

EDGE NAILING PER TABLE 2304.10.1 (TYP)

BRACINGa

2x FLAT BLOCKING

2x FILLER BLOCKS BETWEEN TRUSS WEBS

ATTACH BLOCKING TO TRUSS TOP CHORD PER TABLE 2304.10.1 ITEM 1

PROVIDE VENTING PER SECTION 1203.2 (NOT SHOWN)

For SI: 1 foot = 304.8 mm.

FIGURE 2308.6.7.2(2) BRACED WALL PANEL TOP PLATE CONNECTION

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nal thickness and not less in depth than the cut end of the rafter.

2308.7.3.1 Ceiling joist and rafter connections. Ceil- ing joists and rafters shall be nailed to each other and the assembly shall be nailed to the top wall plate in accordance with Tables 2304.10.1 and 2308.7.5. Ceil- ing joists shall be continuous or securely joined where they meet over interior partitions and be fastened to adjacent rafters in accordance with Tables 2304.10.1 and 2308.7.3.1 to provide a continuous rafter tie across the building where such joists are parallel to the rafters. Ceiling joists shall have a bearing surface of not less than 11/2 inches (38 mm) on the top plate at each end.

Where ceiling joists are not parallel to rafters, an equivalent rafter tie shall be installed in a manner to

provide a continuous tie across the building, at a spac- ing of not more than 4 feet (1219 mm) on center. The connections shall be in accordance with Tables 2308.7.3.1 and 2304.10.1, or connections of equivalent capacities shall be provided. Where ceiling joists or raf- ter ties are not provided at the top of the rafter support walls, the ridge formed by these rafters shall also be supported by a girder conforming to Section 2308.8. Rafter ties shall be spaced not more than 4 feet (1219 mm) on center.

Rafter tie connections shall be based on the equiva- lent rafter spacing in Table 2308.7.3.1. Rafter-to-ceil- ing joist connections and rafter tie connections shall be of sufficient size and number to prevent splitting from nailing.

PLAN VIEW

ROOF SHALL BE PERMITTED TO EXTEND UP TO 6′ BEYOND THE BRACED WALL LINE

BRACED WALL LINES

For SI: 1 foot = 304.8 mm.

FIGURE 2308.6.8.2(2) ROOF EXTENSION IN SDC D OR E BEYOND BRACED WALL LINE

BRACED WALL LINES

PLAN VIEW

THERE IS NO BRACED WALL LINE SUPPORTING THIS EDGE OF ROOF

FIGURE 2308.6.8.2(1) ROOF IN SDC D OR E NOT SUPPORTED ON ALL EDGES

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Roof framing member connection to braced wall lines shall be in accordance with Section 2308.6.7.2.

2308.7.4 Notches and holes. Notching at the ends of raf- ters or ceiling joists shall not exceed one-fourth the depth. Notches in the top or bottom of the rafter or ceiling joist shall not exceed one-sixth the depth and shall not be located in the middle one-third of the span, except that a notch not more than one-third of the depth is permitted in the top of the rafter or ceiling joist not further from the face of the support than the depth of the member. Holes bored in rafters or ceiling joists shall not be within 2 inches (51 mm) of the top and bottom and their diameter shall not exceed one-third the depth of the member.

2308.7.5 Wind uplift. The roof construction shall have rafter and truss ties to the wall below. Resultant uplift loads shall be transferred to the foundation using a contin- uous load path. The rafter or truss to wall connection shall comply with Tables 2304.10.1 and 2308.7.5.

2308.7.6 Framing around openings. Trimmer and header rafters shall be doubled, or of lumber of equivalent cross section, where the span of the header exceeds 4 feet (1219 mm). The ends of header rafters that are more than 6 feet (1829 mm) in length shall be supported by framing anchors or rafter hangers unless bearing on a beam, parti- tion or wall.

2308.7.6.1 Openings in roof diaphragms in Seismic Design Categories B, C, D and E. In buildings classi- fied as Seismic Design Category B, C, D or E. openings in horizontal diaphragms with a dimension that is greater than 4 feet (1219 mm) shall be constructed with metal ties and blocking in accordance with this section and Figure 2308.4.4.1(1). Metal ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] in thickness by 11/2 inches (38 mm) in width and shall have a yield stress not less than 33,000 psi (227 Mpa). Blocking shall extend not less than the dimension of the opening in the direction of the tie and blocking. Ties

shall be attached to blocking in accordance with the manufacturer’s instructions but with not less than eight 16d common nails on each side of the header-joist intersection.

2308.7.7 Purlins. Purlins to support roof loads are permit- ted to be installed to reduce the span of rafters within allowable limits and shall be supported by struts to bearing walls. The maximum span of 2-inch by 4-inch (51 mm by 102 mm) purlins shall be 4 feet (1219 mm). The maximum span of the 2-inch by 6-inch (51 mm by 152 mm) purlin shall be 6 feet (1829 mm), but in no case shall the purlin be smaller than the supported rafter. Struts shall be not less than 2-inch by 4-inch (51 mm by 102 mm) members. The unbraced length of struts shall not exceed 8 feet (2438 mm) and the slope of the struts shall be not less than 45 degrees (0.79 rad) from the horizontal.

2308.7.8 Blocking. Roof rafters and ceiling joists shall be supported laterally to prevent rotation and lateral displace- ment in accordance with Section 2308.4.6 and connected to braced wall lines in accordance with Section 2308.6.7.2.

2308.7.9 Engineered wood products. Prefabricated wood I-joists, structural glued-laminated timber and structural composite lumber shall not be notched or drilled except where permitted by the manufacturer’s recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.

2308.7.10 Roof sheathing. Roof sheathing shall be in accordance with Tables 2304.8(3) and 2304.8(5) for wood structural panels, and Tables 2304.8(1) and 2304.8(2) for lumber and shall comply with Section 2304.8.2.

2308.7.11 Joints. Joints in lumber sheathing shall occur over supports unless approved end-matched lumber is used, in which case each piece shall bear on at least two supports.

2′-0″ MIN.

SPLICE

WHERE FOOTING SECTION “A” IS MORE THAN 8′-0″ PROVIDE METAL TIE 16GA x 1½″ x 4′-0″ MIN., EACH SIDE W/8-16d COMMON NAILS EACH SIDE OF SPLICESILL PLATE

CONCRETE STEPPED FOOTING

FOOTING SECTION “A”

2-2x PLATE

2x CRIPPLED STUD WALL

NOTE: WHERE FOOTING SECTION “A” IS LESS THAN 8′-0″ LONG IN A 25′-0″ TOTAL LENGTH WALL, PROVIDE BRACING AT CRIPPLE STUD WALL

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

FIGURE 2308.6.8.3 STEPPED FOOTING CONNECTION DETAILS

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2308.7.12 Roof planking. Planking shall be designed in accordance with the general provisions of this code.

In lieu of such design, 2-inch (51 mm) tongue-and groove planking is permitted in accordance with Table 2308.7.12. Joints in such planking are permitted to be ran- domly spaced, provided the system is applied to not less than three continuous spans, planks are center matched and end matched or splined, each plank bears on at least one support, and joints are separated by not less than 24 inches (610 mm) in adjacent pieces.

2308.7.13 Wood trusses. Wood trusses shall be designed in accordance with Section 2303.4. Connection to braced wall lines shall be in accordance with Section 2308.6.7.2.

2308.7.14 Attic ventilation. For attic ventilation, see Sec- tion 1203.2.

2308.8 Design of elements. Combining of engineered ele- ments or systems and conventionally specified elements or systems shall be permitted subject to the limits of Sections 2308.8.1 and 2308.8.2.

2308.8.1 Elements exceeding limitations of conven- tional construction. Where a building of otherwise con- ventional construction contains structural elements exceeding the limits of Section 2308.2, these elements and the supporting load path shall be designed in accordance with accepted engineering practice and the provisions of this code.

2308.8.2 Structural elements or systems not described herein. Where a building of otherwise conventional con- struction contains structural elements or systems not described in Section 2308, these elements or systems shall be designed in accordance with accepted engineering prac- tice and the provisions of this code. The extent of such design need only demonstrate compliance of the noncon- ventional elements with other applicable provisions of this code and shall be compatible with the performance of the conventionally framed system.

SECTION 2309 WOOD FRAME CONSTRUCTION MANUAL

2309.1 Wood Frame Construction Manual. Structural design in accordance with the AWC WFCM shall be permit- ted for buildings assigned to Risk Category I or II subject to the limitations of Section 1.1.3 of the AWC WFCM and the load assumptions contained therein. Structural elements beyond these limitations shall be designed in accordance with accepted engineering practice.

SECTION 2310 through 2313 RESERVED

TABLE 2308.7.5 REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounds)a, b, c, e, f, g, h

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hr, 1 pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m. a. The uplift connection requirements are based on a 30-foot mean roof height located in Exposure B. For Exposure C or D and for other mean roof heights,

multiply the above loads by the adjustment coefficients below.

NOMINAL DESIGN WIND SPEED,Vasd

ROOF SPAN (feet) OVERHANGS (pounds/feet)d12 20 24 28 32 36 40

85 -72 -120 -145 -169 -193 -217 -241 -38.55

90 -91 -151 -181 -212 -242 -272 -302 -43.22

100 -131 -281 -262 -305 -349 -393 -436 -53.36

110 -175 -292 -351 -409 -467 -526 -584 -64.56

b. The uplift connection requirements are based on the framing being spaced 24 inches on center. Multiply by 0.67 for framing spaced 16 inches on center and multiply by 0.5 for framing spaced 12 inches on center.

c. The uplift connection requirements include an allowance for 10 pounds of dead load. d. The uplift connection requirements do not account for the effects of overhangs. The magnitude of the above loads shall be increased by adding the overhang

loads found in the table. The overhang loads are also based on framing spaced 24 inches on center. The overhang loads given shall be multiplied by the overhang projection and added to the roof uplift value in the table.

e. The uplift connection requirements are based upon wind loading on end zones as defined in Figure 28.6.3 of ASCE 7. Connection loads for connections located a distance of 20 percent of the least horizontal dimension of the building from the corner of the building are permitted to be reduced by multiplying the table connection value by 0.7 and multiplying the overhang load by 0.8.

f. For wall-to-wall and wall-to-foundation connections, the capacity of the uplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a 500-pound rated connector is used on the roof framing, a 400-pound rated connector is permitted at the next floor level down).

g. Interpolation is permitted for intermediate values of Vasd and roof spans. h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. i. Vasd shall be determined in accordance with Section 1609.3.1.

Mean Roof Height (feet)

EXPOSURE 15 20 25 30 35 40 45 50 55 60

B 1.00 1.00 1.00 1.00 1.05 1.09 1.12 1.16 1.19 1.22

C 1.21 1.29 1.35 1.40 1.45 1.49 1.53 1.56 1.59 1.62

D 1.47 1.55 1.61 1.66 1.70 1.74 1.78 1.81 1.84 1.87

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TABLE 2308.7.1(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics Without Storage, Live Load = 10 psf, L/∆ = 240)

(continued)

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 5 psf

2 × 4 2 × 6 2 × 8 2 × 10

Maximum ceiling joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 13-2 20-8 Note a Note a

Douglas Fir-Larch #1 12-8 19-11 Note a Note a

Douglas Fir-Larch #2 12-5 19-6 25-8 Note a

Douglas Fir-Larch #3 10-10 15-10 20-1 24-6

Hem-Fir SS 12-5 19-6 25-8 Note a

Hem-Fir #1 12-2 19-1 25-2 Note a

Hem-Fir #2 11-7 18-2 24-0 Note a

Hem-Fir #3 10-10 15-10 20-1 24-6

Southern Pine SS 12-11 20-3 Note a Note a

Southern Pine #1 12-5 19-6 25-8 Note a

Southern Pine #2 11-10 18-8 24-7 Note a

Southern Pine #3 10-1 14-11 18-9 22-9

Spruce-Pine-Fir SS 12-2 19-1 25-2 Note a

Spruce-Pine-Fir #1 11-10 18-8 24-7 Note a

Spruce-Pine-Fir #2 11-10 18-8 24-7 Note a

Spruce-Pine-Fir #3 10-10 15-10 20-1 24-6

Douglas Fir-Larch SS 11-11 18-9 24-8 Note a

Douglas Fir-Larch #1 11-6 18-1 23-10 Note a

Douglas Fir-Larch #2 11-3 17-8 23-0 Note a

Douglas Fir-Larch #3 9-5 13-9 17-5 21-3

Hem-Fir SS 11-3 17-8 23-4 Note a

Hem-Fir #1 11-0 17-4 22-10 Note a

Hem-Fir #2 10-6 16-6 21-9 Note a

Hem-Fir #3 9-5 13-9 17-5 21-3

Southern Pine SS 11-9 18-5 24-3 Note a

Southern Pine #1 11-3 17-8 23-4 Note a

Southern Pine #2 10-9 16-11 21-7 25-7

Southern Pine #3 8-9 12-11 16-3 19-9

Spruce-Pine-Fir SS 11-0 17-4 22-10 Note a

Spruce-Pine-Fir #1 10-9 16-11 22-4 Note a

Spruce-Pine-Fir #2 10-9 16-11 22-4 Note a

Spruce-Pine-Fir #3 9-5 13-9 17-5 21-3

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TABLE 2308.7.1(1)—continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics Without Storage, Live Load = 10 psf, L/∆ = 240)

Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Span exceeds 26 feet in length.

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 5 psf

2 × 4 2 × 6 2 × 8 2 × 10

Maximum ceiling joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Douglas Fir-Larch SS 11-3 17-8 23-3 Note a

Douglas Fir-Larch #1 10-10 17-0 22-5 Note a

Douglas Fir-Larch #2 10-7 16-7 21-0 25-8

Douglas Fir-Larch #3 8-7 12-6 15-10 19-5

Hem-Fir SS 10-7 16-8 21-11 Note a

Hem-Fir #1 10-4 16-4 21-6 Note a

Hem-Fir #2 9-11 15-7 20-6 25-3

Hem-Fir #3 8-7 12-6 15-10 19-5

Southern Pine SS 11-0 17-4 22-10 Note a

Southern Pine #1 10-7 16-8 22-0 Note a

Southern Pine #2 10-2 15-7 19-8 23-5

Southern Pine #3 8-0 11-9 14-10 18-0

Spruce-Pine-Fir SS 10-4 16-4 21-6 Note a

Spruce-Pine-Fir #1 10-2 15-11 21-0 25-8

Spruce-Pine-Fir #2 10-2 15-11 21-0 25-8

Spruce-Pine-Fir #3 8-7 12-6 15-10 19-5

Douglas Fir-Larch SS 10-5 16-4 21-7 Note a

Douglas Fir-Larch #1 10-0 15-9 20-1 24-6

Douglas Fir-Larch #2 9-10 14-10 18-9 22-11

Douglas Fir-Larch #3 7-8 11-2 14-2 17-4

Hem-Fir SS 9-10 15-6 20-5 Note a

Hem-Fir #1 9-8 15-2 19-7 23-11

Hem-Fir #2 9-2 14-5 18-6 22-7

Hem-Fir #3 7-8 11-2 14-2 17-4

Southern Pine SS 10-3 16-1 21-2 Note a

Southern Pine #1 9-10 15-6 20-5 24-0

Southern Pine #2 9-3 13-11 17-7 20-11

Southern Pine #3 7-2 10-6 13-3 16-1

Spruce-Pine-Fir SS 9-8 15-2 19-11 25-5

Spruce-Pine-Fir #1 9-5 14-9 18-9 22-11

Spruce-Pine-Fir #2 9-5 14-9 18-9 22-11

Spruce-Pine-Fir #3 7-8 11-2 14-2 17-4

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TABLE 2308.7.1(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics With Limited Storage, Live Load = 20 psf, L/∆ = 240)

(continued)

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf

2 × 4 2 × 6 2 × 8 2 × 10

Maximum ceiling joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 10-5 16-4 21-7 Note a

Douglas Fir-Larch #1 10-0 15-9 20-1 24-6

Douglas Fir-Larch #2 9-10 14-10 18-9 22-11

Douglas Fir-Larch #3 7-8 11-2 14-2 17-4

Hem-Fir SS 9-10 15-6 20-5 Note a

Hem-Fir #1 9-8 15-2 19-7 23-11

Hem-Fir #2 9-2 14-5 18-6 22-7

Hem-Fir #3 7-8 11-2 14-2 17-4

Southern Pine SS 10-3 16-1 21-2 Note a

Southern Pine #1 9-10 15-6 20-5 24-0

Southern Pine #2 9-3 13-11 17-7 20-11

Southern Pine #3 7-2 10-6 13-3 16-1

Spruce-Pine-Fir SS 9-8 15-2 19-11 25-5

Spruce-Pine-Fir #1 9-5 14-9 18-9 22-11

Spruce-Pine-Fir #2 9-5 14-9 18-9 22-11

Spruce-Pine-Fir #3 7-8 11-2 14-2 17-4

Douglas Fir-Larch SS 9-6 14-11 19-7 25-0

Douglas Fir-Larch #1 9-1 13-9 17-5 21-3

Douglas Fir-Larch #2 8-9 12-10 16-3 19-10

Douglas Fir-Larch #3 6-8 9-8 12-4 15-0

Hem-Fir SS 8-11 14-1 18-6 23-8

Hem-Fir #1 8-9 13-5 16-10 20-8

Hem-Fir #2 8-4 12-8 16-0 19-7

Hem-Fir #3 6-8 9-8 12-4 15-0

Southern Pine SS 9-4 14-7 19-3 24-7

Southern Pine #1 8-11 14-0 17-9 20-9

Southern Pine #2 8-0 12-0 15-3 18-1

Southern Pine #3 6-2 9-2 11-6 14-0

Spruce-Pine-Fir SS 8-9 13-9 18-1 23-1

Spruce-Pine-Fir #1 8-7 12-10 16-3 19-10

Spruce-Pine-Fir #2 8-7 12-10 16-3 19-10

Spruce-Pine-Fir #3 6-8 9-8 12-4 15-0

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TABLE 2308.7.1(2)—continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics With Limited Storage, Live Load = 20 psf, L/∆ = 240)

Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. Span exceeds 26 feet in length.

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf

2 × 4 2 × 6 2 × 8 2 × 10

Maximum ceiling joist spans

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Douglas Fir-Larch SS 8-11 14-0 18-5 23-4

Douglas Fir-Larch #1 8-7 12-6 15-10 19-5

Douglas Fir-Larch #2 8-0 11-9 14-10 18-2

Douglas Fir-Larch #3 6-1 8-10 11-3 13-8

Hem-Fir SS 8-5 13-3 17-5 22-3

Hem-Fir #1 8-3 12-3 15-6 18-11

Hem-Fir #2 7-10 11-7 14-8 17-10

Hem-Fir #3 6-1 8-10 11-3 13-8

Southern Pine SS 8-9 13-9 18-2 23-1

Southern Pine #1 8-5 12-9 16-2 18-11

Southern Pine #2 7-4 11-0 13-11 16-6

Southern Pine #3 5-8 8-4 10-6 12-9

Spruce-Pine-Fir SS 8-3 12-11 17-1 21-8

Spruce-Pine-Fir #1 8-0 11-9 14-10 18-2

Spruce-Pine-Fir #2 8-0 11-9 14-10 18-2

Spruce-Pine-Fir #3 6-1 8-10 11-3 13-8

Douglas Fir-Larch SS 8-3 13-0 17-1 20-11

Douglas Fir-Larch #1 7-8 11-2 14-2 17-4

Douglas Fir-Larch #2 7-2 10-6 13-3 16-3

Douglas Fir-Larch #3 5-5 7-11 10-0 12-3

Hem-Fir SS 7-10 12-3 16-2 20-6

Hem-Fir #1 7-6 10-11 13-10 16-11

Hem-Fir #2 7-1 10-4 13-1 16-0

Hem-Fir #3 5-5 7-11 10-0 12-3

Southern Pine SS 8-1 12-9 16-10 21-6

Southern Pine #1 7-8 11-5 14-6 16-11

Southern Pine #2 6-7 9-10 12-6 14-9

Southern Pine #3 5-1 7-5 9-5 11-5

Spruce-Pine-Fir SS 7-8 12-0 15-10 19-5

Spruce-Pine-Fir #1 7-2 10-6 13-3 16-3

Spruce-Pine-Fir #2 7-2 10-6 13-3 16-3

Spruce-Pine-Fir #3 5-5 7-11 10-0 12-3

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 665

TABLE 2308.7.2(1) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 psf, Ceiling Not Attached to Rafters, L/∆ = 180)

(continued)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 11-6 18-0 23-9 Note b Note b 11-6 18-0 23-5 Note b Note b Douglas Fir-Larch #1 11-1 17-4 22-5 Note b Note b 10-6 15-4 19-5 23-9 Note b Douglas Fir-Larch #2 10-10 16-7 21-0 25-8 Note b 9-10 14-4 18-2 22-3 25-9 Douglas Fir-Larch #3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6 Hem-Fir SS 10-10 17-0 22-5 Note b Note b 10-10 17-0 22-5 Note b Note b Hem-Fir #1 10 -7 16-8 21-10 Note b Note b 10-3 14-11 18-11 23-2 Note b Hem-Fir #2 10-1 15-11 20-8 25-3 Note b 9-8 14-2 17-11 21-11 25-5 Hem-Fir #3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6 Southern Pine SS 11-3 17-8 23-4 Note b Note b 11-3 17-8 23-4 Note b Note b Southern Pine #1 10-10 17-0 22-5 26-0 26-0 10-6 15-8 19-10 23-2 Note b Southern Pine #2 10-4 15-7 19-8 23-5 26-0 9-0 13-6 17-1 20-3 23-10 Southern Pine #3 8-0 11-9 14-10 18-0 21-4 6-11 10-2 12-10 15-7 18-6 Spruce-Pine-Fir SS 10-7 16-8 21-11 Note b Note b 10-7 16-8 21-9 Note b Note b Spruce-Pine-Fir #1 10-4 16-3 21-0 25-8 Note b 9-10 14-4 18-2 22-3 25-9 Spruce-Pine-Fir #2 10-4 16-3 21-0 25-8 Note b 9-10 14-4 18-2 22-3 25-9 Spruce-Pine-Fir #3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Douglas Fir-Larch SS 10-5 16-4 21-7 Note b Note b 10-5 16-0 20-3 24-9 Note b Douglas Fir-Larch #1 10-0 15-4 19-5 23-9 Note b 9-1 13-3 16-10 20-7 23-10 Douglas Fir-Larch #2 9-10 14-4 18-2 22-3 25-9 8-6 12-5 15-9 19-3 22-4 Douglas Fir-Larch #3 7-5 10-10 13-9 16-9 19-6 6-5 9-5 11-11 14-6 16-10 Hem-Fir SS 9-10 15-6 20-5 Note b Note b 9-10 15-6 19-11 24-4 Note b Hem-Fir #1 9-8 14-11 18-11 23-2 Note b 8-10 12-11 16-5 20-0 23-3 Hem-Fir #2 9-2 14-2 17-11 21-11 25-5 8-5 12-3 15-6 18-11 22-0 Hem-Fir #3 7-5 10-10 13-9 16-9 19-6 6-5 9-5 11-11 14-6 16-10 Southern Pine SS 10-3 16-1 21-2 Note b Note b 10-3 16-1 21-2 25-7 Note b Southern Pine #1 9-10 15-6 19-10 23-2 26-0 9-1 13-7 17-2 20-1 23-10 Southern Pine #2 9-0 13-6 17-1 20-3 23-10 7-9 11-8 14-9 17-6 20-8 Southern Pine #3 6-11 10-2 12-10 15-7 18-6 6-0 8-10 11-2 13-6 16-0 Spruce-Pine-Fir SS 9-8 15-2 19-11 25-5 Note b 9-8 14-10 18-10 23-0 Note b Spruce-Pine-Fir #1 9-5 14-4 18-2 22-3 25-9 8-6 12-5 15-9 19-3 22-4 Spruce-Pine-Fir #2 9-5 14-4 18-2 22-3 25-9 8-6 12-5 15-9 19-3 22-4 Spruce-Pine-Fir #3 7-5 10-10 13-9 16-9 19-6 6-5 9-5 11-11 14-6 16-10

19.2

Douglas Fir-Larch SS 9-10 15-5 20-4 25-11 Note b 9-10 14-7 18-6 22-7 Note b Douglas Fir-Larch #1 9-5 14-0 17-9 21-8 25-2 8-4 12-2 15-4 18-9 21-9 Douglas Fir-Larch #2 8-11 13-1 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4 Douglas Fir-Larch #3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5 Hem-Fir SS 9-3 14-7 19-2 24-6 Note b 9-3 14-4 18-2 22-3 25-9 Hem-Fir #1 9-1 13-8 17-4 21-1 24-6 8-1 11-10 15-0 18-4 21-3 Hem-Fir #2 8-8 12-11 16-4 20-0 23-2 7-8 11-2 14-2 17-4 20-1 Hem-Fir #3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5 Southern Pine SS 9-8 15-2 19-11 25-5 Note b 9-8 15-2 19-7 23-4 Note b Southern Pine #1 9-3 14-3 18-1 21-2 25-2 8-4 12-4 15-8 18-4 21-9 Southern Pine #2 8-2 12-3 15-7 18-6 21-9 7-1 10-8 13-6 16-0 18-10 Southern Pine #3 6-4 9-4 11-9 14-3 16-10 5-6 8-1 10-2 12-4 14-7 Spruce-Pine-Fir SS 9-1 14-3 18-9 23-11 Note b 9-1 13-7 17-2 21-0 24-4 Spruce-Pine-Fir #1 8-10 13-1 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4 Spruce-Pine-Fir #2 8-10 13-1 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4 Spruce-Pine-Fir #3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

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666 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2308.7.2(1)—continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 psf, Ceiling Not Attached to Rafters, L/∆ = 180)

Check sources for availability of lumber in lengths greater than 20 feet. For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa. a. The tabulated rafter spans assume that ceiling joists are located at the bottom of the attic space or that some other method of resisting the outward push of the

rafters on the bearing walls, such as rafter ties, is provided at that location. When ceiling joists or rafter ties are located higher in the attic space, the rafter spans shall be multiplied by the factors given below:

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 9-1 14-4 18-10 23-4 Note b 8-11 13-1 16-7 20-3 23-5 Douglas Fir-Larch #1 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6 Douglas Fir-Larch #2 8-0 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3 Douglas Fir-Larch #3 6-1 8-10 11-3 13-8 15-11 5-3 7-8 9-9 11-10 13-9 Hem-Fir SS 8-7 13-6 17-10 22-9 Note b 8-7 12-10 16-3 19-10 23-0 Hem-Fir #1 8-4 12-3 15-6 18-11 21-11 7-3 10-7 13-5 16-4 19-0 Hem-Fir #2 7-11 11-7 14-8 17-10 20-9 6-10 10-0 12-8 15-6 17-11 Hem-Fir #3 6-1 8-10 11-3 13-8 15-11 5-3 7-8 9-9 11-10 13-9 Southern Pine SS 8-11 14-1 18-6 23-8 Note b 8-11 13-10 17-6 20-10 24-8 Southern Pine #1 8-7 12-9 16-2 18-11 22-6 7-5 11-1 14-0 16-5 19-6 Southern Pine #2 7-4 11-0 13-11 16-6 19-6 6-4 9-6 12-1 14-4 16-10 Southern Pine #3 5-8 8-4 10-6 12-9 15-1 4-11 7-3 9-1 11-0 13-1 Spruce-Pine-Fir SS 8-5 13-3 17-5 21-8 25-2 8-4 12-2 15-4 18-9 21-9 Spruce-Pine-Fir #1 8-0 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3 Spruce-Pine-Fir #2 8-0 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3 Spruce-Pine-Fir #3 6-1 8-10 11-3 13-8 15-11 5-3 7-8 9-9 11-10 13-9

where: HC = Height of ceiling joists or rafter ties measured vertically above the top of the rafter support walls. HR = Height of roof ridge measured vertically above the top of the rafter support walls. b. Span exceeds 26 feet in length.

HC/HR Rafter Span Adjustment Factor

1/3 0.67

1/4 0.76

1/5 0.83

1/6 0.90

1/7.5 or less 1.00

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 667

TABLE 2308.7.2(2) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 psf, Ceiling Attached to Rafters, L/∆ = 240)

(continued)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 10-5 16-4 21-7 Note b Note b 10-5 16-4 21-7 Note b Note b

Douglas Fir-Larch #1 10-0 15-9 20-10 Note b Note b 10-0 15-4 19-5 23-9 Note b

Douglas Fir-Larch #2 9-10 15-6 20-5 25-8 Note b 9-10 14-4 18-2 22-3 25-9

Douglas Fir-Larch #3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Hem-Fir SS 9-10 15-6 20-5 Note b Note b 9-10 15-6 20-5 Note b Note b

Hem-Fir #1 9-8 15-2 19-11 25-5 Note b 9-8 14-11 18-11 23-2 Note b

Hem-Fir #2 9-2 14-5 19-0 24-3 Note b 9-2 14-2 17-11 21-11 25-5

Hem-Fir #3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Southern Pine SS 10-3 16-1 21-2 Note b Note b 10-3 16-1 21-2 Note b Note b

Southern Pine #1 9-10 15-6 20-5 26-0 26-0 9-10 15-6 19-10 23-2 26-0

Southern Pine #2 9-5 14-9 19-6 23-5 26-0 9-0 13-6 17-1 20-3 23-10

Southern Pine #3 8-0 11-9 14-10 18-0 21-4 6-11 10-2 12-10 15-7 18-6

Spruce-Pine-Fir SS 9-8 15-2 19-11 25-5 Note b 9-8 15-2 19-11 25-5 Note b

Spruce-Pine-Fir #1 9-5 14-9 19-6 24-10 Note b 9-5 14-4 18-2 22-3 25-9

Spruce-Pine-Fir #2 9-5 14-9 19-6 24-10 Note b 9-5 14-4 18-2 22-3 25-9

Spruce-Pine-Fir #3 8-7 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Douglas Fir-Larch SS 9-6 14-11 19-7 25-0 Note b 9-6 14-11 19-7 24-9 Note b

Douglas Fir-Larch #1 9-1 14-4 18-11 23-9 Note b 9-1 13-3 16-10 20-7 23-10

Douglas Fir-Larch #2 8-11 14-1 18-2 22-3 25-9 8-6 12-5 15-9 19-3 22-4

Douglas Fir-Larch #3 7-5 10-10 13-9 16-9 19-6 6-5 9-5 11-11 14-6 16-10

Hem-Fir SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-6 23-8 Note b

Hem-Fir #1 8-9 13-9 18-1 23-1 Note b 8-9 12-11 16-5 20-0 23-3

Hem-Fir #2 8-4 13-1 17-3 21-11 25-5 8-4 12-3 15-6 18-11 22-0

Hem-Fir #3 7-5 10-10 13-9 16-9 19-6 6-5 9-5 11-11 14-6 16-10

Southern Pine SS 9-4 14-7 19-3 24-7 Note b 9-4 14-7 19-3 24-7 Note b

Southern Pine #1 8-11 14-1 18-6 23-2 26-0 8-11 13-7 17-2 20-1 23-10

Southern Pine #2 8-7 13-5 17-1 20-3 23-10 7-9 11-8 14-9 17-6 20-8

Southern Pine #3 6-11 10-2 12-10 15-7 18-6 6-0 8-10 11-2 13-6 16-0

Spruce-Pine-Fir SS 8-9 13-9 18-1 23-1 Note b 8-9 13-9 18-1 23-0 Note b

Spruce-Pine-Fir #1 8-7 13-5 17-9 22-3 25-9 8-6 12-5 15-9 19-3 22-4

Spruce-Pine-Fir #2 8-7 13-5 17-9 22-3 25-9 8-6 12-5 15-9 19-3 22-4

Spruce-Pine-Fir #3 7-5 10-10 13-9 16-9 19-6 6-5 9-5 11-11 14-6 16-10

19.2

Douglas Fir-Larch SS 8-11 14-0 18-5 23-7 Note b 8-11 14-0 18-5 22-7 Note b

Douglas Fir-Larch #1 8-7 13-6 17-9 21-8 25-2 8-4 12-2 15-4 18-9 21-9

Douglas Fir-Larch #2 8-5 13-1 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

Douglas Fir-Larch #3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

Hem-Fir SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 17-5 22-3 25-9

Hem-Fir #1 8-3 12-11 17-1 21-1 24-6 8-1 11-10 15-0 18-4 21-3

Hem-Fir #2 7-10 12-4 16-3 20-0 23-2 7-8 11-2 14-2 17-4 20-1

Hem-Fir #3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

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668 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2308.7.2(2)—continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 psf, Ceiling Attached to Rafters, L/∆ = 240)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Southern Pine SS 8-9 13-9 18-2 23-1 Note b 8-9 13-9 18-2 23-1 Note b

Southern Pine #1 8-5 13-3 17-5 21-2 25-2 8-4 12-4 15-8 18-4 21-9

Southern Pine #2 8-1 12-3 15-7 18-6 21-9 7-1 10-8 13-6 16-0 18-10

Southern Pine #3 6-4 9-4 11-9 14-3 16-10 5-6 8-1 10-2 12-4 14-7

Spruce-Pine-Fir SS 8-3 12-11 17-1 21-9 Note b 8-3 12-11 17-1 21-0 24-4

Spruce-Pine-Fir #1 8-1 12-8 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

Spruce-Pine-Fir #2 8-1 12-8 16-7 20-3 23-6 7-9 11-4 14-4 17-7 20-4

Spruce-Pine-Fir #3 6-9 9-11 12-7 15-4 17-9 5-10 8-7 10-10 13-3 15-5

Douglas Fir-Larch SS 8-3 13-0 17-2 21-10 Note b 8-3 13-0 16-7 20-3 23-5

Douglas Fir-Larch #1 8-0 12-6 15-10 19-5 22-6 7-5 10-10 13-9 16-9 19-6

Douglas Fir-Larch #2 7-10 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3

Douglas Fir-Larch #3 6-1 8-10 11-3 13-8 15-11 5-3 7-8 9-9 11-10 13-9

Hem-Fir SS 7-10 12-3 16-2 20-8 25-1 7-10 12-3 16-2 19-10 23-0

Hem-Fir #1 7-8 12-0 15-6 18-11 21-11 7-3 10-7 13-5 16-4 19-0

Hem-Fir #2 7-3 11-5 14-8 17-10 20-9 6-10 10-0 12-8 15-6 17-11

Hem-Fir #3 6-1 8-10 11-3 13-8 15-11 5-3 7-8 9-9 11-10 13-9

Southern Pine SS 8-1 12-9 16-10 21-6 Note b 8-1 12-9 16-10 20-10 24-8

Southern Pine #1 7-10 12-3 16-2 18-11 22-6 7-5 11-1 14-0 16-5 19-6

Southern Pine #2 7-4 11-0 13-11 16-6 19-6 6-4 9-6 12-1 14-4 16-10

Southern Pine #3 5-8 8-4 10-6 12-9 15-1 4-11 7-3 9-1 11-0 13-1

Spruce-Pine-Fir SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-4 18-9 21-9

Spruce-Pine-Fir #1 7-6 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3

Spruce-Pine-Fir #2 7-6 11-9 14-10 18-2 21-0 6-11 10-2 12-10 15-8 18-3

Spruce-Pine-Fir #3 6-1 8-10 11-3 13-8 15-11 5-3 7-8 9-9 11-10 13-9

HC/HR Rafter Span Adjustment Factor

1/3 0.67

1/4 0.76

1/5 0.83

1/6 0.90

1/7.5 or less 1.00

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 669

TABLE 2308.7.2(3) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 psf, Ceiling Not Attached to Rafters, L/∆ = 180)

(continued)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 10-0 15-9 20-9 Note b Note b 10-0 15-9 20-1 24-6 Note b

Douglas Fir-Larch #1 9-8 14-9 18-8 22-9 Note b 9-0 13-2 16-8 20-4 23-7

Douglas Fir-Larch #2 9-5 13-9 17-5 21-4 24-8 8-5 12-4 15-7 19-1 22-1

Douglas Fir-Larch #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Hem-Fir SS 9-6 14-10 19-7 25-0 Note b 9-6 14-10 19-7 24-1 Note b

Hem-Fir #1 9-3 14-4 18-2 22-2 25-9 8-9 12-10 16-3 19-10 23-0

Hem-Fir #2 8-10 13-7 17-2 21-0 24-4 8-4 12-2 15-4 18-9 21-9

Hem-Fir #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Southern Pine SS 9-10 15-6 20-5 Note b Note b 9-10 15-6 20-5 25-4 Note b

Southern Pine #1 9-6 14-10 19-0 22-3 26-0 9-0 13-5 17-0 19-11 23-7

Southern Pine #2 8-7 12-11 16-4 19-5 22-10 7-8 11-7 14-8 17-4 20-5

Southern Pine #3 6-7 9-9 12-4 15-0 17-9 5-11 8-9 11-0 13-5 15-10

Spruce-Pine-Fir SS 9-3 14-7 19-2 24-6 Note b 9-3 14-7 18-8 22-9 Note b

Spruce-Pine-Fir #1 9-1 13-9 17-5 21-4 24-8 8-5 12-4 15-7 19-1 22-1

Spruce-Pine-Fir #2 9-1 13-9 17-5 21-4 24-8 8-5 12-4 15-7 19-1 22-1

Spruce-Pine-Fir #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Douglas Fir-Larch SS 9-1 14-4 18-10 23-9 Note b 9-1 13-9 17-5 21-3 24-8

Douglas Fir-Larch #1 8-9 12-9 16-2 19-9 22-10 7-10 11-5 14-5 17-8 20-5

Douglas Fir-Larch #2 8-2 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2

Douglas Fir-Larch #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6

Hem-Fir SS 8-7 13-6 17-10 22-9 Note b 8-7 13-6 17-1 20-10 24-2

Hem-Fir #1 8-5 12-5 15-9 19-3 22-3 7-7 11-1 14-1 17-2 19-11

Hem-Fir #2 8-0 11-9 14-11 18-2 21-1 7-2 10-6 13-4 16-3 18-10

Hem-Fir #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6

Southern Pine SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-5 21-11 25-11

Southern Pine #1 8-7 13-0 16-6 19-3 22-10 7-10 11-7 14-9 17-3 20-5

Southern Pine #2 7-6 11-2 14-2 16-10 19-10 6-8 10-0 12-8 15-1 17-9

Southern Pine #3 5-9 8-6 10-8 13-0 15-4 5-2 7-7 9-7 11-7 13-9

Spruce-Pine-Fir SS 8-5 13-3 17-5 22-1 25-7 8-5 12-9 16-2 19-9 22-10

Spruce-Pine-Fir #1 8-2 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2

Spruce-Pine-Fir #2 8-2 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2

Spruce-Pine-Fir #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6

19.2

Douglas Fir-Larch SS 8-7 13-6 17-9 21-8 25-2 8-7 12-6 15-10 19-5 22-6

Douglas Fir-Larch #1 7-11 11-8 14-9 18-0 20-11 7-1 10-5 13-2 16-1 18-8

Douglas Fir-Larch #2 7-5 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6

Douglas Fir-Larch #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2

Hem-Fir SS 8-1 12-9 16-9 21-4 24-8 8-1 12-4 15-7 19-1 22-1

Hem-Fir #1 7-9 11-4 14-4 17-7 20-4 6-11 10-2 12-10 15-8 18-2

Hem-Fir #2 7-4 10-9 13-7 16-7 19-3 6-7 9-7 12-2 14-10 17-3

Hem-Fir #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2

100635307

WOOD

670 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2308.7.2(3)—continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 psf, Ceiling Not Attached to Rafters, L/∆ = 180)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Southern Pine SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 16-10 20-0 23-7

Southern Pine #1 8-0 11-10 15-1 17-7 20-11 7-1 10-7 13-5 15-9 18-8

Southern Pine #2 6-10 10-2 12-11 15-4 18-1 6-1 9-2 11-7 13-9 16-2

Southern Pine #3 5-3 7-9 9-9 11-10 14-0 4-8 6-11 8-9 10-7 12-6

Spruce-Pine-Fir SS 7-11 12-5 16-5 20-2 23-4 7-11 11-8 14-9 18-0 20-11

Spruce-Pine-Fir #1 7-5 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6

Spruce-Pine-Fir #2 7-5 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6

Spruce-Pine-Fir #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2

Douglas Fir-Larch SS 7-11 12-6 15-10 19-5 22-6 7-8 11-3 14-2 17-4 20-1

Douglas Fir-Larch #1 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Douglas Fir-Larch #2 6-8 9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Douglas Fir-Larch #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 11-10

Hem-Fir SS 7-6 11-10 15-7 19-1 22-1 7-6 11-0 13-11 17-0 19-9

Hem-Fir #1 6-11 10-2 12-10 15-8 18-2 6-2 9-1 11-6 14-0 16-3

Hem-Fir #2 6-7 9-7 12-2 14-10 17-3 5-10 8-7 10-10 13-3 15-5

Hem-Fir #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 11-10

Southern Pine SS 7-10 12-3 16-2 20-0 23-7 7-10 11-10 15-0 17-11 21-2

Southern Pine #1 7-1 10-7 13-5 15-9 18-8 6-4 9-6 12-0 14-1 16-8

Southern Pine #2 6-1 9-2 11-7 13-9 16-2 5-5 8-2 10-4 12-3 14-6

Southern Pine #3 4-8 6-11 8-9 10-7 12-6 4-2 6-2 7-10 9-6 11-2

Spruce-Pine-Fir SS 7-4 11-7 14-9 18-0 20-11 7-1 10-5 13-2 16-1 18-8

Spruce-Pine-Fir #1 6-8 9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-Pine-Fir #2 6-8 9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-Pine-Fir #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 11-10

HC/HR Rafter Span Adjustment Factor

1/3 0.67

1/4 0.76

1/5 0.83

1/6 0.90

1/7.5 or less 1.00

100635307

WOOD

FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 671

TABLE 2308.7.2(4) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 psf, Ceiling Not Attached to Rafters, L/∆ = 180)

(continued)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 8-5 13-3 17-6 22-4 26-0 8-5 13-3 17-0 20-9 24-0

Douglas Fir-larch #1 8-2 12-0 15-3 18-7 21-7 7-7 11-2 14-1 17-3 20-0

Douglas Fir-larch #2 7-8 11-3 14-3 17-5 20-2 7-1 10-5 13-2 16-1 18-8

Douglas Fir-larch #3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Hem-Fir SS 8-0 12-6 16-6 21-1 25-6 8-0 12-6 16-6 20-4 23-7

Hem-Fir #1 7-10 11-9 14-10 18-1 21-0 7-5 10-10 13-9 16-9 19-5

Hem-Fir #2 7-5 11-1 14-0 17-2 19-11 7-0 10-3 13-0 15-10 18-5

Hem-Fir #3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Southern Pine SS 8-4 13-1 17-2 21-11 Note b 8-4 13-1 17-2 21-5 25-3

Southern Pine #1 8-0 12-3 15-6 18-2 21-7 7-7 11-4 14-5 16-10 20-0

Southern Pine #2 7-0 10-6 13-4 15-10 18-8 6-6 9-9 12-4 14-8 17-3

Southern Pine #3 5-5 8-0 10-1 12-3 14-6 5-0 7-5 9-4 11-4 13-5

Spruce-Pine-Fir SS 7-10 12-3 16-2 20-8 24-1 7-10 12-3 15-9 19-3 22-4

Spruce-Pine-Fir #1 7-8 11-3 14-3 17-5 20-2 7-1 10-5 13-2 16-1 18-8

Spruce-Pine-Fir #2 7-8 11-3 14-3 17-5 20-2 7-1 10-5 13-2 16-1 18-8

Spruce-Pine-Fir #3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Douglas Fir-Larch SS 7-8 12-1 15-10 19-5 22-6 7-8 11-7 14-8 17-11 20-10

Douglas Fir-Larch #1 7-1 10-5 13-2 16-1 18-8 6-7 9-8 12-2 14-11 17-3

Douglas Fir-Larch #2 6-8 9-9 12-4 15-1 17-6 6-2 9-0 11-5 13-11 16-2

Douglas Fir-Larch #3 5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6 12-3

Hem-Fir SS 7-3 11-5 15-0 19-1 22-1 7-3 11-5 14-5 17-8 20-5

Hem-Fir #1 6-11 10-2 12-10 15-8 18-2 6-5 9-5 11-11 14-6 16-10

Hem-Fir #2 6-7 9-7 12-2 14-10 17-3 6-1 8-11 11-3 13-9 15-11

Hem-Fir #3 5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6 12-3

Southern Pine SS 7-6 11-10 15-7 19-11 23-7 7-6 11-10 15-7 18-6 21-10

Southern Pine #1 7-1 10-7 13-5 15-9 18-8 6-7 9-10 12-5 14-7 17-3

Southern Pine #2 6-1 9-2 11-7 13-9 16-2 5-8 8-5 10-9 12-9 15-0

Southern Pine #3 4-8 6-11 8-9 10-7 12-6 4-4 6-5 8-1 9-10 11-7

Spruce-Pine-Fir SS 7-1 11-2 14-8 18-0 20-11 7-1 10-9 13-8 15-11 19-4

Spruce-Pine-Fir #1 6-8 9-9 12-4 15-1 17-6 6-2 9-0 11-5 13-11 16-2

Spruce-Pine-Fir #2 6-8 9-9 12-4 15-1 17-6 6-2 9-0 11-5 13-11 16-2

Spruce-Pine-Fir #3 5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6 12-3

19.2

Douglas Fir-Larch SS 7-3 11-4 14-6 17-8 20-6 7-3 10-7 13-5 16-5 19-0

Douglas Fir-Larch #1 6-6 9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7 15-9

Douglas Fir-Larch #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9

Douglas Fir-Larch #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2

Hem-Fir SS 6-10 10-9 14-2 17-5 20-2 6-10 10-5 13-2 16-1 18-8

Hem-Fir #1 6-4 9-3 11-9 14-4 16-7 5-10 8-7 10-10 13-3 15-5

Hem-Fir #2 6-0 8-9 11-1 13-7 15-9 5-7 8-1 10-3 12-7 14-7

Hem-Fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2

100635307

WOOD

672 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2308.7.2(4)—continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 psf, Ceiling Not Attached to Rafters, L/∆ = 180)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Southern Pine SS 7-1 11-2 14-8 18-3 21-7 7-1 11-2 14-2 16-11 20-0

Southern Pine #1 6-6 9-8 12-3 14-4 17-1 6-0 9-0 11-4 13-4 15-9

Southern Pine #2 5-7 8-4 10-7 12-6 14-9 5-2 7-9 9-9 11-7 13-8

Southern Pine #3 4-3 6-4 8-0 9-8 11-5 4-0 5-10 7-4 8-11 10-7

Spruce-Pine-Fir SS 6-8 10-6 13-5 16-5 19-1 6-8 9-10 12-5 15-3 17-8

Spruce-Pine-Fir #1 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9

Spruce-Pine-Fir #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9

Spruce-Pine-Fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2

Douglas Fir-Larch SS 6-8 10-3 13-0 15-10 18-4 6-6 9-6 12-0 14-8 17-0

Douglas Fir-Larch #1 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Douglas Fir-Larch #2 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5 13-2

Douglas Fir-Larch #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 10-0

Hem-Fir SS 6-4 9-11 12-9 15-7 18-0 6-4 9-4 11-9 14-5 16-8

Hem-Fir #1 5-8 8-3 10-6 12-10 14-10 5-3 7-8 9-9 11-10 13-9

Hem-Fir #2 5-4 7-10 9-11 12-1 14-1 4-11 7-3 9-2 11-3 13-0

Hem-Fir #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 10-0

Southern Pine SS 6-7 10-4 13-8 16-4 19-3 6-7 10-0 12-8 15-2 17-10

Southern Pine #1 5-10 8-8 11-0 12-10 15-3 5-5 8-0 10-2 11-11 14-1

Southern Pine #2 5-0 7-5 9-5 11-3 13-2 4-7 6-11 8-9 10-5 12-3

Southern Pine #3 3-10 5-8 7-1 8-8 10-3 3-6 5-3 6-7 8-0 9-6

Spruce-Pine-Fir SS 6-2 9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7 15-9

Spruce-Pine-Fir #1 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5 13-2

Spruce-Pine-Fir #2 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5 13-2

Spruce-Pine-Fir #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 10-0

HC/HR Rafter Span Adjustment Factor

1/3 0.67

1/4 0.76

1/5 0.83

1/6 0.90

1/7.5 or less 1.00

100635307

WOOD

FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 673

TABLE 2308.7.2(5) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 psf, Ceiling Attached to Rafters, L/∆ = 240)

(continued)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 9-1 14-4 18-10 24-1 Note b 9-1 14-4 18-10 24-1 Note b

Douglas Fir-Larch #1 8-9 13-9 18-2 22-9 Note b 8-9 13-2 16-8 20-4 23-7

Douglas Fir-Larch #2 8-7 13-6 17-5 21-4 24-8 8-5 12-4 15-7 19-1 22-1

Douglas Fir-Larch #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Hem-Fir SS 8-7 13-6 17-10 22-9 Note b 8-7 13-6 17-10 22-9 Note b

Hem-Fir #1 8-5 13-3 17-5 22-2 25-9 8-5 12-10 16-3 19-10 23-0

Hem-Fir #2 8-0 12-7 16-7 21-0 24-4 8-0 12-2 15-4 18-9 21-9

Hem-Fir #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Southern Pine SS 8-11 14-1 18-6 23-8 Note b 8-11 14-1 18-6 23-8 Note b

Southern Pine #1 8-7 13-6 17-10 22-3 Note b 8-7 13-5 17-0 19-11 23-7

Southern Pine #2 8-3 12-11 16-4 19-5 22-10 7-8 11-7 14-8 17-4 20-5

Southern Pine #3 6-7 9-9 12-4 15-0 17-9 5-11 8-9 11-0 13-5 15-10

Spruce-Pine-Fir SS 8-5 13-3 17-5 22-3 Note b 8-5 13-3 17-5 22-3 Note b

Spruce-Pine-Fir #1 8-3 12-11 17-0 21-4 24-8 8-3 12-4 15-7 19-1 22-1

Spruce-Pine-Fir #2 8-3 12-11 17-0 21-4 24-8 8-3 12-4 15-7 19-1 22-1

Spruce-Pine-Fir #3 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Douglas Fir-Larch SS 8-3 13-0 17-2 21-10 Note b 8-3 13-0 17-2 21-3 24-8

Douglas Fir-Larch #1 8-0 12-6 16-2 19-9 22-10 7-10 11-5 14-5 17-8 20-5

Douglas Fir-Larch #2 7-10 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2

Douglas Fir-Larch #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6

Hem-Fir SS 7-10 12-3 16-2 20-8 25-1 7-10 12-3 16-2 20-8 24-2

Hem-Fir #1 7-8 12-0 15-9 19-3 22-3 7-7 11-1 14-1 17-2 19-11

Hem-Fir #2 7-3 11-5 14-11 18-2 21-1 7-2 10-6 13-4 16-3 18-10

Hem-Fir #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6

Southern Pine SS 8-1 12-9 16-10 21-6 Note b 8-1 12-9 16-10 21-6 25-11

Southern Pine #1 7-10 12-3 16-2 19-3 22-10 7-10 11-7 14-9 17-3 20-5

Southern Pine #2 7-6 11-2 14-2 16-10 19-10 6-8 10-0 12-8 15-1 17-9

Southern Pine #3 5-9 8-6 10-8 13-0 15-4 5-2 7-7 9-7 11-7 13-9

Spruce-Pine-Fir SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-10 19-9 22-10

Spruce-Pine-Fir #1 7-6 11-9 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2

Spruce-Pine-Fir #2 7-6 11-9 15-1 18-5 21-5 7-3 10-8 13-6 16-6 19-2

Spruce-Pine-Fir #3 6-2 9-0 11-5 13-11 16-2 5-6 8-1 10-3 12-6 14-6

19.2

Douglas Fir-Larch SS 7-9 12-3 16-1 20-7 25-0 7-9 12-3 15-10 19-5 22-6

Douglas Fir-Larch #1 7-6 11-8 14-9 18-0 20-11 7-1 10-5 13-2 16-1 18-8

Douglas Fir-Larch #2 7-4 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6

Douglas Fir-Larch #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2

Hem-Fir SS 7-4 11-7 15-3 19-5 23-7 7-4 11-7 15-3 19-1 22-1

Hem-Fir #1 7-2 11-4 14-4 17-7 20-4 6-11 10-2 12-10 15-8 18-2

Hem-Fir #2 6-10 10-9 13-7 16-7 19-3 6-7 9-7 12-2 14-10 17-3

Hem-Fir #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2

100635307

WOOD

674 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2308.7.2(5)—continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 psf, Ceiling Attached to Rafters, L/∆ = 240)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Southern Pine SS 7-8 12-0 15-10 20-2 24-7 7-8 12-0 15-10 20-0 23-7

Southern Pine #1 7-4 11-7 15-1 17-7 20-11 7-1 10-7 13-5 15-9 18-8

Southern Pine #2 6-10 10-2 12-11 15-4 18-1 6-1 9-2 11-7 13-9 16-2

Southern Pine #3 5-3 7-9 9-9 11-10 14-0 4-8 6-11 8-9 10-7 12-6

Spruce-Pine-Fir SS 7-2 11-4 14-11 19-0 23-1 7-2 11-4 14-9 18-0 20-11

Spruce-Pine-Fir #1 7-0 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6

Spruce-Pine-Fir #2 7-0 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 17-6

Spruce-Pine-Fir #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5 13-2

Douglas Fir-Larch SS 7-3 11-4 15-0 19-1 22-6 7-3 11-3 14-2 17-4 20-1

Douglas Fir-Larch #1 7-0 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5 16-8

Douglas Fir-Larch #2 6-8 9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Douglas Fir-Larch #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 11-10

Hem-Fir SS 6-10 10-9 14-2 18-0 21-11 6-10 10-9 13-11 17-0 19-9

Hem-Fir #1 6-8 10-2 12-10 15-8 18-2 6-2 9-1 11-6 14-0 16-3

Hem-Fir #2 6-4 9-7 12-2 14-10 17-3 5-10 8-7 10-10 13-3 15-5

Hem-Fir #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 11-10

Southern Pine SS 7-1 11-2 14-8 18-9 22-10 7-1 11-2 14-8 17-11 21-2

Southern Pine #1 6-10 10-7 13-5 15-9 18-8 6-4 9-6 12-0 14-1 16-8

Southern Pine #2 6-1 9-2 11-7 13-9 16-2 5-5 8-2 10-4 12-3 14-6

Southern Pine #3 4-8 6-11 8-9 10-7 12-6 4-2 6-2 7-10 9-6 11-2

Spruce-Pine-Fir SS 6-8 10-6 13-10 17-8 20-11 6-8 10-5 13-2 16-1 18-8

Spruce-Pine-Fir #1 6-6 9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-Pine-Fir #2 6-6 9-9 12-4 15-1 17-6 5-11 8-8 11-0 13-6 15-7

Spruce-Pine-Fir #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 11-10

HC/HR Rafter Span Adjustment Factor

1/3 0.67

1/4 0.76

1/5 0.83

1/6 0.90

1/7.5 or less 1.00

100635307

WOOD

FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 675

TABLE 2308.7.2(6) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 psf, Ceiling Attached to Rafters, L/∆ = 240)

(continued)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

Douglas Fir-Larch SS 7-8 12-1 15-11 20-3 24-8 7-8 12-1 15-11 20-3 24-0

Douglas Fir-Larch #1 7-5 11-7 15-3 18-7 21-7 7-5 11-2 14-1 17-3 20-0

Douglas Fir-Larch #2 7-3 11-3 14-3 17-5 20-2 7-1 10-5 13-2 16-1 18-8

Douglas Fir-Larch #3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Hem-Fir SS 7-3 11-5 15-0 19-2 23-4 7-3 11-5 15-0 19-2 23-4

Hem-Fir #1 7-1 11-2 14-8 18-1 21-0 7-1 10-10 13-9 16-9 19-5

Hem-Fir #2 6-9 10-8 14-0 17-2 19-11 6-9 10-3 13-0 15-10 18-5

Hem-Fir #3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Southern Pine SS 7-6 11-10 15-7 19-11 24-3 7-6 11-10 15-7 19-11 24-3

Southern Pine #1 7-3 11-5 15-0 18-2 21-7 7-3 11-4 14-5 16-10 20-0

Southern Pine #2 6-11 10-6 13-4 15-10 18-8 6-6 9-9 12-4 14-8 17-3

Southern Pine #3 5-5 8-0 10-1 12-3 14-6 5-0 7-5 9-4 11-4 13-5

Spruce-Pine-Fir SS 7-1 11-2 14-8 18-9 22-10 7-1 11-2 14-8 18-9 22-4

Spruce-Pine-Fir #1 6-11 10-11 14-3 17-5 20-2 6-11 10-5 13-2 16-1 18-8

Spruce-Pine-Fir #2 6-11 10-11 14-3 17-5 20-2 6-11 10-5 13-2 16-1 18-8

Spruce-Pine-Fir #3 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Douglas Fir-Larch SS 7-0 11-0 14-5 18-5 22-5 7-0 11-0 14-5 17-11 20-10

Douglas Fir-Larch #1 6-9 10-5 13-2 16-1 18-8 6-7 9-8 12-2 14-11 17-3

Douglas Fir-Larch #2 6-7 9-9 12-4 15-1 17-6 6-2 9-0 11-5 13-11 16-2

Douglas Fir-Larch #3 5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6 12-3

Hem-Fir SS 6-7 10-4 13-8 17-5 21-2 6-7 10-4 13-8 17-5 20-5

Hem-Fir #1 6-5 10-2 12-10 15-8 18-2 6-5 9-5 11-11 14-6 16-10

Hem-Fir #2 6-2 9-7 12-2 14-10 17-3 6-1 8-11 11-3 13-9 15-11

Hem-Fir #3 5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6 12-3

Southern Pine SS 6-10 10-9 14-2 18-1 22-0 6-10 10-9 14-2 18-1 21-10

Southern Pine #1 6-7 10-4 13-5 15-9 18-8 6-7 9-10 12-5 14-7 17-3

Southern Pine #2 6-1 9-2 11-7 13-9 16-2 5-8 8-5 10-9 12-9 15-0

Southern Pine #3 4-8 6-11 8-9 10-7 12-6 4-4 6-5 8-1 9-10 11-7

Spruce-Pine-Fir SS 6-5 10-2 13-4 17-0 20-9 6-5 10-2 13-4 16-8 19-4

Spruce-Pine-Fir #1 6-4 9-9 12-4 15-1 17-6 6-2 9-0 11-5 13-11 16-2

Spruce-Pine-Fir #2 6-4 9-9 12-4 15-1 17-6 6-2 9-0 11-5 13-11 16-2

Spruce-Pine-Fir #3 5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6 12-3

19.2

Douglas Fir-Larch SS 6-7 10-4 13-7 17-4 20-6 6-7 10-4 13-5 16-5 19-0

Douglas Fir-Larch #1 6-4 9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7 15-9

Douglas Fir-Larch #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9

Douglas Fir-Larch #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2

Hem-Fir SS 6-2 9-9 12-10 16-5 19-11 6-2 9-9 12-10 16-1 18-8

Hem-Fir #1 6-1 9-3 11-9 14-4 16-7 5-10 8-7 10-10 13-3 15-5

Hem-Fir #2 5-9 8-9 11-1 13-7 15-9 5-7 8-1 10-3 12-7 14-7

Hem-Fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2

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676 FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017)

TABLE 2308.7.2(6)—continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 psf, Ceiling Attached to Rafters, L/∆ = 240)

RAFTER SPACING (inches)

SPECIES AND GRADE

DEAD LOAD = 10 psf DEAD LOAD = 20 psf

2 × 4 2 × 6 2 × 8 2 × 10 2 × 12 2 × 4 2 × 6 2 × 8 2 × 10 2 × 12

Maximum rafter spansa

(ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.) (ft. - in.)

19.2

Southern Pine SS 6-5 10-2 13-4 17-0 20-9 6-5 10-2 13-4 16-11 20-0

Southern Pine #1 6-2 9-8 12-3 14-4 17-1 6-0 9-0 11-4 13-4 15-9

Southern Pine #2 5-7 8-4 10-7 12-6 14-9 5-2 7-9 9-9 11-7 13-8

Southern Pine #3 4-3 6-4 8-0 9-8 11-5 4-0 5-10 7-4 8-11 10-7

Spruce-Pine-Fir SS 6-1 9-6 12-7 16-0 19-1 6-1 9-6 12-5 15-3 17-8

Spruce-Pine-Fir #1 5-11 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9

Spruce-Pine-Fir #2 5-11 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 14-9

Spruce-Pine-Fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 11-2

Douglas Fir-Larch SS 6-1 9-7 12-7 15-10 18-4 6-1 9-6 12-0 14-8 17-0

Douglas Fir-Larch #1 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2 14-1

Douglas Fir-Larch #2 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5 13-2

Douglas Fir-Larch #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 10-0

Hem-Fir SS 5-9 9-1 11-11 15-2 18-0 5-9 9-1 11-9 14-5 15-11

Hem-Fir #1 5-8 8-3 10-6 12-10 14-10 5-3 7-8 9-9 11-10 13-9

Hem-Fir #2 5-4 7-10 9-11 12-1 14-1 4-11 7-3 9-2 11-3 13-0

Hem-Fir #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 10-0

Southern Pine SS 6-0 9-5 12-5 15-10 19-3 6-0 9-5 12-5 15-2 17-10

Southern Pine #1 5-9 8-8 11-0 12-10 15-3 5-5 8-0 10-2 11-11 14-1

Southern Pine #2 5-0 7-5 9-5 11-3 13-2 4-7 6-11 8-9 10-5 12-3

Southern Pine #3 3-10 5-8 7-1 8-8 10-3 3-6 5-3 6-7 8-0 9-6

Spruce-Pine-Fir SS 5-8 8-10 11-8 14-8 17-1 5-8 8-10 11-2 13-7 15-9

Spruce-Pine-Fir #1 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5 13-2

Spruce-Pine-Fir #2 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5 13-2

Spruce-Pine-Fir #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 10-0

HC/HR Rafter Span Adjustment Factor

1/3 0.67

1/4 0.76

1/5 0.83

1/6 0.90

1/7.5 or less 1.00

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FLORIDA BUILDING CODE — BUILDING, 6th EDITION (2017) 677

TABLE 2308.7.3.1 RAFTER TIE CONNECTIONSg

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m2. a. 40d box (5″ × 0.162″) or 16d sinker (31/4″ × 0.148″) nails are permitted to be substituted for 16d common (3

1/2″ × 0.16″) nails. b. Nailing requirements are permitted to be reduced 25 percent if nails are clinched. c. Rafter tie heel joint connections are not required where the ridge is supported by a load-bearing wall, header or ridge beam. d. When intermediate support of the rafter is provided by vertical struts or purlins to a load-bearing wall, the tabulated heel joint connection requirements are

permitted to be reduced proportionally to the reduction in span. e. Equivalent nailing patterns are required for ceiling joist to ceiling joist lap splices. f. Connected members shall be of sufficient size to prevent splitting due to nailing. g. For snow loads less than 30 pounds per square foot, the required number of nails is permitted to be reduced by multiplying by the ratio of actual snow load

plus 10 divided by 40, but not less than the number required for no snow load.

RAFTER SLOPE TIE SPACING (inches)

NO SNOW LOAD

GROUND SNOW LOAD (pound per square foot)

30 pounds per square foot 50 pounds per square foot

Roof span (feet)

12 20 28 36 12 20 28 36 12 20 28 36

Required number of 16d common (31/2″ x 0.162″) nailsa, b per connectionc, d, e, f