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2006 International Building Code®

First Printing: January 2006

ISBN-13: 978-1-58001-251-5 (soft) ISBN-10: 1-58001-251-5 (soft)

ISBN-13: 978-1-58001-250-8 (loose-leaf) ISBN-IO: 1-58001-250-7 (loose-leaf)

ISBN-13: 978-1-58001-302-4 (e-document) ISBN-lO: 1-58001-302-3 (e-document)

INTERNATIONAL CODE COUNCIL, INC.

ALL RIGHTS RESERVED. This 2006 International Building Code® is a copyrighted work owned by the International Code cil, Inc. Without advance written permission from the copyright owner, no part of this book may be reproduced, distributed, or mitted in any form or by any means, including, without limitation, electronic, optical or mechanical means (by way of example not limitation, photocopying, or recording by or in an information storage retrieval system). For information on permission to material exceeding fair use, please contact: Publications, 4051 West Flossmoor Road, Country Club Hills, IL 60478-5795. 1-888-ICC-SAFE (422-7233).

Trademarks: "International Code Council," the "International Code Council" logo and the "International Building Code" are marks of the International Code Council, Inc.

PRINTED IN THE U.S.A.

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.

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.

Exception: Buildings designed in accordance with the provisions of the AF&PA WFCM shall be deemed to meet the requirements of the provisions of Section 2308.

2301.3 Nominal sizes. For the purposes ofthis chapter, where dimensions of lumber are specified, they shall be deemed to be nominal dimensions unless specifically designated as actual dimensions (see Section 2304.2).

SECTION 2302 DEFINITIONS

2302.1 Definitions. The following words and terms shall, for the purposes of this chapter, have the meanings shown herein.

ACCREDITATION BODY. An approved, third-party organi- zation that is independent of the grading and inspection agen- cies, and the lumber mills, and that initially accredits and subsequently monitors, on a continuing basis, the competency and performance of a grading or inspection agency related to carrying out specific tasks .

BRACED WALL LINE. A series of braced wall panels in a single story that meets the requirements of Section 2308.3 or 2308.12.4.

BRACED WALL PANEL. A section of wall braced in accor- dance with Section 2308.9.3 or 2308.12.4.

COLLECTOR. A horizontal diaphragm element parallel and in line with the applied force that collects and transfers dia- phragm shear forces to the vertical elements of the lat- eral-force-resisting system and/or distributes forces within the diaphragm.

CONVENTIONAL LIGHT·FRAME WOOD CON· STRUCTION. A type of construction whose primary struc- tural elements are formed by a system of repetitive wood-framing members. See Section 2308 for conventional light-frame wood construction provisions.

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CRIPPLE WALL. A framed stud wall extending from the top of the foundation to the underside of floor framing for the low- est occupied floor level.

DIAPHRAGM, UNBLOCKED. A diaphragm that has edge nailing at supporting members only. Blocking between sup- porting structural members at panel edges is not included. Dia- phragm panels are field nailed to supporting members.

DRAG STRUT. See "Collector."

FIBERBOARD. A fibrous, homogeneous panel made from lignocellulosic fibers (usually wood or cane) and having a den- sity of less than 31 pounds per cubic foot (pcf) (497 kg/m3) but

. more than 10 pcf (160 kg/m3).

GLUED BUILT-UP MEMBER. A structural element, the section of which is composed of built-up lumber, wood struc- tural panels or wood structural panels in combination with lum- ber, all parts bonded together with structural adhesives.

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.

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).

NAILING, BOUNDARY. A special nailing pattern required by design at the boundaries of diaphragms.

NAILING, EDGE. A special nailing pattern required by design at the edges of each panel within the assembly of a dia- phragm or shear wall.

NAILING, FIELD. Nailing required between the sheathing panels and framing members at locations other than boundary nailing and edge nailing.

NATURALLY DURABLE WOOD. The heartwood of the following species with the exception that an occasional piece with corner sapwood is permitted if 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 and Eastern red cedar.

NOMINAL SIZE (LUMBER). The commercial size desig- nation of width and depth, in standard sawn lumber and glued-laminated lumber grades; somewhat larger than the stan- dard net size of dressed lumber, in accordance with DOC PS 20 for sawn lumber and with the AF&PA NDS for glued-lami- nated lumber.

PARTICLEBOARD. A generic term for a panel primarily composed of cellulosic materials (usually wood), generally in the form of discrete pieces or particles, as distinguished from fibers. The cellulosic material is combined with synthetic resin or other suitable bonding system by a process in which the

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interparticle bond is created by the bonding system under heat and pressure.

I PREFABRICATED WOOD I-JOIST. Structural member manufactured using sawn or structural composite lumber flanges and wood structural panel webs bonded together with exterior exposure adhesives, which forms an "I" cross-sec- tional shape.

PRESERVATIVE-TREATED WOOD. Wood (including plywood) pressure treated with preservatives in accordance with Section 2303.1.8.

SHEAR WALL. A wall designed to resist lateral forces paral- lel to the plane of a wall.

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 2305.3.4.

STRUCTURAL COMPOSITE LUMBER. Structural mem- ber manufactured using wood elements bonded together with exterior adhesives. Examples of structural composite lumber are:

Laminated veneer lumber (LVL). A composite of wood veneer sheet elements with wood fibers primarily oriented along the length of the member.

Parallel strand lumber (PSL). A composite of wood strand elements with wood fibers primarily oriented along the length of the member.

STRUCTURAL GLUED-LAMINATED TIMBER. An engineered, stress-rated product of a timber laminating plant, comprised of assemblies of specially selected and prepared wood laminations in which the grain of all laminations is approximately parallel longitudinally and the laminations are bonded with adhesives.

SUBDIAPHRAGM. A portion of a larger wood diaphragm designed to anchor and transfer local forces to primary dia- phragm struts and the main diaphragm.

TIE-DOWN (HOLD-DOWN). A device used to resist uplift of the chords of shear walls.

TREATED WOOD. Wood impregnated under pressure with compounds that reduce its susceptibility to flame spread or to deterioration caused by fungi, insects or marine borers.

WOOD SHEAR PANEL. A wood floor, roof or wall compo- nent sheathed to act as a shear wall or diaphragm.

WOOD STRUCTURAL PANEL. A panel manufactured from veneers, wood strands or wafers or a combination of veneer and wood strands or wafers bonded together with water- proof synthetic resins or other suitable bonding systems. Examples of wood structural panels are:

Composite panels. A wood structural panel that is com- prised of wood veneer and reconstituted wood-based mate- rial and bonded together with waterproof adhesive;

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Oriented strand board (OSB). A mat-formed wood tural panel comprised of thin rectangular wood arranged in cross-aligned layers with surface layers nor-: mally 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 application'; of heat and pressure. '

SECTION 2303 MINIMUM STANDARDS AND QUALITY

2303.1 General. Structural sawn lumber; end-jointed lumber;" prefabricated wood I-joists; structural glued-laminated timber;; \ wood structural panels, fiberboard sheathing (when used struc-~ . turally); hardboard siding (when used structurally);, particleboard; preservative-treated wood; structural log mem-' . bers; structural composite lumber; round timber poles and; I piles; fire-retardant-treated wood; hardwood plywood; woodi 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 lum- ber, machine stress-rated or machine-evaluated lumber, shall be identified by the grade mark of a lumber grading or inspection agency that has been approved by an accredita- tion body that complies with DOC PS 20 or equivalent. Grading practices and identification shall comply with rules published by an agency approved in accordance with the procedures of DOC PS 20 or equivalent procedures. 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 per- mitted to be accepted for precut, remanufactured or rough-sawn lumber and for sizes larger than 3 inches (76 mm) nominal thickness.

Approved end-jointed lumber is permitted to be used interchangeably with solid-sawn members of the same spe, cies and grade.

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 D 5055.

2303.1.3 Structural glued-laminated timber. Glued-lam- inated timbers shall be manufactured and identified as required in AITC A190.l and ASTM D 3737.

2303.1.4 Wood structural panels. Wood structural panels, when used structurally (including those used for siding, roof and wall sheathing, subflooring, diaphragms and built-up members), shall conform to the requirements for their type in DOC PS 1 or PS 2. Each panel or member shall be identi- fied for grade and glue type by the trademarks of an approved testing and grading agency. Wood structural panel components shall be designed and fabricated in accordance with the applicable standards listed in Section 2306.1 and

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identified by the trademarks of an approved testing and inspection agency indicating conformance with the applica- ble standard. In addition, wood structural panels when per- manently exposed in outdoor applications shall be of exterior type, except that wood structural panel roof sheath- ing exposed to the outdoors on the underside is permitted to be interior type bonded with exterior glue, Exposure 1.

2303.1.5 Fiberboard. Fiberboard for its various uses shall conform to ASTM C 20S. Fiberboard sheathing, when used structurally, shall be identified by an approved agency as conforming to ASTM C 20S.

2303.1.5.1 Jointing. To ensure tight-fitting assemblies, edges shall be manufactured with square, ship lapped, beveled, tongue-and-groove or U -shaped joints.

2303.1.5.2 Roof insulation. Where used as roof insula- tion in all types of construction, fiberboard shall be pro- tected with an approved roof covering.

2303.1.5.3 Wall insulation. Where installed and fireblocked to comply with Chapter 7, fiberboards are permitted as wall insulation in all types of construction. In fire walls and fire barriers, unless treated to comply with Section S03.1 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.

2303.1.5.3.1 Protection. Fiberboard wall insulation applied on the exterior of foundation walls shall be protected below ground level with a bituminous coat- ing.

2303.1.6 Hardboard. Hardboard siding used structurally shall be identified by an approved agency conforming to AHA 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 AHA AI35.5. Other basic hardboard products shall meet the requirements of AHA A135.4. Hardboard products shall be installed in accordance with manufacturer's recommen- dations.

2303.1.7 Particleboard. Particleboard shall conform to ANSI A20S.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 2306.4.3.

2303.1.7.1 Floor underlayment. Particleboard floor underlayment shall conform to Type PBU of ANSI A20S.I. 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 Asso- ciation.

2303.1.8 Preservative-treated wood. Lumber, timber, ply- wood, piles and poles supporting permanent structures required by Section 2304.11 to be preservative treated shall

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WOOD

conform to the requirements of the applicable A WPA Stan-I dard Ul and M4 for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA UI. Lumber and plywood used in wood foundation systems shall conform to Chapter IS.

2303.1.8.1 Identification. Wood required by Section 2304.11 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 pre- servative-treated wood shall be listed by an accreditation body that complies with the requirements of the Ameri- can Lumber Standards Treated Wood Program, or equiv- alent. The quality mark shall be on a stamp or 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: A WP A standard to which the product was treated.

6. Identity of the accredited inspection agency.

2303.1.8.2 Moisture content. Where preserva- tive-treated wood is used in enclosed locations where drying 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 cover- ing or other materials .

2303.1.9 Structural composite lumber. Structural capaci- ties for structural composite lumber shall be established and monitored in accordance with ASTM D 5456.

2303.1.10 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 D 3957. Such structural log members shall be identi- fied 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 require- ments of this section shall be permitted.

2303.1.11 Round timber poles and piles. Round timber poles and piles shall comply with ASTM D 3200 and ASTM D 25, respectively

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 E S4, a listed flame spread index of 25 or less and show no evi- dence of significant progressive combustion when the test is continued for an additional 20-minute period. In addition, the flame front shall not progress more than 10.5 feet (3200 mm) beyond the centerline of the burners at any time during the test.

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2303.2.1 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 2303.2.2 through 2303.2.5.

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 D 2898).

2303.2.2 Strength adjustments. Design values for untreated lumber and wood structural panels, as specified in Section 2303.1, shall be adjusted for fire-retar- dant-treated wood. Adjustments to design values shall be based on an approved method of investigation that takes into consideration the effects of the anticipated tempera- ture and humidity to which the fire-retardant-treated wood will be subjected, the type of treatment and redrying proce- dures.

2303.2.2.1 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 D 5516. The test data developed by ASTM D 5516 shall be used to develop adjustment factors, maxi- mum loads and spans, or both, for untreated plywood design values in accordance with ASTM D 6305. Each manufacturer shall publish the allowable maximum loads and spans for service as floor and roof sheathing for its treatment.

2303.2.2.2 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 D 5664. The test data developed by ASTM D 5664 shall be used to develop modification factors for use at or near room tem- perature and at elevated temperatures and humidity in

I accordance with ASTM D 6841. Each manufacturer shall publish the modification factors for service at tem- peratures of not less than 80°F (27°C) and for roof fram- ing. The roof framing modification factors shall take into consideration the climatological location.

2303.2.3 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

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spread index as defined in Section 2303.2 when subjected to ASTM D 2898.

2303.2.4 Interior applications. Interior dant-treated wood shall have moisture content of not over j 28 percent when tested in accordance with ASTM D 3201 l

~4 procedures at 92-percent relative humidity. Interior I fire-retardant-treated wood shall be tested in accordance! with Section 2303.2.2.1 or 2303.2.2.2. Interior fire-retar- ,l dant-treated wood designated as Type A shall be tested in J) accordance with the provisions of this section. 1

. .i 2303.2.5 Moisture content. Flre-retardant-treated wood ~~

~~~~~; ~~~~.1° ;e~~~:~re l~~~t;: ~~I:Cts~~~~~~~:II~:~~~~l before use. For wood kiln dried after treatment (KDAT), j~ the kiln temperatures shall not exceed those used in kiln'j drying the lumber and plywood submitted for the tests :i described in Section 2303.2.2.1 for plywood andj 2303.2.2.2 for lumber.i

2303.2.6 Type I and II construction applications. See J Section 603.1 for limitations on the use of fire-retar-ll

1 dant-treated wood in buildings of Type I or II construction. .~ ,~

2303.3 Hardwood and plywood. Hardwood and decorative) ~~~~o~;~~ll be manufactured and identified as required in ~

2303.4 Trusses. 1 2303.4.1 Design. Wood trusses shall be designed in accor- ,~ dance with the provisions of this code and accepted engi- ,I ne~lringl prabctilcte. ~ebmbers aretPermittted

l to be jtOinedl tby .J.' .. : .•...

nal s, g ue, 0 s, tIm er connec ors, me a connecor p a es . or other approved framing devices. '

2303.4.1.1 Truss designer. The individual or organiza- 't.: .•.•. '.· tion responsible for the design of trusses. I 2303.4.1.2 Truss design drawings. The written, graphic I and pictorial depiction of each individual truss shall be ~ provided to the building official and approved prior to .~ installation. Truss design drawings shall also be pro-, vided with the shipment of trusses delivered to the job •. ~.;.·.·:t .• · site. Truss design drawings shall include, at a minimum, , the information specified below: I

1. Slope or depth, span and spacing; 'I 2. Location of joints; ~

3. Required bearing widths; l 1

4. Design loads as applicable; .'VI

5. Top chord live load (including snow lOadS);)

6. Top chord dead load; 1 7. Bottom chord live load; ' .. J 8. Bottom chord dead load; ~

9. Concentrated loads and their points of applica- tion as applicable;

10. Controlling wind and earthquake loads as applicable;

11. Adjustments to lumber and metal connector plate design value for conditions of use;

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12. Each reaction force and direction;

13. Metal connector plate type, size, thickness or gage, and the dimensioned location of each metal connector plate except where symmetrically located relative to the joint interface;

14. Lumber size, species and grade for each member;

15. Connection requirements for:

15.1. Truss to truss;

15.2. Truss ply to ply; and

15.3. Field splices.

16. Calculated deflection ratio and maximum verti- cal and horizontal deflection for live and total load as applicable;

17. Maximum axial tensile and compression forces in the truss members; and

18. Required permanent individual truss member bracing and method per Section 2303.4.l.5, unless a specific truss member permanent brac- ing plan for the roof or floor structural system is provided by a registered design professional.

Where required by one of the following, each individ- ual truss design drawing shall bear the seal and signature of the truss designer:

1. Registered design professional; or

2. Building official; or

3. Statutes of the jurisdiction in which the project is to be constructed.

Exceptions:

1. When a cover sheet/truss index sheet combined into a single cover sheet is attached to the set of truss design drawings for the project, the single sheet/truss index sheet is the only document that needs to be signed and sealed within the truss submittal package.

2. When a cover sheet and a truss index sheet are separately provided and attached to the set of truss design drawings for the project, both the cover sheet and the truss index sheet are the only documents that need to be signed and sealed within the truss submittal package.

2303.4.1.3 Trnss placement diagram. The truss manu- facturer shall provide a truss placement diagram that identifies the proposed location for each individually designated truss and references the corresponding truss design drawing. 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 shall not be required to bear the seal or signature of the truss designer.

Exception: When the truss placement diagram is pre- pared under the direct supervision of a registered

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WOOD

design professional, it is required to be signed and sealed.

2303.4.1.4 Trnss snbmittal package. The truss submittal package shall consist of each individual truss design drawing, the truss placement diagram for the pro- ject, the truss member permanent bracing specification and, as applicable, the cover sheet/truss index sheet.

2303.4.1.5 Truss member permanent bracing. Where permanent bracing of truss members is required on the truss design drawings, it shall be accomplished by one of the following methods:

1. The trusses shall be designed so that the buckling of any individual truss member can be resisted internally by the structure (e.g. buckling member T-bracing, L-bracing, etc.) ofthe individual truss. The truss individual member buckling reinforce- ment shall be installed as shown on the truss design drawing or on supplemental truss member buck- ling reinforcement diagrams provided by the truss designer.

2. Permanent bracing shall be installed using stan- dard industry bracing details that conform with generally accepted engineering practice. Individ- ual truss member continuous lateral bracing loca- tion(s) shall be shown on the truss design drawing.

2303.4.1.6 Anchorage. All transfer ofloads and anchor- age of each truss to the supporting structure is the respon- sibility of the registered design professional.

2303.4.1. 7 Alterations to trusses. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written concur- rence and approval of a registered design professional. Alterations resulting in the addition ofloads to any mem- ber (e.g., HVAC equipment, water heater) shall not be permitted without verification that the truss is capable of supporting such additional loading.

2303.4.2 Metal-plate-connected trusses. In addition to Sections 2303.4.1 through 2303.4.1.7, the design, manufac- ture and quality assurance of metal-plate-connected wood trusses shall be in accordance with TPI 1. Manufactured trusses shall comply with Section 1704.6 as applicable.

2303.5 Test standard for joist hangers and connectors. For the required test standards for joist hangers and connectors, see Section 1715.1.

2303.6 Nails and staples. Nails and staples shall conform to requirements of ASTM F 1667. 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 I than 0.142 inch (3.61 mm).

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2303.7 Shrinkage. Consideration shall be given in design to the possible effect of cross-grain dimensional changes consid- ered 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/[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.

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 exces- sive shrinkage or differential movements caused by shrink- age. The analysis shall also show that the roof drainage system and the foregoing systems or equipment will not be adversely affected or, as an alternate, such systems shall be designed to accommodate the differential shrinkage or movements.

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 specific design is furnished.

2304.S 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 International Mechanical Code, from flues, chimneys and fireplaces, and 6 inches (152 mm) away from flue open- ings.

2304.6 Wall sheathing. Except as provided for in Section 1405 for weatherboarding or where stucco construction that Com_ plies with Section 2510 is installed, enclosed buildings shall be sheathed with one of the materials of the nominal thickness specified in Table 2304.6 or any other approved material of equivalent strength or durability.

2304.6.1 Wood structural panel sheathing. Where Wood structural panel sheathing is used as the exposed finish on the exterior of outside walls, it shall have an exterior expo- sure durability classification. Where wood structural panel sheathing is used on the exterior of outside walls but not as the exposed finish, it shall be of a type manufactured with exterior glue (Exposure 1 or Exterior). Where wood struc- tural panel sheathing is used elsewhere, it shall be of a type manufactured with intermediate or exterior glue.

2304.6.2 Interior paneling. Softwood wood structural panels used for interior paneling shall conform with the provisions of Chapter 8 and shall be installed in accor- dance with Table 2304.9.1. Panels shall comply with DOC PS 1 or PS 2. Prefinished hardboard paneling shall meet the requirements of AHA A135.5. Hardwood plywood shall conform to HPVA HP-!.

2304.7 Floor and roof sheathing.

2304.7.1 Structural floor sheathing. Structural t100r sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this sec- tion.

Floor sheathing conforming to the provisions of Table 2304.7(1), 2304.7(2), 2304.7(3) or 2304.7(4) shall be deemed to meet the requirements of this section.

2304.7.2 Structural roof sheathing. Structural roof sheath- ing shall be designed in accordance with the general provi- sions of this code and the special provisions in this section.

Roof sheathing conforming to the provisions of Table 2304.7(1), 2304.7(2), 2304.7(3) or 2304.7(5) shall be deemed to meet the requirements of this section. Wood struc- tural panel roof sheathing shall be bonded by exterior glue.

TABLE 2304.6 __ M_IN_IM_U~ __ T_HI_C_KNESS OF WALL SHEATHING ___ r-________________________ """"1

_____ S:.:cHEATHING TYPE __ -,,-M:.:..:IN=IMUM THICKNESS MAXIMUM WALL STUD SPACING

Wood boards 24 inches on ----------------t---------------------'--"-=::.:-c"------------+----=--:.--=:.::::.::.::..::.:::---=-.::.:='----------1

Wood structural In accordance with Tables and 2308.9.3(3)

In accordance with Tables 2306.4.3 and 2308.9.3(4) M-S "Exterior Glue" and M-2 "Exterior Glue" Particleboard

----------------1-------- ---------- CJypsum sheathin.""g'-----__

wallboard

16 inches on center

------------

16 inches 011 center

24 inches on center

Reinforced cement mortar _----'------------.::,1.::,il:::.:1c:::.:h'----------------------------L----.24-i-nc-h_es_()_n_c_en_t<:!. __

For SI: 1 inch = 25.4 mm.

426 2006 INTERNATIONAL BUILDING CODE®

2304.8 Lumber decking.

2304.8.1 General. Lumber decking shall be designed and installed in accordance with the general provisions of this code and the provisions of this section. Each piece 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 will be 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 vertical with the exposed face of the piece slightly longer than the back ofthe piece. Tongue-and-groove decking shall be installed with the tongues up on sloped or pitched roofs with pattern faces down.

2304.8.2 Layup patterns. Lumber decking is permitted to be laid up following one of five standard patterns as defined in Sections 2304.8.2.l through 2304.8.2.5. Other patterns are permitted to be used if justified by engineering analysis.

2304.8.2.1 Simple span pattern. All pieces shall be sup- ported by two supports.

2304.8.2.2 Two-span continuous pattern. All pieces shall be supported by three supports, and all end joints shall occur in line on every other support. Supporting members shall be designed to accommodate the load redistribution caused by this pattern.

WOOD

Pieces in the starter course and every third course shall be simple span. Pieces in other courses shall be cantilevered over the supports with end joints at alternate quarter or third points of the spans, and each piece shall bear on at least one support.

2304.8.2.5 Controlled random pattern. The decking shall cover a minimum of three spans. End joints within 6 inches (152 mm) of being in line 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 sup- port for at least 24 inches (610 mm). The details of the controlled random pattern shall be as described for each decking material in Section 2304.8.3.3, 2304.8.4.3 or 2304.8.5.3.

For cantilevered spans with the controlled random pat- tern, special considerations shall be made when the over- hang exceeds 18 inches (457 mm), 24 inches (610 mm) or 36 inches (914 mm) for 2-inch (51 mm), 3-inch (76 mm) or 4-inch (102 mm) nominal thickness decking, respectively. The maximum cantilevered length for the controlled random pattern shall be 30 percent of the length of the first adjacent interior span. For cantilever overhangs within these limits, a structural fascia shall be fastened to each decking piece to maintain a continuous, straight roof line. There shall be no end joints in the can- tilevered portion or within one-half of the first adjacent interior span.

2304.8.2.3 Combination simple and two-span contin- uous pattern. Courses in end spans shall be alternating simple span and two span continuous. End joints are staggered in adjacent courses and occur only over sup- ports. 2304.8.3 Mechanically laminated deCking. 2304.8.2.4 Cantilevered pieces intermixed pattern. The decking shall cover a minimum of three spans.

2304.8.3.1 General. Mechanically laminated decking consists of square-edged dimension lumber laminations

TABLE 2304.7(1) ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHINGa,b

SPAN

For Sl: 1 inch = 25.4 mm. a. Installation details shall conform to Sections 2304.7.1 and 2304.7.2 for floor and roof sheathing, respectNely. b. Floor or roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7. c. Maximum 19-percent moisture content.

TABLE 2304.7(2) SHEATHING MINIMUM GRADE REQUIREMENTS: BOARD GRADE

FLOOR OR ROOF SHEATHING SPACED ROOF SHEATHING

or standard

SPIB

common RIS

2006 INTERNATIONAL BUILDING CODE® 427

WOOD

set on edge and nailed to the adjacent pieces and to the supports.

2304.8.3.2 Nailing. The length of nails connecting lami- nations shall not be less than two and one-half times the net thickness of each lamination. Where deck supports are 48 inches (1219 mm) on center (o.c.) or less, side nails shall be spaced not more than 30 inches (762 mm) o.c. alternately near top and bottom edges, and staggered one-third of the spacing in adjacent laminations. Where supports are spaced more than 48 inches (1219 mm) o.c., side nails shall be spaced not more than 18 inches (457 mm) o.c. alternately near top and bottom edges and stag- gered one-third of the spacing in adjacent laminations. Two side nails shall be used 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) o.c. or less, alternate laminations shall be toenailed to alternate supports; where supports are spaced more than 48 inches (1219 mm) o.c., alternate laminations shall be toenailed to every support.

2304.8.3.3 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 sec- ond courses shall bear on at least two supports with end joints in these two courses occUlTing on alternate sup- ports. A maximum of seven intervening courses shall be permitted before this pattern is repeated.

TABLE 2304.7(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 SUPPORTS··b

.--------"-" "---- "---------"----"-"----" "---" SHEATHING GRADES ROOFc

- --------

Panel span rating Panel thickness -----"---" Maximum span (in~!!~_~ Loade (psf)

_~oof/floor span (inches) With edge suppod Without edge support Total load Live load ----

12/0 51 16 12 12 40 30 r------- -- 16/0 5/1i5 , % 16 16 40 30 ------ 2010 5/ 10 , 3/8 20 20 40 30 "._-- 24/0 3/8,7/16, 1/2 24 20

g 40 30 ----

24/16 7/ 16 , II) 24 24 50 40 -- 32/16 15/12> 1/2 , 5/ 8 32 28 40 30 f------- " ---- ----... _-- 40/20 19/32 , % 3/4 , 7/8 40 32 40 30 -_.-

r-- 48/24 23/ 17 ,3/4

, 7/s 48 36 45 35

54/32 7 Is, 1 54 40 45 35 f----- ---- --------- --

60/32 7/8, 1 1/8 60 48 45 35 SINGLE FLOOR GRADES ROOFc

"- - ---"

Panel thickness Maximum span (inches) Loade(psf)

~nel span ~atin\L ~Ji!,!ches) With edge support! _ ~ut edge support Total load Live load

16 a.c. 1----------

II), 9/,1 , 5/8 24 24 50 40

20o.c. 191 51 31 32 32 40 30 r----------- --------r--------l~'B-'--~ --" 24 a.c. 23 / 32 , 314 48 -- 36 35 25 --- --------

1--- 320.c. 7/8, I 48 40 50 40 ----" 48 a.c. 13/12 , Ills 60 48 50 40 ----_._---

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 conforming with this table shall be deemed to meet the design criteria of Section 2304.7. c. Uniform load deflection limitations 1/ 180 of span under live load plus dead load, 1/240 under live load only.

FLOORd -- -------

Maximum span (inches) _______ "_c~

16 ----------

16h -"----

20h•1 -- ----

r-------~-~-~ 32

-- FLOORd

1------------

Maximum span (inches)

16h

20h,1 --

----~~-- 32

48 ""----

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-groovc edges, panel edge clips (one midway between each support, except two equally spaced between supports 48 inches on center), lumber block-

ing 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.

428 2006 INTERNATIONAL BUILDING CODE@

WOOD

TABLE 2304.7(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) - --

MAXIMUM SPACING OF JOISTS (inches)

IDENTIFICATION 16 20 24 32 48

Species groupC Thickness (inches) ------

1 1/2 5/8 3/4 - -

2, 3 5fs % 7/8 - - 4 3/4 7/8 1 - -

Ie floor span ratingd 16 o,G, 20 o,c, 24 o,c, 320,c, 48 o,c, --'-----

Sing

For SI: I inch'" 25,4 mm, I 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 I g-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 11/2 inches of approved cel- lular or lightweight concrete is placed over the subfloor, or finish floor is 3/4-inch wood strip.

b. Floor panels conforming with this table shall be deemed to meet the design criteria of Section 2304.7. 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 strnctural panels.

TABLE 2304.7(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

LOAD AT MAXIMUM SPAN (psf)

PANEL GRADE THICKNESS (inch) MAXIM UM SPAN (inches) Live Total ._-----_. ---- 7/

16 24 20 30

15/ 32 24 35" 45

Structural I sheathing 1/2 24 40c 50c

19/ 32

,5/ 8 24 70 80

23/ 32

,3/ 4 24 90 100 --_._---_._ ..

7/ 16 ]6 40 50

15/ 32 24 20 25

Sheathing, other grades covered in DOC PS 1 or

1/2 24 25 30

DOCPS 2 19/ 32 24 40 c 50c

5fs 24 45 c 55 e

24 60c 65 c

For S1: 1 inch = 25,4 mm, 1 pound per square foot", 0.0479 kN/m2 a. Roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2304.7.

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.

2006 INTERNATIONAL BUILDING CODE® 429

WOOD

2304.8.4 Two-inch sawn tongue-and-groove decking.

2304.8.4.1 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 deck piece shall be nailed to each support as required.

2304.8.4.2 Nailing. Each piece of decking shall be toenailed at each support with one 16d common nail through the tongue and face-nailed with one 16d com- mon nail.

2304.8.4.3 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 sec- ond courses shall bear on at least two supports with end joints in these two courses occurring on alternate sup- ports. A maximum of seven intervening courses shall be permitted before this pattern is repeated.

2304.8.5 Three- and 4-inch sawn tongue-and-groove decking.

2304.8.5.1 General. Three-inch (76 mm) and 4-inch (102 mm) decking shall have a maximum moisture con- tent of 19 percent. Decking shall be machined with a double tongue-and-groove pattern. Deck pieces shall be interconnected and fastened to the supports as required.

2304.8.5.2 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 intervals not to exceed 30 inches (762 mm) through pre drilled edge holes penetrating to a depth of approximately 4 inches (102 mm) and with one spike at a distance not exceeding 10 inches (254 mm) from the end of each piece.

2304.8.5.3 Controlled random pattern. There shall be a minimum distance of 48 inches (1219 mm) between end joints in adjacent courses. Pieces not bearing over a support are permitted to occur in interior bays, provided 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.

2304.9 Connections and fasteners.

2304.9.1 Fastener requirements. Connections for wood members shall be designed in accordance with the appropri- ate methodology in Section 2301.2. The number and size of fasteners connecting wood members shall not be less than that set forth in Table 2304.9.1.

2304.9.2 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.

2304.9.3 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 capac- ity, torsional moment capacity and deflection characteris- tics of joist hangers shall be determined in accordance with Section 1715.1.

430

2304.9.4 Other fasteners. Clips, staples, glues and other approved methods of fastening are permitted Where approved.

2304.9.5 Fasteners in preservative-treated and fire-retardant-treated wood. Fasteners for preservative- treated and fire-retardant-treated wood shall be of hot dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. The coating weights for zinc-coated fas- teners shall be in accordance with ASTM A 153.

Exception: 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 B 695, Class 55 mini- mum.

Fastenings for wood foundations shall be as required in AF&PA Technical Report No.7.

2304.9.6 Load path. Where wall framing members are not continuous from foundation sill to 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 corrosion-resistant mate- rial not less than 0.040 inch (1.01 mm) nominal thickness.

2304.9.7 Framing requirements. Wood columns and posts shall be framed to provide full end bearing. Alternatively, column-and-post end connections shall be designed to resist the full compressive.1oads, neglecting end-bearing capacity. Column-and-post end connections shall be fastened to resist lateral and net induced uplift forces.

2304.10 Heavy timber construction.

2304.10.1 Columns. Columns shall be continuous or super- imposed throughout all stories by means of reinforced con- crete 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 contact faces, or by other approved methods.

2304.10.1.1 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.

2304.10.2 Floor framing. Approved wall plate boxes or hangers shall be provided where wood beams, girders or trusses rest on masonry or concrete walls. Where intermedi- ate 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 sup- ported by an approved metal hanger into which the ends of the beams shall be closely fitted.

2304.10.3 Roof framing. Every roof girder and at least every alternate roof beam shall be anchored to its supporting member; and every monitor and every sawtooth construc- tion shall be anchored to the main roof construction. Such anchors shall consist of steel or iron bolts of sufficient strength to resist vertical uplift of the roof.

2006 INTERNATIONAL BUILDING CODE@

CONNECTION f--

1. Joist to sill or girder

2. Bridging to joist

1--

3. I" x 6" subfloor or less to each joist

4. Wider than I" x 6" subfloor to each joist f--

5. 2" subfloor to joist or girder I--

6. Sole plate to joist or blocking

Sole plate to joist or blocking at braced wall panel

7. Top plate to stud

- --

8. Stud to sole plate

1--------_ ..

9. Double studs

1--------

10. Double top plates

Double top plates

TABLE 2304.9.1 FASTENING SCHEDULE

FASTENING",m

3 - 8d common (2 1/t x 0.131") 3 - 3" X 0.131" nails 3 - 3" 14 gage staples

2 - 8d common (2 1/t x 0.131") 2 - 3" X 0.131" nails 2 - 3" 14 gage staples

2 - 8d common (2 1//' x 0.131")

3 - 8d common (2 1/t x 0.131") --I------.

2 - 16d common (31/t x 0.162")

16d (31/z" x 0.135") at 16" O.c. 3" x 0.131" nails at 8" O.c. 3" 14 gage staples at 12" o.c.

3" - 16d (31/2" x 0.135") at 16" 4 - 3" X 0.131" nails at 16" 4 - 3" 14 gage staples per 16"

2 - 16d common (31/2" x 0.162") 3 - 3" X 0.131" nails 3 - 3" 14 gage staples

4 - 8d common (2 1/2" x 0.131") 4 - 3" X 0.131" nails 3 - 3" 14 gage staples

2 - 16d common (3 1/z" x 0.162") 3 - 3" X 0.131" nails

_~3" 14 gage staples ___ .

16d (31/2" x 0.135") at 24" O.c. 3" x 0.131" nail at 8" o.c. 3" 14 gage staple at 8" o.c.

16d (31/z" x 0.135") at 16" O.c. 3" x 0.131" nail at 12" O.c. 3" 14 gage staple at 12" o.c.

8-16d common (31/2" x 0.162") 12-3" x 0.131" nails

WOOD

LOCATION

toenail

toenail each end

face nail

blind and face nail ---I----~~~-----.------.~

typical face nail

braced wall panels

end nail

-~---~----.-

toenail

end nail

------,---_._-----

face nail ..,

typical face nail

lap splice

r----------- -'--'-'-J2:.::.y' 14 gag~~taples _.-+---.-.-----.~---------- 11. Blocking between joists or rafters to top plate 3 - 8d common (2

1/z" x 0.131") 3 - 3" X 0.131" nails toenail 3 - 3" 14 gagega.pl~

12. Rim joist to top plate 8d (2 1/z" x 0.131") at 6" O.c.

3" x 0.131" nail at 6" O.c. toenail 3" 14 gage staple at 6" O.c.

--""---_._--... '--

13. Top plates, laps and intersections 2-16dcommon(31/txO.162") 3 - 3" x 0.131" nails face nail 3 -3" 14 gage staples --

14. Continuous header, two pieces l6d common (31/z" x 0.162") 16" o.c. along edge 1--- _. __ ... _-----1--------------._-------- 15. Ceiling joists to plate 3 - 8d common (2

1/2" x 0.131") 5 - 3" X 0.131" nails toenail 5 - 3" 14 gage staples ___ .

-"--""------

16. Continuous header to stud 4 - 8d common (21/2" x 0.131") toenail __ ....L.....-.

( continued)

2006 INTERNATIONAL BUILDING CODE® 431

I I

WOOD

CONNECTION

laps over partitions 230S.10.4.1, Table 230S.1O.4.1)

to parallel rafters 230S.10.4.1, Table 230S.1O.4.1)

TABLE 2304.9.1-continued FASTENING SCHEDULE

FASTENINGa,m

3 - 16d common (3 1/t x 0.162") minimum, Table 230S.1O.4.1 4 - 3" X 0.131" nails 4 - 3" 14

3 - Sd common (2 1/ 2" x 0.131") 3 - 3" X 0.131" nails 3 - 3" 14 gage staples

2 - Sd common (2 1/ 2" x 0.131") 2 - 3" X 0.131" nails

~ ________________________________________ ~3~-~3'_'~14~gage~~ap2le=s~ __ ~

face nail

toenail

face nail

I ~~_-,-_~~~~~~,:,:to,-,e:a~c,-,h-,:b,,::e~ar-=,in~g; __________ ~ 3 - Sd common (2 1/t x 0.131")

3 - Sd common (2 1/t x 0.131")

16d common (3 1/t x 0.162") 3" x 0.131" nails 3" 14 gage staples

face nail

24" O.c. 16" O.c. 16" O.c.

I I

20d common (4" X 0.192") 32" O.c. 3" x 0.1:31" nail at 24" O.c. 3" 14 gage staple at 24" O.c.

2 - 20d common (4" x 0.192")

face nail at top and bottom staggered on opposite sides

3 - 3" X 0.131" nails face nail at ends and at each splice f _____________________________________________ +-=3::..--_3:::-'_' ~14~gage stapl~ _______________ +-------------------------__i

~------------------------------------+

rafter

to 2-by ridge beam

joist

16d common (3 1/t x 0.162")

3 - lOd common (3" x 0.14S") 4 - 3" X 0.131" nails 4 - 3" 14

3 - 1 Od common (3" x 0.14S") 4 - 3" X 0.131" nails 4 - 3" 14 gage staples

2 - 16d common (3 1ft x 0.162") 3 -3" x 0.131" nails 3 - 3" 14 age staples

2 - 16d common (3 1ft x 0.162") 3 - 3" X 0.131" nails 3 - 3" 14 gage staples

2-16d common (3 1ft x 0.162") 3 - 3" X 0.131" nails 3 -

3 - 16d common (3 1ft x 0.162") 4 - 3" X 0.131" nails

at each bearing

face nail

toenail

face nail

toenail

face nail

face nail L-________________________________________ -14 -X 14 gag,_e_s_ta-'-p_le_s ________________ -" ___________________ _

(continued)

432 2006 INTERNATIONAL BUILDING CODE®

TABLE 2304.9.1-continued FASTENING SCHEDULE

WOOD

-------------------,----------------------,

CONNECTION FASTENINGa,m L--------------------------------c---------------------------+------=..:::.:..:.:..:.:::.:..:...-------1

structural panels and particleboardb

roof and wall sheathing (to framing)

3 - 16d common (3 11t x 0.162") 4 - 3" x 0.131" nails 4 - 3" 14

lit and less

7/t to 1"

6de,1

2 3/g" X 0.113" naipl 1 3// 16 gag eO 8dd or 6de

2 3/ 8" X 0.113" nailP 2" 16 gageP 8de

Floor (combination subfloor-underlayment 1 lis" to ] 1// lOdd or 8dd

6de 31/ and less 718" to 1" 8de

10dd or 8de

face nail

1 lis" to 1 II " -----------+----------------------1

siding (to framing) II{ or less 6d f

~_---------------------------------------r5~/~8/-' ----~-------------------~-------------------------_4 bpT'h()~rrl sheathing g No. 11 gage roofing nailh

6d common nail (2" x 0.113") No. 16 gage staplei

No. 11 gage roofing nail h

8d common nail (211{ x 0.131") No. 16 gage staplei

1------------------------------------+-----------------------1--------------------1

paneling

For SI: 1 inch = 25.4 mm. a, Common or box nails are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intermediate supports except 6 inches at 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.

c. Common or deformed shank (6d - 2:' x 0.113"; 8d - 21lt x 0.131"; 10d - 3" x 0.148"). I d, Common (6d - 2" x 0.113"; 3d - 21/ 2" x 0.131"; lOd - 3" x 0.148"). e, Deformed shank (6d - 2:' x 0.113"; 8d - 21/ 2" x 0.131"; 10d - 3" x 0.148"). f. Corrosion-resistant siding (6d - 17/t x 0.106"; 8d - 23/t x 0.128") or casing (6d - 2:' x 0.099"; 8d - 211t x 0.113") nail. g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports, when used as structural sheathing. Spacing shall be 6 inches

on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. h. Corrosion-resistant roofing nails with 7/ w inch-diameter head and 11/2-inch length for 1/2-inch sheathing and 1 3/,-inch length for 25/32-inch sheathing. i, Corrosion-resistant staples with nominal 7/ 16-inch crown and 1 lis-inch length for 1/2-inch sheathing and 11/2-inch length for 25/32-inch sheathing. Panel supports at

16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked).

j. Casing (lIlt x 0.080") or finish (l1/2" x o.on") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. • k, Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports.

1. For roof sheathing applications, 8d nails (211t x 0.113") are the minimum required for wood structnral panels. I m.Staples shall have a minimum crown width Oe/ 16 inch. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wall sheathing and 3 inches on center at edges, 6 inches at interme-

diate supports for roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.

2006 INTERNATIONAL BUILDING CODE® 433

WOOD

2304.10.4 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 fastened to the wall either above or below the floor and arranged such that the molding will not obstruct the expansion or contrac- tion movements of the floor. Corbeling of masonry walls under floors is permitted in place of such molding.

2304.10.5 Roof decks. Where supported by a wall, roof decks shall be anchored to walls to resist uplift forces deter- mined in accordance with Chapter 16. Such anchors shall consist of steel or iron bolts of sufficient strength to resist vertical uplift of the roof.

2304.11 Protection against decay and termites.

434

2304.11.1 General. Where required by this section, protec- tion from decay and termites shall be provided by the use of naturally durable or preservative-treated wood.

2304.11.2 Wood used above ground. Wood used above ground in the locations specified in Sections 2304.1 I .2.1 through 2304.11.2.7,2304.11.3 and 2304.1 1.5 shall be nat- urally durable wood or preservative-treated wood using water-borne preservatives, in accordance with AWPA U1 (Commodity Specifications A or F) for above-ground use.

2304.11.2.1 Joists, girders and subfloor. Where wood joists or the bottom of a wood structural floor without joists are closer than 18 inches (457 mm), or wood gird- ers 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, the floor assembly (including posts, girders, joists and subfloor) shall be of naturally durable or preservative-treated wood.

2304.11.2.2 Wood supported by exterior foundation walls. Wood framing members, including wood sheath- ing, that rest on exterior foundation walls and are less than 8 inches (203 mm) from exposed earth shall be of naturally durable or preservative-treated wood.

2304.11.2.3 Exterior walls below grade. Wood fram- ing members and furring strips attached directly to the interior of exterior masonry or concrete walls below grade shall be of approved naturally durable or preserva- tive-treated wood.

2304.11.2.4 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.

2304.11.2.5 Girder ends. The ends of wood girders entering exterior masonry or concrete walls shall be pro- vided with a 1/2-inch (12.7 mm) air space on top, sides and end, unless naturally durable or preservative-treated wood is used.

2304.11.2.6 Wood siding. Clearance between wood sid- ing and earth on the exterior of a building shall not be less than 6 inches (152 mm) except where siding, sheathing

and wall framing are of naturally durable or preserva- tive-treated wood.

2304.11.2.7 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.

Exceptions:

l. Posts or columns that are either exposed to the weather or located in basements or cellars, sup- ported by concrete piers or metal pedestals pro- jected at least 1 inch (25 mm) above the slab or deck and 6 inches (152 mm) above exposed earth, and are separated therefrom by an imper- vious moisture barrier.

2. Posts or columns in enclosed crawl spaces or unexcavated areas located within the periphery of the building, supported by a concrete pier or metal pedestal at a height greater than 8 inches (203 mm) from exposed ground, and are separated therefrom by an impervious moisture barrier.

2304.11.3 Laminated timbers. The portions of glued-lam- inated timbers that form the structural supports of a building or other structure and are exposed to weather and not fully I protected from moisture by a roof, eave or similar covering shall be pressure treated with preservative or be manufac- tured from naturally durable or preservative-treated wood.

2304.11.4 Wood in contact with the ground or fresh water. Wood used in contact with the ground (exposed earth) in the locations specified in Sections 2304. 11.4.1 and 2304.11.4.2 shall be naturally durable (species for both decay and termite resistance) or preservative treated using water-borne preser- vatives in accordance with AWPA UI (Commodity Specifi- cations A or F) 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.

2304.11.4.1 Posts or columns. Posts and columns sup- porting permanent structures that are embedded in con- crete that is in direct contact with the earth, embedded in I concrete that is exposed to the weather or in direct con- tact with the earth shall be of preservative-treated wood.

2304.11.4.2 Wood structural members. Wood struc- tural members that support moisture-permeable floors or roofs that are exposed to the weather, such as concrete or masonry slabs, shall be of naturally durable or preserva- tive-treated wood unless separated from such floors or roofs by an impervious moisture barrier.

2304.11.5 Supporting member for permanent appurte- nances. 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 pro- tection from a roof, eave, overhang or other covering to pre-

2006 INTERNATIONAL BUILDING COD~

•

vent moisture or water accumulation on the surface or at joints between members.

Exception: When a building is located in a geographical region where experience has demonstrated that climatic conditions preclude the need to use durable materials where the structure is exposed to the weather.

2304.11.6 Termite protection. In geographical areas where hazard of termite damage is known to be very heavy, wood floor framing 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 methods of termite protection.

2304.11.7 Wood used in retaining walls and cribs. Wood installed in retaining or crib walls shall be preservative treated in accordance with AWPA Ul (Commodity Specifi- cations A or F) for soil and fresh water use.

2304.11.8 Attic ventilation. For attic ventilation, see Sec- tion 1203.2.

2304.11.9 Under-floor ventilation (crawl space). For under-floor ventilation (crawl space), see Section 1203.3.

2304.12 Long-term loading. Wood members supporting con- crete, masonry or similar materials shall be checked for the effects of long-term loading using the 'provisions of the AF&PA NDS. The total deflection, including the effects of long-term loading, shall be limited in accordance with Section 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 (l02 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 shear walls and dia- phragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with the provisions of

I this section. Alternatively, compliance with the AF&PA SDPWS shall be permitted subject to the limitations therein and the limitations of this code.

2305.1.1 Shear resistance based on principles of me chan- ics. Shear resistance of diaphragms and shear walls are per- mitted to be calculated by principles of mechanics using values of fastener strength and sheathing shear resistance.

2305.1.2 Framing. Boundary elements shall be provided to transmit tension and compression forces. Perimeter mem- bers at openings shall be provided and shall be detailed to distribute the shearing stresses. Diaphragm and shear wall sheathing shall not be used to splice boundary elements. Diaphragm chords and collectors shall be placed in, or tan- gent to, the plane of the diaphragm framing unless it can be demonstrated that the moments, shears and deformations, considering eccentricities resulting from other configura- tions can be tolerated without exceeding the adjusted resis- tance and drift limits.

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2305.1.2.1 Framing members. Framing members shall be at least 2 inch (51 mm) nominal width. In general, adjoining panel edges shall bear and be attached to the framing members and butt along their centerlines. Nails shall be placed not less than 3fs inch (9.5 mm) from the panel edge, not more than 12 inches (305 mm) apart along intermediate supports, and 6 inches (152 mm) along panel edge bearings, and shall be firmly driven into the framing members.

2305.1.3 Openings in shear panels. Openings in shear panels that materially affect their strength shall be fully detailed on the plans, and shall have their edges adequately reinforced to transfer all shearing stresses.

2305.1.4 Shear panel connections. Positive connections and anchorages capable of resisting the design forces shall be provided between the shear panel and the attached com- ponents. In Seismic Design Category D, E or F, the capacity I of toenail connections shall not be used when calculating lateral load resistance to transfer lateral earthquake forces in excess of 150 pounds per foot (2189 Nlm) from diaphragms to shear walls, drag struts (collectors) or other elements, or from shear walls to other elements.

2305.1.5 Wood members resisting horizontal seismic forces contributed by masonry and concrete walls. Wood II shear walls, diaphragms, horizontal trusses and other mem- bers shall not be used to resist horizontal seismic forces con- tributed by masonry or concrete walls in structures over one II story in height.

Exceptions:

1. Wood floor and roof members are permitted to be used in horizontal trusses and diaphragms to resist horizontal seismic forces contributed by masonry or concrete walls, provided such forces do not I result in torsional force distribution through the truss or diaphragm.

2. Wood structural panel sheathed shear walls are permitted to be used to provide resistance to seis- mic forces contributed by masonry or concrete walls in two-story structures of masonry or con- I crete walls, provided the following requirements are met:

2.1. Story-to-story wall heights shall not exceed 12 feet (3658 mm).

2.2. Diaphragms shall not be designed to trans- mit lateral forces by rotation and shall not cantilever past the outermost supporting shear wall.

2.3. Combined deflections of diaphragms and shear walls shall not permit story drift of supported masonry or concrete walls to exceed the limit of Section 12.12.1 in III ASCE 7.

2.4. Wood structural panel sheathing in dia- phragms shall have unsupported edges blocked. Wood structural panel sheathing for both stories of shear walls shall have

435

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unsupported edges blocked and, for the lower story, shall have a minimum thick- ness of 15/32 inch (1l.9 mm).

2.S. There shall be no out-of-plane horizontal offsets between the first and second stories of wood structural panel shear walls.

2305.1.6 Wood members resisting seismic forces from nonstructural concrete or masonry. Wood members shall be permitted to resist horizontal seismic forces from nonstructural concrete, masonry veneer or concrete floors.

2305.2 Design of wood diaphragms.

2305.2.1 General. Wood diaphragms are permitted to be used to resist horizontal forces provided the deflection in the plane of the diaphragm, as determined by calculations, tests or analogies drawn therefrom, does not exceed the permissible deflection of attached distributing or resisting elements. Connections shall extend into the diaphragm a sufficient distance to develop the force transferred into the diaphragm.

2305.2.2 Deflection. Permissible deflection shall be that deflection up to which the diaphragm and any attached dis- tributing or resisting element will maintain its structural integrity under design load conditions, such that the resist- ing element will continue to support design loads without danger to occupants of the structure. Calculations for dia- phragm deflection shall account for the usual bending and shear components as well as any other factors, such as nail deformation, which will contribute to deflection.

The deflection (Ll) of a blocked wood structural panel diaphragm uniformly nailed throughout is permitted to be calculated by using the following equation. If not uniformly nailed, the constant 0.188 (For SI: 1/1627) in the third term must be modified accordingly.

SvL3 vL 2:(Ll X) Ll = +-+0.188Le n + c (Equation 23-1)

8EAb 4Gt 2b

For SI: Ll = 0.OS2vL 3

+ vL + L~ + 2:(Ll

where:

436

EAb 4Gt 1627 2b

= Area of chord cross section, in square inches (mm2).

= Diaphragm width, in feet (mm). = Elastic modulus of chords, in pounds per square

inch (N/mm2).

= Nailor staple deformation, in inches (mm) [see Table 230S.2.2(1)].

= Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 230S.2.2(2)].

= Diaphragm length, in feet (mm). = Maximum shear due to design loads in the direc-

tion under consideration, in pounds per linear foot (plf) (N/mm).

Ll = The calculated deflection, in inches (mm).

2:( LlcX) = Sum of individual chord-splice slip values on both sides of the diaphragm, each multiplied by its distance to the nearest support.

TABLE 2305.2.2(1) en VALUES (inches) FOR USE IN CALCULATING DIAPHRAGM

DEFLECTION DUE TO FASTENER SLIP (Structurall)"·d

LOAD PER FASTENER DESIGNATIONSb I FASTENERcr---~-------'----'------------------1

(pounds) 6d 8d 10d 14-Ga staple x 2 inches IOn~gl

60 0.01 0.00 0.00 0.011 ~'------~----~------r---~-

I 0.01 0.018 80 0.02 0.01

0.01 0.028 100 0.03 0.01

120 0.04 0.02 0.01 0.04

140 0.06 0.03 0.02 0.053

160 0.10 0.04 0.02 0.068 ---- ----

180 0.05 0.03

200 0.07 0.47

220 0.09 0.06

240 0.07

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. Nail values apply to common wire nails or staples identified. c. Load per fastener = maximum shear per foot divided by the number of fas-

teners per foot at interior panel edges. d. Decrease en values 50 percent for seasoned lumber (moisture content < 19

percent). .

2305.2.3 Diaphragm aspect ratios. Size and shape of dia- phragms shall be limited as set forth in Table 230S.2.3.

TABLE 2305.2.3 MAXIMUM DIAPHRAGM DIMENSION RATIOS

HORIZONTAL AND SLOPED DIAPHRAGM -------,

MAXIMUM LENGTH - TYPE WIDTH RATIO

4:1

2305.2.4 Construction. Wood diaphragms shall be con- structed of wood structural panels manufactured with exte- rior glue and not less than 4 feet by 8 feet (1219 mm by 2438 mm), except at boundaries and changes in framing where minimum sheet dimension shall be 24 inches (610 mm) unless all edges of the undersized sheets are supported by and fastened to framing members or blocking. Wood struc- tural panel thickness for horizontal diaphragms shall not be less than the valves set forth in Tables 2304.7(3), 2304.7(4) and 2304.7(S) for corresponding joist spacing and loads.

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TABLE 2305.2.2(2) VALUES OF Gt FOR USE IN CALCULATING DEFLECTION OF WOOD STRUCTURAL PANEL SHEAR WALLS AND DIAPHRAGMS

VALUES OF Gt (Ib/in. panel depth or width) -_.- --

OTHER STRUCTURAL I ~-

PANEL SPAN 5-ply 5-ply TYPE RATING 3-ply Plywood 4-ply Plywood Plywood" OSS 3-ply Plywood 4-ply Plywood Plywood" OSS

}--------- ------ ------ --

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 --

Sheathing 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 I------ -------- -----------1-------

160.c. 27,000 35,000 40,500 83,500 35,000 45,500 44,500 83,500 ----

200.c. 28,000 36,500 42,000 87,000 36,500 47,500 46,000 87,000 --------

Single Floor 240.c. 30,000 39,000 45,000 93,000 39,000 50,500 49,500 93,000 --

320.c. 36,000 47,000 54,000 110,000 47,000 61,000 59,500 110,000

480.c. 50,500 65,500 76,000 155,000 65,500 85,000 83,500 155,000

OTHER STRUCTURAL I f-----

Thickness A-A, All Other A-A, All Other (in.) A-C Marine Grades A-C Marine Grades

---"----- ___ c_

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 -------------- r---------

5/ 32 38,000 49,500 38,000 49,500 49,500 49,500 - ----f------------------

1/2 38,500 50,000 38,500 50,000 50,000 50,000

Sanded 19

/ 32 49,000 63,500 49,000 63,500 63,500 63,500 - ---------- Plywood 5fs 49,500 64,500 49,500 1---- 64,500 64,500 64,500

23 / 32 50,500 65,500 1--

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 -----

Ills 75,000 97,500 75,000 97,500 97,500 97,500

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.

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2305.2.4.1 Seismic Design Category F. Structures assigned to Seismic Design Category F shall conform to the additional requirements of this section.

Wood structural panel sheathing used for diaphragms and shear walls that are part of the seismic-force-resist- ing system shall be applied directly to the framing mem- bers.

Exception: Wood structural panel sheathing in a dia- phragm is permitted to be fastened over solid lumber planking or laminated decking, provided the panel joints and lumber planking or laminated decking joints do not coincide.

2305.2.5 Rigid diaphragms. Design of structures with rigid diaphragms shall conform to the structure configura- tion requirements of Section 12.3.2 of ASCE 7 and the hori- zontal shear distribution requirements of Section 12.8.4 of ASCE 7.

Open-front structures with rigid wood diaphragms reslilt- ing in torsional force distribution are permitted, provided the length, I, of the diaphragm normal to the open side does not exceed 2S feet (7620 mm), the diaphragm sheathing conforms to Section 230S .2.4 and the llw ratio [as shown in Figure 230S.2.S(1)] is less than 1 for one-story structures or 0.67 for structures over one story in height.

Exception: Where calculations show that diaphragm deflections can be tolerated, the length, I, normal to the open end is permitted to be increased to a l/w ratio not greater than 1.S where sheathed in compliance with Sec- tion 2305.2.4 or to 1 where sheathed in compliance with Section 2306.3.4 or 2306.3.S.

Rigid wood diaphragms are permitted to cantilever past the outermost supporting shearwall (or other vertical resist- ing element) a length, l, of not more than 25 feet (7620 mm) or two-thirds of the diaphragm width, w, whichever is smaller. Figure 230S.2.S(2) illustrates the dimensions of I and W for a cantilevered diaphragm.

Structures with rigid wood diaphragms having a torsional irregularity in accordance with Table 12.3-1, Item 1, of ASCE 7 shall meet the following requirements: the llw ratio

Force ~

.. w

shall not exceed 1 for one-story structures or 0.67 for structures over one story in height, where I is the dimension parallel to the load direction for which the irregularity exists.

Exception: Where calculations demonstrate that the dia- phragm deflections can be tolerated, the width is permit- ted to be increased and the llw ratio is permitted to be increased to 1.S where sheathed in compliance with Sec- tion 2305.2.4 or 1 where sheathed in compliance with Section 2306.3.4 or 2306.3.S.

2305.3 Design of wood shear walls.

2305.3.1 General. Wood shear walls are permitted to resist horizontal forces in vertical distributing or resisting ele- ments, provided the deflection in the plane of the shear wall, as determined by calculations, tests or analogies drawn therefrom, does not exceed the more restrictive of the per- missible deflection of attached distributing or resisting ele- ments or the drift limits of Section 12.12.1 of ASCE 7. Shear I wall sheathing other than wood structural panels shall not be permitted in Seismic Design Category E or F (see Section 1613).

2305.3.2 Deflection. Permissible deflection shall be that deflection up to which the shear wall and any attached dis- tributing or resisting element will maintain its structural integrity under design load conditions, i.e., continue to sup- port design loads without danger to occupants of the struc- ture.

The deflection (Ll) of a blocked wood structuraJ panel shear wall uniformly fastened throughout is permitted to be calculated by the use of the following equation:

8vh 3 vh h Ll=--+ +0.7She +d -

Eab Gt nab

F SI A vh 3 vh hen d h

or : u =--+ +--+ a 3Eab Gt 407.6 b

(Equation 23-2) I where:

A = Area of boundary element cross section in square inches (mm2) (vertical member at shear wall bound- ary).

I Open Front on Building

FIGURE 2305.2.5(1) DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF OPEN·FRONT BUILDING

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b = Wall width, in feet (mm). d" = 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 mem- ber at shear wall boundary), in pounds per square inch (N/mm2).

en = Nailor staple deformation, in inches (mm) [see Table 2305.2.2(1)].

Gt = Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2.2(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). 2305.3.3 Construction. Wood shear walls shall be con- structed of wood structural panels manufactured with exte- rior glue and not less than 4 feet by 8 feet (1219 mm by 2438 mm), except at boundaries and at changes in framing. All edges of all panels shall be supported by and fastened to framing members or blocking. Wood structural panel thick- ness for shear walls shall not be less than set forth in Table 2304.6.1 for conesponding framing spacing and loads, except that 1/4 inch (6.4 mm) is permitted to be used where perpendicular loads permit.

2305.3.4 Shear wall aspect ratios. Size and shape of shear walls, perforated shear wall segments within perforated shear walls and wall piers within shear walls that are designed for force transfer around openings shall be limited as set forth in Table 2305.3.4. The height, h, and the width, w, shall be determined in accordance with Sections 2305.3.5 through 2305.3.5.2 and 2305.3.6 through 2305.3.6.2, respectively.

Force ~

ollIE

WOOD

TABLE 2305.3.4 MAXIMUM SHEAR WALL DIMENSION RATIOS I

--------- -----~ MAXIMUM HEIGHT-

TYPE r----.--------.----+

WIDTH RC-'Ac:cTIcc.0 ___ _

Wood structural panels or For other than seismic: 31/ 2: 1 particleboars!, naile_d_e_d"",g'--.e_s _+-. __ .... F .. _o_r_ .. ___ 2_: I_a _"_--I

Diagonal sheathing, single

Fiberboard

2:1 ---_ .. _--------1

Gypsum board, gypsum lath, cement

a. For design to resist seismic forces, shear wall height-width ratios greater than 2: I, but not exceeding 31/ 2 : I, are permitted provided the allowable shear values in Table 2306.4.1 are multiplied by 2wlh.

b. Ratio shown is for unblocked construction. Height-to-width ratio is permit- I ted to be 2: I where the wall is installed as blocked construction in accor- dance with Section 2306.4.5.1.2.

2305.3.5 Shear wall height definition. The height of a shear wall, h, shall be defined as: I

1. The maximum clear height from the top of the foun- dation to the bottom of the diaphragm framing above; or

2. The maximum clear height from the top of the dia- phragm to the bottom of the diaphragm framing above [see Figure 230S.3.5(a)].

2305.3.5.1 Perforated shear wall segment height defi- nition. The height of a perforated shear wall segment, h, shall be defined as specified in Section 2305.3.5 for shear walls.

2305.3.5.2 Force transfer shear wall pier height defi- nition. The height, h, of a wall pier in a shear wall with openings designed for force transfer around openings shall be defined as the clear height of the pier at the side of an opening [see Figure 2305.3.5(b)].

2305.3.6 Shear wall width definition. The width of a shear wall, w, shall be defined as the sheathed dimension of the I shear wall in the direction of application of force [see Figure 2305.3.5(a)].

/ I

~l'

Cantilevered Diaphragm

FIGURE 2305.2.5(2) DIAPHRAGM LENGTH AND WIDTH FOR PLAN VIEW OF CANTILEVERED DIAPHRAGM

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2305.3.6.1 Perforated shear wall segment width defi- nition. The width of a perforated shear wall segment, w, shall be defined as the width of full-height sheathing adjacent to openings in the perforated shear wall [see Figure 230S.3.S(a»).

2305.3.6.2 Force transfer shear wall pier width defi- nition. The width, w, of a wall pier in a shear wall with openings designed for force transfer around openings shall be defined as the sheathed width of the pier at the side of an opening [see Figure 230S.3.S(b)].

2305.3.7 Overturning restraint. Where the dead load sta- bilizing moment in accordance with Chapter 16 allowable stress design load combinations is not sufficient to prevent uplift due to overturning moments on the wall, an anchoring device shall be provided. Anchoring devices shall maintain a continuous load path to the foundation.

2305.3.8 Shear walls with openings. The provisions of this section shall apply to the design of shear walls with open- ings. Where framing and connections around the openings are designed for force transfer around the openings, the pro- visions of Section 230S.3.8.1 shall apply. Where framing and connections around the openings are not designed for force transfer around the openings, the provisions of Sec- tion 230S.3.8.2 shall apply.

2305.3.8.1 Force transfer around openings. Where shear walls with openings are designed for force transfer around the openings, the limitations of Table 230S.3.4 shall apply to the overall shear wall, including openings, and to each wall pier at the side of an opening. Design for

force transfer shall be based on a rational analysis. Detailing of boundary elements around the opening shall be provided in accordance with the provisions of this sec- tion[see Figure 230S.3.S(b)].

2305.3.8.2 Perforated shear walls. The provisions of Section 2305.3.8.2 shall be permitted to be used for the design of perforated shear walls. For the determination I of the height and width of perforated shear wall seg- ments, see Sections 230S.3.S.1 and 230S.3.6.1, respec- tively.

2305.3.8.2.1 Limitations. The following limitations shall apply to the use of Section 230S.3.8.2:

1. A perforated shear wall segment shall be located at each end of a perforated shear wall. Openings shall be permitted to occur beyond the ends of the perforated shear wall, provided the width of such openings is not be included in the width of the perforated shear wall.

2. The allowable shear set forth in Table 2306.4.1 shall not exceed 490 plf (71S0 N/m).

3. Where out-of-plane offsets occur, portions of the wall on each side of the offset shall be con- sidered as separate perforated shear walls.

4. Collectors for shear transfer shall be provided through the full length of the perforated shear wall.

S. A perforated shear wall shall have uniform top of wall and bottom of wall elevations. Perfo-

BOTIOMOF ROOF DIAPHRAGM FRAMING

1 ~~~~~~~~~~ARY -jl;;;=~~ ____ .....".,.-,-,....,.j I

440

FLOOR DIAPHRAGM

BOTIOMOF DIAPHRAGM FRAMING

FLOOR DIAPHRAGM

BOTIOM OF DIAPHRAGM FRAMING

WIDTHOf , ,SHFA1HI~G. CLEAR

HEIGHT

~ WINDOW I WIOTHOf '

S~~T~IN'1' CLEAR HEIGHT

. ,

~ .. , ... , ...

:: r~~I~H~k:': MAXIMUM L~==t::':·~·::-··'"':..·"'".:..·~..:..1· -I ~~TiT

FORCE TRANSFER AROUND OPENING. TYPICAL

WALL WALL'. ~~~HT '. P,lEq .'.

WALL PIER CLEAR

HEIGHT

~ ~

WALL PIER HEIGHT

WALL PIER WIDTH

FOUNDATION

(a) HEIGHT·TO·WIDTH RATIO FOR SHEAR WALLS AND PERFORATED SHEAR WALLS

FIGURE 2305.3.5

I.. OVERALL WIDTH--------! (b) HEIGHT·TO·WIDTH RATIO WITH DESIGN

FOR FORCE TRANSFER AROUND OPENINGS

GENERAL DEFINITION OF SHEAR WALL HEIGHT, WIDTH AND HEIGHT-TO-WIDTH RATIO

2006 INTERNATIONAL BUILDING CODE®

..... -_._-------------------------------_ .... -

rated shear walls not having uniform elevations shall be designed by other methods.

6. Perforated shear wall height, h, shall not exceed 20 feet (6096 mm).

2305.3.8.2.2 Perforated shear wall resistance. The resistance of a perforated shear wall shall be calcu- lated in accordance with the following:

l. The percentage of full-height sheathing shall be calculated as the sum of the widths of pelforated shear wall segments divided by the total width of the pelforated shear wall, including openings.

2. The maximum opening height shall be taken as the maximum opening clear height. Where areas above and below an opening remain unsheathed, the height of the opening shall be defined as the height of the wall.

3. The unadjusted shear resistance shall be the allowable shear set forth in Table 2306.4.1 for height-to-width ratios of perforated shear wall segments that do not exceed 2: 1 for seismic forces and 31/ 2 : 1 for other than seismic forces. For seismic forces, where the height-to-width ratio of any perforated shear wall segment used in the calculation of the sum of the widths of perforated shear wall segments, L L;, is greater than 2:1 but does not exceed 31/ 2:1, the unad- justed shear resistance shall be multiplied by 2 wlh.

4. The adjusted shear resistance shall be calcu- lated by multiplying the unadjusted shear resis- tance by the shear resistance adjustment factors

WOOD

of Table 2305.3.8.2. For intermediate percent- ages of full-height sheathing, the values in Table 2305.3.8.2 are permitted to be interpo- lated.

5. The pelforated shear wall resistance shall be equal to the adjusted shear resistance times the sum of the widths of the perforated shear wall segments.

2305.3.8.2.3 Anchorage and load path. Design of perforated shear wall anchorage and load path shall conform to the requirements of Sections 2305.3.8.2.4 th:ou~h 2305.3.8.2.8, or shall be calculated using pnnclples of mechanics. Except as modified by these sections, wall framing, sheathing, sheathing attach- ment and fastener schedules shall conform to the requirements of Section 2305.2.4 and Table 2306.4.1.

2305.3.8.2.4 Uplift anchorage at perforated shear wall ends. Anchorage for uplift forces due to over- turning shall be provided at each end of the perforated shear wall. The uplift anchorage shall conform to the requirements of Section 2305.3.7, except that for each story the minimum tension chord uplift force, T, shall be calculated in accordance with the following:

T==~ CaLL!

(Equation 23·3)

where:

T = Tension chord uplift force, pounds (N). V = Shear force in perforated shear wall, pounds

(N).

TABLE 2305.3.8.2 SHEA R R ESISTANCE ADJUSTMENT FACTOR, Co

c------- MAXIMUM OPENING HEIGHT" WALL HEIGHT, H H/3 H/2 2H/3 5H/6 H

r------ 8' wall 2'-8" 4'-0" 5'_4' 6'-8" 8'-0"

10' wall 3'-4" 5'-0" 6'-8" 8'-4' 10'-0"

-.!'ercentage of full-height sheathingb Shear resistance adjustment factor

10% 1.00 0.69 0.53 0.43 0.36 ------ ._----

20% 1.00 0.71 0.56 0.45 0.38 - ----- ---- - ----

30% LOa 0.74 0.59 0.49 0.42 - .-

40% 1.00 0.77 0.63 0.53 0.45 --4-- -

50% 1.00 0.80 0.67 0.57 0.50 ---------' 60% 1.00 0.83 0.71 0.63 0.56

70% 1.00 0.87 0.77 0.69 0.63 ~---- -

80% 1.00 0.91 0.83 0.77 0.71 -------. --

r----------- 90% 1.00 0.95 0.91 0.87 0.83 --------------' f----- 100% 1.00 l.00 1.00 1.00 1.00

---" -

For SL 1 Inch = 25.4 mm, 1 foot = 304.8 mm. a. See Section 2305.3.8.2.2, Item 2. b. See Section 2305.3.8.2.2, Item 1.

2006 INTERNATIONAL BUILDING CODE® 441

WOOD

h = Perforated shear wall height, feet (mm). Co = Shear resistance adjustment factor from Table

2305.3.8.2.

'LL; = Sum of widths of perforated shear wall seg- ments, feet (mm).

2305.3.8.2.5 Anchorage for in-plane shear. The unit shear force, v, transmitted into the top of a perforated shear wall, out of the base of the perforated shear wall at full height sheathing and into collectors connecting shear wall segments shall be calculated in accordance with the following:

v V=---

CoLLi (Equation 23-4)

where:

v = Unit shear force, pounds per lineal feet (N/m).

v = Shear force in perforated shear wall, pounds (N).

Co = Shear resistance adjustment factor from Table 2305.3.8.2.

'L L; = Sum of widths of perforated shear wall seg- ments, feet (mm).

2305.3.8.2.6 Uplift anchorage between perforated shear wall ends. In addition to the requirements of Section 2305.3.8.2.4, perforated shear wall bottom plates at full-height sheathing shall be anchored for a uniform uplift force, t, equal to the unit shear force, v, determined in Section 2305.3.8.2.5.

2305.3.8.2.7 Compression chords. Each end of each perforated shear wall segment shall be designed for a compression chord force, C, equal to the tension chord uplift force, T, calculated in Section 2305.3.8.2.4.

2305.3.8.2.8 Load path. Load path. A load path to the foundation shall be provided for each uplift force, T and t, for each shear force, V and v, and for each compression chord force, C. Elements resisting shear wall forces contributed by multiple stories shall be designed for the sum of forces contributed by each

. story.

2305.3.8.2.9 Deflection of shear walls with open- ings. The controlling deflection of a blocked shear wall with openings uniformly fastened throughout shall be taken as the maximum individual deflection of the shear wall segments calculated in accordance with Section 2305.3.2, divided by the appropriate shear resistance adjustment factors of Table 2305.3.8.2.

2305.3.9 Summing shear capacities. The shear values for shear panels of different capacities applied to the same side of the wall are not cumulative except as allowed in Table 2306.4.1.

The shear values for material of the same type and capacity applied to both faces of the same wall are cumula- tive. Where the material capacities are not equal, the allow-

442

able shear shall be either two times the smaller shear capacity or the capacity of the stronger side, whichever is greater.

Summing shear capacities of dissimilar materials applied to opposite faces or to the same wall line is not allowed.

Exception: For wind design, the allowable shear capac- ity of shear wall segments sheathed with a combination of wood structural panels and gypsum wallboard on opposite faces, fiberboard structural sheathing and gyp- sum wallboard on opposite faces or hardboard panel siding and gypsum wallboard on opposite faces shall equal the sum of the sheathing capacities of each face separately.

2305.3.10 Adhesives. Adhesive attachment of shear wall sheathing is not permitted as a substitute for mechanical fasteners, and shall not be used in shear wall strength cal- culations alone, or in combination with mechanical fasten- ers in Seismic Design Category D, E or F.

2305.3.11 Sill plate size and anchorage in Seismic Design Category D, E or F. Anchor bolts for shear walls shall include steel plate washers, a minimum of 0.229 inch by 3 inches by 3 inches (5.82 mm by 76 mm by 76 mm) in size, between the sill plate and nut. The hole in the plate washer is permitted 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 stan- dard cut washer is placed between the plate washer and the nut. Sill plates resisting a design load greater than 490 plf (7154 N/m) using load and resistance factor design or 350 plf (5110 N/m) using allowable stress design shall not be less than a 3-inch (76 mm) nominal member. Where a single 3- inch (76 mm) nominal sill plate is used, 2- 20d box end nails shall be substituted for 2-16d common end nails found in line 8 of Table 2304.9.1.

Exception: In shear walls where the design load is greater than 490 plf (7151 N/m) but less than 840 plf (12 264 N/m) using load and resistance factor design or greater than 350 plf (5110 N/m) but less than 600 pIf (8760 N/m) using allowable stress design, the sill plate is permitted to be a 2-inch (51 mm) nominal member if the sill plate is anchored by two times the number of bolts required by design and 0.229-inch by 3-inch by 3-inch (5.82 mm by 76 mm by 76 mm) plate washers are used.

SECTION 2306 ALLOWABLE STRESS DESIGN

2306.1 Allowable stress design. The structural analysis and construction of wood elements in structures using allowable stress design shall be in accordance with the following applica~ ble standards:

American Forest & Paper Association.

NDS National Design Specification for Wood Construction

American Institute of Timber Construction.

AITC 104 Typical Construction Details

2006 INTERNATIONAL BUILDING CODE@

AITC 110 Standard Appearance Grades for Structural Glued Laminated Timber

AITC 113 Standard for Dimensions of Structural Glued Laminated Timber

AITC 117 Standard Specifications for Structural GIued Laminated Timber of Softwood Species

AITC 119 Structural Standard Specifications for Glued Laminated Timber of Hardwood Species

AITC A190.l Structural Glued Laminated Timber

AITC 200 Inspection Manual

.. American Society of Agricultural Engineers.

ASAEEP484.2 Diaphragm Design of Metal-Clad, Post-Frame Rectangular Buildings

ASAE EP 486.l Shallow Post Foundation Design

ASAE 559 Design Requirements and Bending Properties for Mechanically Laminated Columns

APA-The Engineered Wood Association.

I 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 GIulam Connection Details

EWS S560 Field Notching and Drilling of Glued Lami- nated 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 Handling of GIulam Beams

Truss Plate Institute, Inc.

TPII National Design Standard for Metal Plate Connected Wood Truss Construction

2306.1.1 Joists and rafters. The design of rafter spans is permitted to be in accordance with the AF &PA Span Tables for Joists and Rafters.

2306.1.2 Plank and beam flooring. The design of plank and beam flooring is permitted to be in accordance with the AF&PA Wood Construction Data No.4.

2306.1.3 Treated wood stress adjustments. The allowable unit stresses for preservative-treated wood need no adjust- ment for treatment, but are subject to other adjustments.

The allowable unit stresses for fire-retardant-treated wood, including fastener values, shall be developed from an

2006 INTERNATIONAL BUILDING CODE@

WOOD

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 oflumber decking I arranged according to the patterns described in Section 2304.8.2 shall be the lesser of the capacities determined for flexure arid deflection according to the formulas in Table 2306.1.4.

TABLE 2306.1.4 ALLOWABLE LOADS FOR LUMBER DECKING

ALLOWABLE AREA LOADa,b

PATTERN Flexure Deflection --

8F'd 2 384~E' d 3

Simple span a =_10_ at> = b z2 6 12

8F' d 2 185~E' d 3 Two-span continuous a =-"- at> = " [2 6 12

Combination simple- and 8F' d 2 131~E' d 3 a __ lo_ a =----

two-span continuous b - [2 6 t> 14 12

-------_."

Cantilevered pieces 20F' d 2 105~E' d 3 a = __ b ~ at> =

intermixed b 3[2 6 12

Controlled random layup .. _-

Mechanically laminated 20F'd 2 100~E' d 3 a = __ 10_ a -----

decking b 312 6 t> - [4 12

20F'd 2 100~E' d 3 2-inch decking a =--"- a -----

b 3[2 6 t> - [4 12

20F' d 2 116~E' d 3 3-inch and 4-inch decking a = _--.!L_ at> =

b 3[2 6 12

For SI: 1 inch = 25.4 mm. a. a b = Allowable total uniform load limited by bending.

a ~ = Allowable total uniform load limited by deflection. b. d = Actual decking thickness.

I = Span of decking. ~: = Allowable bending stress adjusted by applicable factors. £' = Modulus of elasticity adjusted by applicable factors.

2306.2 Wind provisions for walls.

2306.2.1 Wall stud bending stress increase. The AF&PA NDS fiber stress in bending (Fh ) design values for sawn lumber wood studs resisting out of plane wind loads shall be increased by the factors in Table 2306.2.1, in lieu of the 1.15 repetitive member factor. These increases take into consid- eration the load sharing and composite actions provided by the wood structural panels as defined in Section 2302.1. The increases shall apply where the studs are designed for bend- ing and are spaced no more than 16 inches (406 mm) o.c.,

443

II .. ----------------____________________ ........ ~t

I I

•

WOOD

covered on the inside with a minimum of 1/2-inch (12.7 mm) gypsum board fastened in accordance with Table 2306.4.5 and sheathed on the exterior with a minimum of 3/8- inch (9.5 mm) wood structural panel sheathing. All panel joints shall occur over studs or blocking and shall be attached using a minimum of 8d common nails spaced a maximum of 6 inches o.c. (152 mm) at panel edges and 12 inches o.c. (305 mm) at intermediate framing members.

TABLE 2306.2.1 WALL STUD BENDING STRESS INCREASE FACTORS

STUD SIZE SYSTEM FACTOR

2x4 1.5 2x6 1.35 2x8 1.25 2 x 10 1.2 2 x 12 1.15

2306.3 Wood diaphragms.

2306.3.1 Wood structural panel diaphragms. Wood structural panel diaphragms are permitted to resist horizon- tal forces using the allowable shear capacities set forth in Table 2306.3.1 or 2306.3.2. The allowable shear capacities are permitted to be calculated by principles of mechanics without limitations by using values for fastener strength in the AF&PA NDS, structural design properties for wood structural panels based on DOC PS-l and DOC PS-2 or wood structural panel design properties given in the APA Panel Design Specification (PDS).

2306.3.2 Shear capacities modifications. The allowable shear capacities in Tables 2306.3.1 and 2306.3.2 for hori- zontal wood structural panel diaphragms shall be increased 40 percent for wind design.

2306.3.3 Diagonally sheathed lumber diaphragms. Diagonally sheathed lumber diaphragms shall be nailed in accordance with Table 2306.3.3.

2306.3.4 Single diagonally sheathed lumber dia· phragms. Single diagonally sheathed lumber diaphragms shall be constructed of minimum I-inch (25 mm) thick nominal sheathing boards laid at an angle of approximately 45 degrees (0.78 rad) to the supports. The shear capacity for single diagonally sheathed lumber diaphragms of southern pine or Douglas fir-larch shall not exceed 300 plf (4378 N/m) of width. The shear capacities shall be adjusted by reduction factors of 0.82 for framing members of species with a specific gravity equal to or greater than 0.42 but less

than 0.49 and 0.65 for species with a specific gravity of! than 0.42, as contained in the AF&PA NDS. ess

2306.3.4.1 End joints. End joints in adjacent boards shall be separated by at least one stud or joist space and there shall be at least two boards between joints on the same support.

2306.3.4.2 Single diagonally sheathed lumber dia. phragms. Single diagonally sheathed lumber dia- phragms made up of 2-inch (51 mm) nominal diagonal lumber sheathing fastened with 16d nails shall be designed with the same shear capacities as shear panels using I-inch (25 mm) boards fastened with 8d nails, pro- vided there are not splices in adjacent boards on the same support and the supports are not less than 4 inch (102 mm) nominal depth or 3 inch (76 mm) nominal thick- ness.

2306.3.5 Double diagonally sheathed lumber dia. phragms. Double diagonally sheathed lumber dia- phragms shall be constructed of two layers of diagonal sheathing boards at 90 degrees (1.57 rad) to each other on the same face of the supporting members. Each chord shall be considered as a beam with uniform load per foot equal to 50 percent of the unit shear due to diaphragm action. The load shall be assumed as acting normal to the chord in the plan of the diaphragm in either direction. The span of the chord or portion thereof shall be the distance between framing members of the diaphragm, such as the joists, studs and blocking that serve to transfer the assumed load to the sheathing. The shear capacity of dou- ble diagonally sheathed diaphragms of Southern pine or Douglas fir-larch shall not exceed 600 plf (8756 kN/m) of width. The shear capacity shall be adjusted by reduction factors of 0.82 for framing members of species with aspe- cific gravity equal to or greater than 0.42 but less than 0.49 and 0.65 for species with a specific gravity of less than 0.42, as contained in the AF&PA NDS. Nailing of diagonally sheathed lumber diaphragms shall be in accor- dance with Table 2306.3.3.

2306.3.6 Gypsum board diaphragm ceilings. Gypsum board diaphragm ceilings shall be in accordance with Sec- tion 2508.5.

2306.4 Shear walls. Panel sheathing joints in shear walls shall occur over studs or blocking. Adjacent panel sheathing joints shall occur over and be nailed to common framing members (see Sec- tion 2305.3.1 for limitations on shear wall bracing materials).

TABLE 2306.3.3 DIAGONALLY SHEATHED LUMBER DIAPHRAGM NAILING SCHEDULE

"------"

I NAILING TO INTERMEDIATE AND NAILING AT THE SHEAR

END-BEARING STUDS PANEL BOUNDARIES ----

SHEATHING NOMINAL TYlle, size and nll~of nails per boar~ __ "_

DIMENSION Common nails "Box nails ""_ Common nails _" __ Box nails ___ "" """--" ----------

1x6 2 - 8d 3 - 8d 3 - 8d 5 - 8d -"

1 x 8 3 - 8d 4 - 8d 4 - 8d 6 - 8d

2x6 2 - 16d 3 - 16d 3 - 16d 5 - 16d

2x8 3 - 16d 4 - 16d 4 - 16d 6 - 16d

444 2006 INTERNATIONAL BUILDING CODE@

MINIMUM Z NOMINAL WIDTH I (Cases 3, 4), and at ail panel edge~ (Cases 5, 6)b Fasteners spaced 6" max. at supported edgesb »

I OF FRAMING

II MEMBERS AT

COMMON I MINIMUM MINIMUM ADJOINING NAIL SIZE I FASTENER NOMINAL' PANEL

OR STAPLE' PENETRATION PANEL I EDGES AND (Cases 1, 2, 3 and 4)° I Case 1 \ All other LENGTH IN FRAMING THICKNESS I BOUNDARlES9 I

I i I (No unblocked edges or configurations

PANEL GRADE AND GAGE I (inches) (inch) I (inches) 6 6 4 3 i continuous joints parallel to load) i (Cases 2, 3, 4, 5 and 6) 0

I I I I I

I I 0 2 185 250 375 I 420 165 125 m® II 6de (2" X 11/4 0.113") 3 210 280 I 420 475 185 140

5/ 16

11/2 16 2 155 205 310 350 135 105

Gage 3 175 230 345 390 155 115

II 8d (211t x I 2 270 360 530 600 240 180

1318 0.131) 3 300 400 600 675 265 200 Structural I 3fs Grades 11/2 16 2 175 235 350 400 155 115

Gage 3 200 175 130

II 10d d (3" x I 2 320 285 215 11/2

0.148") 3 360 480 720 820 320 240 15/32

11/2 16 2 175 235 350 400 155 120

Gage 3 200 175 130

II 6d e (2" x I 2 170 150 110

0.113) I

3 190 250 380 430 170 125 5/ 16

Sheathing, 11/2 16 I 2 140 185 275 315 125 90 single floor

and other Gage 3 350 140 105 grades II covered in 6de (2" x 2 420 165 125 DOCPS 1 P/4 and PS 2

0.113) 3 210 280 420 475 185 140 3/8

II I 8d (2 1 1t x I 2 240 320 480 545 215 160 1318 I 0.131) 3 270 360 540 610 240 180 ::E

..,. 0 ..,. ( continued) 0 01 0

+:0

~ I

I I

~ I ~ m JJ z l> -I (5 z l> r to c r= !2 z G)

o o o m@

PANEL GRADE

Sheathing, single floor and other grades covered in DOepS 1 and PS 2 (continued)

COMMON , NAIL SIZE

OR STAPLE! LENGTH

AND GAGE

11/2 16 Gage

8d (21/2"X 0.131")

11/2 16 Gage

8d (2 1/tx 0.131")

ilOdd (3" x I 0.148") i

I 11/2 16 Gage

IIOd'(3"X 0.148")

13/4 16 Gage

TABLE 2306.3.1-continued ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH

FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN PINE" FOR WIND OR SEISMIC LOADINGh

BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS

Fastener spacing (inches) at diaphragm boundaries (all MINIMUM cases) at continuous panel edges parallel to load

NOMINAL WIDTH (Cases 3, 4), and at all panel edges (Cases 5, 6)b Fasteners spaced 6" max. at supported edgesb

OF FRAMING

I MEMBERS AT 6 4 2 1/ 2c 2c MINIMUM MINIMUM ADJOINING

FASTENER NOMINAL PANEL Fastener spacing (inches) at other panel edges PENETRATION PANEL EDGES AND (Cases 1, 2, 3 and 4)b Case 1 All other

IN FRAMING THICKNESS BOUNDARIES9 (No unblocked edges or configurations (inches) (inch) (inches) 6 6 4 3 continuous joints parallel to load) (Cases 2, 3, 4, 5 and 6)

2 160 210 315 360 140 105 1 %

3 180 235 355 400 160 120

2 I 255 340 505 575 230 170 1% I

3 285 380 570 645 255 190

I 7/ 16

2 165 225 i

335 380 150 110 1

I 3 190 250 375 425 165 125 i

2 270 360 I 530 600 240 180 I 1 3/8 I

3 300 400 600 675 265 200

2 290 385 575 655 255 190 1 1/2 15/32 I

3 325 430 650 735 290 215 I

I I 2 160 210 315 360 140 105 1

I 3 180 235 355 405 160 120 I 2

! 320 425 640 730 285 215 1 1/2

3 360 480 i 720 I 820 320 240 19/32 I II 2 I 175 235 350 400 155 115

1 I I I I I 1 3 200 265 395 450 175 130

(continued)

:::E o o o

LOAD

TABLE 2306.3.i-continued ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL

PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH, OR SOUTHERN PINE" FOR WIND OR SEISMIC LOADINGh

DIAPHRAGM BOUNDARY

CASE 6

II I~

BLOCKING IF USED

CASE 3

CONTINUOUS PANEL JOINTS

~ ~ ~ CASE 5

Iff \I

CONTINUOUS PANEL JOINTS / CONTINUOUS PANEL JOINTS 7 For S1: 1 inch = 25.4 mm, 1 pound per foot = 14,5939 Nlm,

WOOD

FRAMING

a, For framing of other species: (1) Find specific gravity for species oflumber in AF&PA NOS, (2) For staples find shear value from table above for Structural 1 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. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [1-(0.5 - SG)], where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than 1.

b. Space fasteners maximum 12 inches o.c. along intermediate framing members (6 inches o.c. where supports are spaced 48 inches o.c.). c. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where nails are spaced 2 inches o.c. or 2112 inches o.c. d. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where both of the following conditions are met: (1) IOd

nails having penetration into framing of more than 11/2 inches and (2) nails are spaced 3 inches o.c. or less. e. 8d is recommended minimum for roofs due to negative pressures of high winds.

f. Staples shall have a minimum crown width 0[1/ 16 inch and shall be installed with their crowns parallel to the long dimension of the framing members. I g. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches. h. For shearloads of normal or permanent load duration as defined by the AF&PA NDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.

2006 INTERNATIONAL BUILDING CODE® 447

WOOD

PANEL GRADEc

Structural I grades

Sheathing single floor and other

TABLE 2306.3.2 ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL BLOCKED DIAPHRAGMS

UTILIZING MULTIPLE ROWS OF FASTENERS (HIGH LOAD DIAPHRAGMS) WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINE" FOR WIND OR SEISMIC LOADINGb,g,h

--~----

BLOCKED DIAPHRAGMS ---- ----~-----

Cases 1 and 2d --~--

MINIMUM Fastener Spacing Per Line at Boundaries NOMINAL (inches) WIDTH OF r--- I FRAMING 4 21/ 2

MINIMUM MINIMUM MEMBER AT ______ 2 __

COMMON FASTENER NOMINAL ADJOINING Fastener Spacing Per Line at Other Panel Edges NAIL SIZE OR PENETRATION PANEL PANEL EDGES (inches)

STAPLE' IN FRAMING THICKNESS AND LINES OF --,---

GAGE (inches) (inch) BOUNDARIES· FASTENERS 6 4 4 3 3 2 -- ------:--- --- I---

3 2 605 815 875 1,150 - 15/

32 4 2 700 915 1,005 1,290 - - 4 3 875 1,220 1,285 1,395 - -

~----- f------------ ------ 3 2 670 880 965 1,255 - -

10d 11/2 19/ 4 2 780 990 1,110 1,440 common nails 32

- - 4 3 965 1,320 1,405 1,790 - -

-1--- -~- --- 3 2 730 955 1,050 1,365 -

23/ 32 4 2 855 1,070 1,210 1,565 -

4 3 1,050 1,430 1,525 1,800 - t-- c_ I-~- I--~--

15/ 3 2 600 600 860 960 1,060 1,200 32

4 3 860 900 1,160 1,295 1,295 1,400 14 gage 2 --

staples 19/

32 3 2 600 600 875 960 1,075 1,200 4 3 875 900 1,175 1,440 1,475 1,795 ----I-- 3 2 525 725 765 1,010 - -

15/ 32 4 2 605 815 875 1,105 -

4 3 765 1,085 1,130 1,195 ---~-- I- --

3 2 650 860 935 1,225 - - lOd 11/2 19/32 4 2 755 965 1,080 1,370 common nails

- 4 3 935 1,290 1,365 1,485 -

----- -----~ 1--------- ----'--- 3 2 710 935 1,020 1,335 - -

grades covered in 23/32 4 2 825 1,050 1,175 1,445 - DOC PS 1 and 4 3 1,020 1,400 1,480 1,565 - - PS 2 -~------~------ ----- 1--- -- 1------ ----

IS/ 3 2 540 540 735 865 915 1,080 32

4 3 735 810 1,005 1,105 1,105 1,195 1--- --- ------

14 gage 2 19/

32 3 2 600 600 865 960 1,065 1,200

staples 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

For SI: 1 inch'" 25.4 mm, 1 pound per foot", 14.5939 N/m.

I a. For framing of other species: (1) Find specific gravity for species offraming lumberin AF&PA NDS. (2) For staples, find shear value from table above for Struc-tural 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. (3) For nails, find shear valucfrom table above for nail size of actual grade and multiply value by the following adjustment factor: Specific Gravity AdjustmentFactor '" [ 1- (0,5 - SG)], where SG '" Specific gravity of the framing lumber. This adjustment factor shall not be greater than 1.

I 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 2306.3.1. The values shown are applicable to Cases 3, 4, 5 and 6 as shown in Table 2306.3.1, pro-

viding fasteners at all continuous panel edges are spaced in accordance with the boundary fastener spacing.

I 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. High load diaphragms shall be subject to special inspection in accordance with Section 1704.6.1. h. For shear loads of normal or permanent load duration as defined by theAF&PANDS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.

448 2006 INTERNATIONAL BUILDING CODE®

2306.4.1 Wood structural panel shear walls. The allow- able shear capacities fo~ wood structural panel shear ~~lls hall be in accordance wIth Table 2306.4.1. These capacItIes ~ permitted to be increased 40 percent for wind design. Shear walls ~e perm~tted t? be ca1cul~ted by principles ~f mechanics wIthout lImItatIOns by usmg values for nail strength given in the. AF~PA ~DS and wood structu.ral panel design propertIes gIVen III the APA Panel Deslgn Specification.

2306.4.2 Lumber sheathed shear walls. Single and double diagonally sheathed lumber diaphragms are permitted using the construction and allowable load provisions of Sections 2306.3.4 and 2306.3.5.

2306.4.3 Particleboard shear walls. The design shear capacity of particleboard shear walls shall be in accordance with Table 2306.4.3. Shear panels shall be constructed with particleboard sheets not less than 4 feet by 8 feet (1219 mm by 2438 mm), except at boundaries and changes in framing. Particleboard panels shall be designed to resist shear only, and chords, collector members and boundary elements shall be connected at all corners. Panel edges shall be backed with 2-inch (51 mm) nominal or wider framing. Sheets are permit- ted to be installed either horizontally or vertically. For 3/8- inch (9.5 mm) particleboard sheets installed with the long dimen- sion parallel to the studs spaced 24 inches (610 mm) o.c, nails shall be spaced at 6 inches (152 mm) o.c. along intermediate framing members. For all other conditions, nails of the same size shall be spaced at 12 inches (305 mm) o.c. along interme- diate framing members. Particleboard panels less than 12 inches (305 mm) wide shall be blocked. Particleboard shall not be used to resist seismic forces in structures in Seismic Design Category D, E or F.

2306.4.4 Fiberboard shear walls. The design shear capac- ity of fiberboard shear walls shall be in accordance with Table 2306.4.4. The fiberboard sheathing shall be applied vertically or horizontally to wood studs not less than 2 inch (51 mm) in nominal thickness spaced 16 inches (406 mm) o.c. Blocking not less than 2 inch (51 mm) nominal in thick- ness shall be provided at horizontal joints. Fiberboard shall not be used to resist seismic forces in structures in Seismic Design Category D, E or F.

2306.4.5 Shear walls sheathed with other materials. Shear capacities for walls sheathed with lath, plaster or gyp- sum board shall be in accordance with Table 2306.4.5. Shear walls sheathed with lath, plaster or gypsum board shall be constructed in accordance with Chapter 25 and Sec- ~lon 2306.4.5.1. Walls resisting seismic loads shall be sub- Ject to the limitations in Section 12.2.1 of ASCE 7.

2306.4.5.1 Application of gypsum board or lath and plaster to wood framing.

2306.4.5.1.1,Joint staggering. Endjoints of adjacent courses of gypsum board shall not occur over the same stud.

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WOOD

2306.4.5.1.2 Blocking. Where required in Table 2306.4.5, wood blocking having the same cross-sec- tional dimensions as the studs shall be provided at joints that are perpendicular to the studs.

2306.4.5.1.3 Fastening. Studs, top and bottom plates I and blocking shall be fastened in accordance with Table 2304.9.1.

2306.4.5.1.4 Fasteners. The size and spacing of fas- teners shall be set forth in Table 2306.4.5. Fasteners shall be spaced not less than 3/8 inch (9.5 mm) from edges and ends of gypsum boards or sides of studs, blocking and top and bottom plates.

2306.4.5.1.5 Gypsum lath. Gypsum lath shall be applied perpendicular to the studs. Maximum allow- able shear values shall be as set forth in Table 2306.4.5.

2306.4.5.1.6 Gypsum sheathing. Four-foot-wide (1219 mm) pieces of gypsum sheathing shall be applied parallel or perpendicular to studs. Two-foot-wide (610 mm) pieces of gypsum sheathing shall be applied perpendicular to the studs. Maximum allowable shear values shall be as set forth in Table 2306.4.5.

2306.4.5.1.7 Other gypsum boards. Gypsum board shall be applied parallel or perpendicular to studs. Maximum allowable shear values shall be as setJorth in Table 2306.4.5.

SECTION 2307 LOAD AND RESISTANCE FACTOR DESIGN

2307.1 Load and resistance factor design. The structural analysis and construction of wood elements and structures using load and resistance factor design shall be in accordance with AF&PA NDS.

2307.1.1 Wood structural panel shear walls. In Seismic Design Category D, E or F, where shear design values exceed 490 pounds per foot (7154 N/m), all framing mem- bers receiving edge nailing from abutting panels shall not be less than a single 3-inch (76 mm) nominal member or two 2-inch (51 mm) nominal members fastened together in accordance with AF&PA NDS to transfer the design shear value between framing members.· Wood structural panel joint and sill plate nailing shall be staggered in all cases. See Section 2305.3.11 for sill plate size and anchorage require- ments.

SECTION 2308 CONVENTIONAL LIGHT-FRAME CONSTRUCTION

2308.1 General. The requirements ofthis section are intended for conventional light-frame construction. Other methods are permitted to be used, provided a satisfactory design is submit- ted showing compliance with other provisions of this code.

449

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I I I

U m ::II Z

g I z » r III c:

i I G)

(') 0 0 m

I I PANEL GRADE

I I

Structural I Sheathing

I I I

I Sheathing, , plywood siding' ! except Group 5 I SpeCies I

I I I I I I

TABLE 2306.4.1 ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR-LARCH OR SOUTHERN PINEa FOR WIND OR SEISMIC LOADINGb , h, i, j, I

I I PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER 'I," OR 'I," GYPSUM SHEATHING I MINIMUM FASTENER Fastener spacing at panel edges (inches) i Fastener spacing at panel edges (inches) I

MINIMUM NOMINAL PANEL I PENETRATION IN NAIL (common or galvanized box) I I NAIL (common or galvanized box)' THICKNESS (inch) FRAMING (inches) , or staple size' 6 4 I 3 2e or staple size' 6 4 3 2e

I 11/4 I 6d (2 X 0.113" common, 200 I 300 390 510 I Sd (2\" x 0.131" common,

I 200 300 390 510 \6 2" X 0.099" galvanized hox) 21/ 2" X 0.113" galvanized hox) I I I I 1 1\ 16 Gage I 165 I 245 325 I 415 216 Gage 125 i ISS 245 315 I

13/ 8 Sd (2 1/2" X 0.131" common, 230

d 360d 460d I ! !Od (3" X 0.14S" common,

I 550' \ 3/8 21/2"X 0.113" galvanized hox) 6!Od I 3" X 0.12S" galvanized box) 2S0 430 I 730 11/2 16 Gage

I 155 I 235 315 400 216 Gage 155 235 310 400 1 8d (2\" x 0.131" common,

I I !Od (3" X 0.148" common, I 13/ 8 255d 395d I 505d 670d 280 430 550' 730

\6 21/t X 0.113" galvanized hox) 3" X 0.12S" galvanized hox) I 1 i 11/2 16 Gage 170 260 345 440 216 Gage 155 235 310 400

13/ 8 Sd (21/2" X 0.131" common, I I I

10d (3" X 0.14S" common. I 550'

2 1/ 2" X 0.113" galvanized box) 2S0 430 550 730

3" X 0.121S" galvanized box) 2S0 430 730

15 /32 I 1 ! 1\ 16 Gage 185 2S0 375 475 1 216 Gage 1 155 235 300 400

!Od (3" X 0.148" common,

I t lOd (3" X 0.14S" common, I 11/2

3" X 0.128" galvanized hox) 340 510 665' 870 I 3" x 0.128" galvanized box) - - - I -

11/4 i 6d (2" X 0.113" common,

180 270 I

350 I 450 I Sd (2 1/2" x 0.131" common, I ISO 270 350 450 I 5

/16 or i/

4 C 2" X 0.099" galvanized box) I i 21/2"X 0.113" galvanized box)

! 11/2 16 Gage 145 I 375 I 216 Gage 110 165 220 I 285 1 220 295 I

6d (2" X 0.113" common, ! I

I 510 1 8dpl/2" X 0;131" common, I I 1114

2" X 0.099" galvanized box) 200 I 300 390 I 2\ X 0.113' galvanized box) I 200 I 300 390 510 I

31 8 I 1318 8d (2112" X 0.131" common,

! I !Od (3" X 0.148" common, I 490' I I 2 1/ 2" X 0.113" galvanized hox)

220d I 320d 410d I 530 d

3" X 0.128" galvanized box) 260 I 380 640 I

1 1\ 16 Gage 140 210 280 I 360 216 Gage 140 210 280 360

I 8d (21 I," X 0.131" common, i i I

! 10d (3" X 0.148" common, I I I 1\ 240d 350d 450d ' 585 d I 260 380 490f 640

\6 I 21/2" X 6.113" galvanized box) I 3" X 0.128" galvanized box) I I

I 1 1\ 16 Gage 155 230 3!O 395 216 Gage 140 210 280 360

! I I 1

318 8d (211tx 0.131" common,

260 I 380 490 640 I !Od (3"x 0.148" common, 260 380 490f 640 2 1/ 2" X O.1l3 T1 galvanized box) 3" X 0.128" galvanized hox) 15/

I I !

I !

1112 10d (3" X 0.148" common, 3!O 460 I 600' i 770 I - - - - - I 3" X 0.128" galvanized box) I I i

! i i I 1 I 111216Gage 170 255 335 430 216 Gage 140 210 280 360

I lOd (3" X 0.148" common, f 1 11/2 340 510 665' i 870 - - I - - -19/32 3" X 0.128" galvanized box)

I I 131416 Gage 185 280 I 375 I 475 1 i - - - - - I I Nail Sizc (galvanized casing) Nail Size (galvanized casing)

5/ 16

c 1'1. 6d (2" X 0.099") \ 140 2!O 275 I 360 8d (2112" X 0.113") 140 I 210 , 275 360 'Is I 13/ 8

I 8d(2lltXO·~:3'.L_~ 1 I IOd (3" X 0.128") ~60 310f I 160 240 310 4!O 240 410

(continued)

:E o o o

WOOD

Notes to Table 2306.4.1 SI' I inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.

For~o; framing of other species: (l) Find specific gravity for species of lumber in AF&PA NOS. (2) For staples find shear value from table above for StructUl'al I a. anels (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. (3) For nails find shear value from table above

ror nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [1-(0.5 - SG)], where SG = Specific Gravity of the framing lumber. This adjustment factor shall not be greater than I.

b. Panel edges backed with 2-inch nominal 01' wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for '/"-inch and '/",-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. 'I,-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied direct to framing as exterior siding. d. Allowable shear values are permitted to be increased to values shown for "I,,-inch sheathing with same nailing provided (a) studs are spaced a maximum of 16 inches on center, or (b) I

panels are applied with long dimension across studs. e. Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where nails are spaced 2 inches on center.

Framing at adjoining panel edges shall be 3 inches nominal or wider, and nails shall be staggered where both of the following conditions are met: (1) 1 Od (3" x 0.148") nails having penetration into framing of more than 1 'I, inches and (2) nails are spaced 3 inches on center.

g. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges govems shear values. h. Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints shall be offset to fall on different framing members, or

framing shall be 3-inch nominal or thicker at adjoining panel edges and nails on each side shall be staggered. I i. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge nailing from abutting panels shall not be

less than a single 3-inch nominal member, or two 2-inch nominal members fastcned 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 in all cases. See Section 2305.3.11 for sill plate size and anchorage requirements.

j. Galvanized nails shall be hot dipped or tumbled. k. Staples shall have a minimum crown width of ' I" inch and shall be installed with their crowns parallel to the long dimension of the framing members. I

For shear loads of normal 01' permanent load duration as defined by the AF&PA NOS, the values in the table above shall be multiplied by 0.63 or 0.56, respectively.

TABLE 2306.4.3 ALLOWABLE SHEAR FOR PARTICLEBOARD SHEAR WALL SHEATHING b

~.-" -"~".~-

PANELS APPLIED DIRECT TO FRAMING

MINIMUM NAIL PENETRATION IN

FRAMING (inches)

Allowable shear (pounds per foot) nail spacing at

PANEL GRADE

M-S "Exterior Olue" and M-2 "Exterior

Olue"

MINIMUM NOMINAL PANEL THICKNESS

(inch)

For SI: I inch 0= 25.4 mm. 1 pound per foot 0= 14.5939 N/m. a. Values are not permitted in Seismic Design Category D, E or F. b. Galvanized nails shall be hot-dipped or tumbled.

size (common or Nail ga lvanized box)

lOd

1-----

120

130 -_._-- 140

185 -----'

200 --------

TABLE 2306.4.4

panel edges (inches)" ,-------

4 3 2 -- _._----------

180 230 300 .. ----~ ~""~~-.

190 240 315 -'-

210 270 350 '--'----

275 360 460 ------

305 395 520 "--.~.---

ALLOWABLE SHEAR VALUES (pit) FOR WIND OR SEISMIC LOADING ON SHEAR WALLS OF FIBERBOARD SHEATHING BOARD CONSTRUCTION FOR TYPE V CONSTRUCTION ONLy·,b,c,d,e,f,g,h

THICKNESS AND GRADE FASTENER SIZE

/I Structural

For SI: 1 inch 0= 25.4 mm. 1 pound per foot 0= 14.5939 N/m. a. Fiberboard sheathing diaphragms shall not be used to brace concrete or masonry v.alls. b. Panel edges shall be backed with 2 inch or wider framing of Douglas fir-larch or Southern pine. c. Fiberboard sheathing on one side only. d. Fiberboard panels are installed with their long dimension parallel or perpendicular to studs. e. Fasteners shall be spaced 6 inches on center along intermediate framing members.

SHEAR VALUE (pounds per linear foot)

3-INCH NAIL SPACING AROUND PERIMETER AND 6-INCH AT

INTERMEDIATE POINTS

f. For framing of other species: (1) Find specific gravity for species oflumber in AF&PA NDS and (2) Multiply the shear value from the above table by 0.82 for spe- cies with specific gravity of 0.42 or greater, or 0,65 for all other species.

g. The same values can be applied when staples are used as described in Table 2304,9.1, h. Values are not permitted in Seismic Design Category D, E or F.

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WOOD

TABLE 2306.4.5 ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES FOR SHEAR WALLS OF LATH

A~LASTER OR GYPSUM BOARD WOOD FRAMED WALL ASSEM~~15S ______________ ~

THICKNESS WALL FASTENER SPACINGb SHEAR VALUEa,. MINIMUM TYPE OF MATERIAL OF MATERIAL CONSTRUCTION MAXIMUM (inches) (pll) FASTENER SIZEc,d,j,k

------------- --j-------''--------+----'---.----+-------

!. Expanded metal or woven wire lath and 7/( Unblocked portland cement plaster 6

No. 11 gage 1'/2" lon~, 7 /1 0" head 16 Ga. Galv. Staple, It legs

-------~-----------r___----------r------------------_t_--

2. Gypsum lath, plain or perforated

3. Gypsum sheathing

3/8" lath and 1/2" plaster

Unblocked

Blocked

Unblockedf

4" edgel 7" field

4 110 1----------+---------.- -------

Unblocked 7 100 ---------- ------

Unblocked 4 125 1-----------+------------ -------1

Blockedg 7 125 -------~----------__t_---------

1--- Blockedg 4116h

I---------------t----------------T----------- Blocked g 4112h 155

--------- Blockedf, g 8112h 70

1----------------------- t--------

5d cooler (I \" x .086") or wallboard 0.120" nail, min. 3/8" head, 11/2 "long 16 Gage Staple, Ill," long

No.6 lIlt screws I

6112h 90 ---------- t---------+-----------------

4. Gypsum board, gypsum veneer base or Blocked g

water-resistant gypsum backing board I------------r-----------

Unblockedf 7 115

------------j--------

4 145 6d cooler (l7/t x 0.092") or wallboard 1----------1-. 0.120" Nail, min_ 'I." head, 1 'It long

Blockedg 7 145 16 Gage Staple, 1'1," legs, 1'1." long

~-----------I---------

_________ t-----__ 4 ______ 175 ___ j---------________________ _

Blockedg

Two-ply Base ply: 9 Face ply: 7

250

Base ply-6d cooler (l7/t X 0.092") or wallboard I'lt x 0.120" Nail, min. 'I," head ISIs" 16 Ga. Galv. Staple 1\" 16 Gage Galv. Staple Face ply-8d cooler "x 0.113") or wallboard 0.120"Nail, min. 'Is" head, 2'1," long 15 Ga. Galv. Staple, il/' long

----.---'---------------T---------j-------------------- Unblocked 8112h 70 .

-------- ----- --------- No. 6-1'1.," screws' Blockedg 8112 h 90 ________________________________ --L _______ ~ ___________________ _

For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, I pound per foot = 14.5939 N/m. a. These shear walls shall not be used to resist loads imposed by masonry or concrete construction (sec Section 2305.1.5). Values shown are for short-term loading due to wind or

I 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 fHstening at studs, top and bottom plates and blocking.

c. Alternate fasteners are permitted to be used if their dimensions are not less than the specified dimensions. Drywall screws are permitted to substitute f()r the 5d (l51t X 0.086"), and 6d (I'lt x O.092")(cooler) nails listed above, and No.6 1'1, inch 'TYpe S or W screws for 6d (1'//' x 0.(92) (cooler) nails.

d. For properties of cooler nails, see ASTM C 514. e. Except as noted, shear values arc based on a maximum framing spacing of 16 inches on cente!: f. Maximum framing spacing of 24 inches on cente!:

I g. All edges are blocked, and edge fastening is provided at all supports and all panel edges. h. First number denotes fastener spacing at the edges; second number denotes fastener spacing at intermediate haming members. i. Screws are 'TYpe W or S.

I j. Staples shall have a minimum crown width 0['1", inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the framing members. k. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of 'I, inch, measured outside the legs.

452 2006 INTERNATIONAL BUILDING CODE@

•

Interior nonload-bearing partitions, ceilings and curtain walls of conventional light-frame construction are not subject to the limitations of this section. Alternatively, compliance with AF&PA WFCM shall be permitted subject to the limitations therein and the limitations of this code. Detached one- and two-family dwellings and multiple 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 International Residential Code.

2308.1.1 Portions exceeding limitations of conventional construction. When portions of a building of otherwise conventional construction exceed the limits of Section 2308.2, these portions and the supporting load path shall be designed in accordance with accepted engineering practice and the provisions of this code. For the purposes of this sec- tion, the term "portions" shall mean parts of buildings con- taining volume and area such as a room or a series of rooms.

2308.2 Limitations. Buildings are permitted to be constructed in accordance with the provisions of conventional light-frame construction, subject to the following limitations, and to further limitations of Sections 2308.11 and 2308.12.

1. Buildings shall be limited to a maximum of three stories above grade. For the purposes of this section, for build- ings in Seismic Design Category D or E as determined in Section 1613, cripple stud walls shall be considered to be a story.

Exception: Solid blocked cripple walls not exceeding 14 inches (356 mm) in height need not be considered a story.

2. Bearing wall floor-to-floor heights shall not exceed a stud height of 10 feet (3048 mm) plus a height of floor framing not to exceed 16 inches (406 mm).

3. Loads as determined in Chapter 16 shall not exceed the following:

3 .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 Sections 2308.11.2 and 2308.12.2, 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 foundation, with an addi- tional 8 feet (2438 mm) permitted for gable ends.

2. Concrete or masonry fireplaces, heaters and chimneys shall be permitted in accordance with the provisions of this code.

3.2. Live loads shall not exceed 40 psf (1916 Nlm2) for floors.

3.3. Ground snow loads shall not exceed 50 psf (2395 N/m2).

2006 INTERNATIONAL BUILDING CODE®

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4. Wind speeds shall not exceed 100 miles per hour (mph) (44 mJs) (3-second gust).

Exception: Wind speeds shall not exceed 110 mph (48.4 mJs) (3-second gust) for buildings in Exposure Category B.

5. Rooftrusses and rafters shall not span more than 40 feet (12 192 mm) between points of vertical support.

6. The use of the provisions for conventional light-frame construction in this section shall not be permitted for Occupancy Category IV buildings assigned to Seismic I Design Category B, C, D, E or F, as determined in Sec- tion 1613.

7. Conventional light-frame construction is limited in irregular structures in Seismic Design Category D or E, as specified in Section 2308.12.6.

2308.2.1 Basic wind speed greater than 100 mph (3-sec- ond gust). Where the basic wind speed exceeds 100 mph (3-second gust), the provisions of either AF&PA WFCM, or the SBCCI SSTD 10 are permitted to be used.

2308.2.2 Buildings in Seismic Design Category B, C, D or E. Buildings of conventional light-frame construction in Seismic Design Category B or C, as determined in Section ] 613, shall comply with the additional requirements in Sec- tion 2308.11.

Buildings of conventional light-frame construction in Seismic Design Category D or E, as determined in Section 1613, shall comply with the additional requirements in Sec- tion 2308.12.

2308.3 Braced wall lines. Buildings shall be provided with exterior and interior braced wall lines as described in Section 2308.9.3 and installed in accordance with Sections 2308.3.1 through 2308.3.4.

2308.3.1 Spacing. Spacing of braced wall lines shall not exceed 35 feet (10668 mm) o.c. in both the longitudinal and transverse directions in each story.

2308.3.2 Braced wall panel connections. Forces shall be transferred from the roofs and floors to braced wall panels and from the braced wall panels in upper stories to the braced wall panels in the story below by the following:

1. Braced wall panel top and bottom plates shall be fas- tened to joists, rafters or full-depth blocking. Braced wall panels shall be extended and fastened to roof framing at intervals not to exceed 50 feet (15240 mm) between parallel braced wall lines.

Exception: Where roof trusses are used, lateral forces shall be transferred from the roof dia- phragm to the braced wall by blocking of the ends of the trusses or by other approved methods.

2. Bottom plate fastening to joist or blocking below shall be with not less than 3-16d nails at 16 inches (406 mm) o.c.

3. Blocking shall be nailed to the top plate below with not less than 3-8d toenails per block.

453

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4. Joists parallel to the top plates shall be nailed to the top plate with not less than 8d toenails at 6 inches (152 mm) o.c.

In addition, top plate laps shall be nailed with not less than 8-16d face nails on each side of each break in the top plate.

2308.3.3 Sill anchorage. Where foundations are required by Section 2308.3.4, braced wall line sills shall be anchored to concrete or masonry foundations. Such anchorage shall conform to the requirements of Section 2308.6 except that such anchors shall be spaced at not more than 4 feet (1219 mm) o.c. for structures over two stories in height. The anchors shall be distributed along the length of the braced wall line. Other anchorage devices having equivalent capac- ity are permitted.

2308.3.3.1 Anchorage to all-wood foundations. Where all-wood foundations are used, the force transfer from the braced wall lines shall be determined based on calcu- lation and shall have a capacity greater than or equal to the connections required by Section 2308.3.3.

2308.3.4 Braced wall line support. Braced wall lines shall be supported by continuous foundations.

Exception: For structures with a maximum plan dimen- sion not over 50 feet (15 240 mm), continuous founda- tions are required at exterior walls only.

2308.4 Design of elements. Combining of engineered ele- ments or systems and conventionally specified elements or sys- tems is permitted subject to the following limits:

2308.4.1 Elements exceeding limitations of conventional construction. When a building of otherwise conventional 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.

2308.4.2 Structural elements or systems not described herein. When 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 nonconventional elements with other applicable provisions of this code and shall be compatible with the performance of the conventionally framed system.

2308.5 Connections and fasteners. Connections and fasten- ers used in conventional construction shall comply with the requirements of Section 2304.9.

2308.6 Foundation plates or sills. Foundations and footings shall be as specified in Chapter 18. 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. Bolts shall be

embedded at least 7 inches (178 mm) into concrete or masonry, and spaced not more than 6 feet (1829 mm) apart. There shall be a minimum of 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.

2308.7 Girders. Girders for single-story construction or gird- ers supporting loads from a single floor shall not be 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) o.c. Spans for built-up 2-inch (51 mm) girders shall be in accordance with Table 2308.9.5 or 2308.9.6. Other 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.

2308.8 Floor joists. Spans for floor joists shall be in accor- dance with Table 2308.8(1) or 2308.8(2). For other grades and or species, refer to the AF &PA Span Tables for Joists and Raf- ters.

2308.8.1 Bearing. Except where supported on a I-inch by 4-inch (25.4 mm by 102 mm) ribbon strip and nailed to the adjoining stud, the ends of each joist shall not have less than 11/2 inches (38 mm) of bearing on wood or metal, or less than 3 inches (76 mm) on masonry.

2308.8.2 Framing details. Joists shall be supported later- ally at the ends and at each support by solid blocking 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 not be less than 2 inches (51mm) in thickness and the full depth of the joist. Notches on the ends of joists shall not exceed one-fourth the joist depth. Holes bored in joists shall not be within 2 inches (51 mm) of the top or bot- tom of the joist, and the diameter of any such hole shall not exceed one-third the depth of the joist. Notches in the top or bottom of joists shall not exceed one-sixth the depth and shall not be located in the middle third of the span.

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 sup- ported by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

2308.8.2.1 Engineered wood products. Cuts, potches and holes bored in trusses, structural composite lumber, structural glue-laminated members or I-joists are not permitted 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.

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TABLE 2308.8(1) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential Sleeping Areas, Live Load = 30 psf, UJ'>. = 360)

I I DEAD LOAD -10 psf T DEAD LOAD 200sf JOIST 2x6 2x8 2x10 2x12 2x6 2x8 I 2x10 \ 2x12 I SPACING I Maximum floor joist soans I (inches) , SPECIES AND GRADE (ft .• in.) (ft .• in.> (ft .• in.) . (ft .. in.). (ft.. in.) 1ft.· in.) (ft.· in.) 1ft .• in~

Dougles Fir·Larch SS 12-6 16-6 21-0 25-7 12-6 16-6 21-0 25-7 I

Douglas Fir-Lerch #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 I 20-7 Douglas Fir-Larch #3 9-8 12-4 15-0 17-5 I 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 20A

Hem-Fir #3 9-8 12A 15-0 17-5 8-8 11-0 13-5 15-7

Southern Pine

Spruce-Pine-Fir

Douglas Fir-Larch

Hem-Fir

Hem-Fir I I Hem-Fir I Hem-Fir

Southern Pine

I Spruce-Pine-Fir I ..

Spruce-Pme-Flr

Spruce-Pine-Fir

.~ Spruce-Pine-Fir

SS 12-3 16-2 - ---;-~~I 25-1 12-3 16-2 20-8 25-1 #1 12-0 15-10 20-3 I 24-8 12-0 15-10 20-3 24-8

I #2 11-10 15-7 19-10 I 24-2 11-10 15-7 18-7 21-9 #3 10-5 13-3 15-8 i 18-8 9-4 11-11 14-0 16-8 SS 11-7 15-3 19-5 23-7 11-7 15-3 19-5

#1 11-3 14-11 19-0 23-0 11-3 14-7 17-9

#2 11-3 14-11 19-0 23-0 11-3 14-7 17-9

#3 9-8 12A 15-0 17-5 8-8 ll-O 13-5

SS 11A 15-0 19-1 23-3 11A 15-0 19-1

#1 10-11 14-5 18-5 21A 10-8 13-6 16-5

#2 10-9 14-1 17-2 19-11 9-11 12-7 15-5

#3 8-5 10-8 13-0 15-1 7-6 9-6 11-8

SS 10-9 14-2 18-0 21-11 10-9 14-2 18-0

#1 10-6 )3-10 17-8 20-9 10-4 13-1 16-0

#2 10-0 13-2 16-10 19-8 9-10 12-5 15-2

#3 8-5 10-8 13-0 15-1 7·6 9-6 11-8

SS 11-2 14-8 18-9 22-10 11-2 14-8 18-9

#1 10-11 14-5 18-5 22-5 10-11 14-5 17-11

#2 10-9 14-2 18-0 21-1 10-5 13-6 16-1

#3 9-0 11-6 13-7 16-2 8-1 10-3 12-2

SS 10-6 )3-10 17-8 21-6 10-6 13-10 17-8

#1 10-3 13-6 17-2 19-11 9-11 12-7 15-5

#2 10-3 13-6 17-2 19-11 9-11 12-7 15-5

#3 8-5 10-8 13-0 15-1 7 -6 9-6 11-8

(continued)

I I

23-7

20-7

15·7

23-0

19-1

17-10

13-6

21-11

18-7

17-7

13-6

22-10

21A

18-10

14-6

21-4

17-10

13-6 ::E o o o

"" (1J '"

I\) o o '" Z -I m :0 z ~ o z > r III C ;= 2 z G'> o

I I I JOIST I

SPACING (inches) SPECIES AND GRADE

Douglas Fir-Larch

I Douglas Fir-Larch

Douglas Fir-Larch

Hem-Fir

I Hem-Fir Hem-Fir

Hem-Fir

I 19.2

Southern Pine

Spruce-Pine-Fir

Douglas Fir-Larch

Douglas Fir Larch

Douglas Fir-Larch

Hem-Fir

Hem-Fir 24

Southern Pine

Spruce-Pine-Fir

2x6

(ft, - in.J.

SS 10-8

#1 10-4

#2 10-1

#3 7-8

SS 10-1

#1 9-10

#2 9-5

#3 7-8

SS 10-6 I

#1 10-4

#2 10-1

#3 8-3

SS 9-10

#1 9-8 \

#2 9-8

#3 7-8

SS 9-11

#1 9-7

#2 9-1

#3 6-10

SS 9-4

#1 9-2

#2 8-9

#3 6-10

SS 9-9

#1 9-7

#2 9-4

#3 7-4

SS 9-2

#1 8-11

#2 I 8-11

#3 I 6-10 g Che-ck sources for availablHty of lumher in lengths greater than 20 feet.

I I

! !

TABLE 2308.8(1 )-continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES

(Residential Sleeping Areas, Live Load = 30 psf, UI1 = 360)

DEAD LOAD = 10 pst 2x8 2x10 2x12 2x6

Maximum floorjoist SPiins

.ift. - in.) I (ft. - in,' (ft. - in,) (ft. - in.)

14-1 18-0 21-10 10-8

13-7 16-9 19-6 9-8

I 12-10 15-8 18-3 I 9-1 9-9 11-10 13-9 6-10

13-4 17-0 I 20-8 10-1 I I

13-0 I 16-4 I

19-0 9-6

I 12-5 15-6 I 17-1 8-11 9-9 11-10 13-9 6-10

13-10 17-S 21-6 10-6

13-7 17-4 21-1 10-4

13-4 16-5 19-3 9-6

10-6 12-5 14-9 7-4

13-0 16-7

I 20-2 9-10

12-9 15-8 18-3 9-1

12-9 15-S 18-3 9-1

9-9 11-10 13-9 6-10

13-1 16-8 20-3 9-11

12-4 15-0 17-5 8-8

11-6 14-1 16-3 8-1

8-8 10-7 12-4 6-2

12-4 15-9 19-2 9-4

12-0 14-8 17-0 8-6

11-4 13-10 16-1 8-0

8-8 10-7 12-4 I 6-2

I I

12-10 16-5 19-11

I 9-9

12-7 16-1 19-6 9-7

12-4 14-8 17-2 8-6

9-5 II-I 13-2 6-7

12-1 15-5 18-9 I 9-2 11-6 14-1 16-3 8-1

11-6 14-1 16-3 8-1

8-8 10-7 12-4 6-2

m® For SI: 1 inch = 2SA mm, 1 foot = 304,8 millo 1 pound per square foot = 47,8 N/m',

DEAD LOAD - 20 pst

2x8 2x10

(ft. - in,) (ft. - in.)

14-1 18-0

12-4 15-0

11-6 14-1

8-8 10-7

13-4 I

17-0

I 12-0 14-8 I

11-4 13-10

8-8 10-7

13-10 I7-S

13-7 16-4

12-4 14-S

9-5 11-1

13-0 16-7

11-6 I

14-1

I 11-6 14-1

8-8 10-7

13-1 16-2

11-0 13-5

10-3 12-7

I 7-9 9-6 I

12-4 15-9

10-9 13-1

10-2 12-5

7-9 9-6

12-10 I

16-5

12-4 14-7

11-0 13-1

8-5 9-1I

12-1 15-0

10-3 12-7

7-9 9-6

2x12

(ft. - in.)

21-0

17-5

16-3 I I 12-4

20-7

17-0

16-1

12-4

21-6

19-6

17-2

13-2

19-6

16-3

12-4

18-9

15-7 I

14-7

11-0

IS-5

I 15-2

I 14-4 1I-0

19-1I

17-5

15-5 I I II-1O

17-5

14-7

11-0

i ,

I I

:lE o o c

'" o o en Z -I m :0 z ~ o z l> r m S;; r C Z G)

(") o c m

"'" en ~

I I I JOIST I I SPACING

(inchesl SPECIES AND GRADE

I Douglas Fir-Larch

I Douglas Fir-Larch I Douglas Fir-Larch

Douglas Fir-Larch

Hem-Fir

Hem-Fir 12

Southern Pine

i Spruce-Pine-Fir Spruce-Pine-Fir

Spruce-Pine-Fir

I Douglas Fir-Larch

I Donglas Fir-Larch I

I Douglas Fir-Larch

I Douglas Fir-Larch Hem-Fir

Hem-Fir

Hem-Fir 16

Southern Pine

Southern Pine , I Spruce-Pine-Fir I Spru,e-Pine-Fir

Spruce-Pine-Fir

2x6

(ft. - in.)

SS ,

11-4

#1 10-11

#2 10-9

#3 8-8 I , SS 10-9 I #1 10-6 I #2 10-0

#3 8-8

SS 11-2

#1 10-11

#2 10-9

#3 9-4

SS 10-6

#1 10-3

#2 10-3

#3 8-8

SS 10-4

#1 9-11

#2 9-9

#3 i 7-6

SS 9-9

#1 9-6

#2 9-1

#3 7-6

SS 10-2

#1 9-11

#2 9-9

#3 8-1

SS 9-6

#1 9-4

#2 9-4

#3 7-6

TABLE 2308.8(2) FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential Living Areas, Live Load = 40 psf, Ul> = 360)

DEAD LOAD - 10 psf i 2x8 2x10 2x12 2x6

Maximum floor 'oist spans

(ft. - in.l (ft. - in.) (ft. - in.) I (ft. - in.) 15-0

19-1 23-3 11-4

14-5 18-5 22-0 10-11

14-2 17-9 20-7 10-6

11-0 13-5 15-7 7-11

14-2 18-0 21-11 10-9

13-10 17-8 21-6 10-6

13-2 16-10 20-4 10-0

11-0 13-5 15-7 7-11

14-8 18-9 22-10 11-2

14-5 18-5 22-5

10-11

14-2 18-0 21-9 10-9

11-11 14-0 16-8 8-6

13-10 17-8 21-6 10-6

13-6 17-3

I 20-7 10-3

13-6 17-3 20-7 10-3

11-0 13-5 I 15-7 7-11 13-7 17-4 21-1 10-4

13-1 16-5 19-1 9-8

12-7 15-5 17-10 9-1

9-6 I 11-8 13-6 I 6-10

12-10 16-5 19-11 9-9

12-7 16-0 18-7 9-6

12-0 15-2 17-7 8-11

9-6 11-8 13-6 I 6-10

13-4 17-0 20-9 10-2

13-1 16-9 20-4 9-11

12-10 16-1 18-10 9-6

10-3 12-2 14-6 7-4

12-7 16-0 19-6 9-6

12-3 15-5 17-10 9-1

12-3 I 15-5 I

17-10 9-1 I

9-6 I 11-8 I 13-6 6-10 I

(continued)

DEAD LOAD - 20 psf

2x8 2x10

(ft. - in.) (ft. - in.)

15-0 19-1

14-2 17-4

13-3 16-3

10-0 12-3

14-2 18-0

13-10 16-11

13-1 16-0

10-0 12-3

14-8 i 18-9 I

14-5 18-5

14-2 16-11

10-10 12-10

13-10 17-8

13-3 16-3 I

13-3 16-3

I 10-0 I 12-3

I 13-7 I

17-4

I 12-4 15-0 11-6 14-1

8-8 10-7

12-10 16-5

12-0 14-8

11-4 13-10

8-8 10-7

13-4 17-0

13-1 I

16-4

12-4 I 14-8

9-5 11-1

12-7 16-0

11-6 14-1

8-8 10-7

2x12

(ft. - in.)

23-3

20-1

18-10

14-3

21-11

19-7

18-6

14-3

22-10

22-5

I 19-10

I 15-3

21-6

18-10

14-3

21-0

17-5

16-3

12-4

19-11

17-0

16-1

12-4

20-9

19-6

17-2

13-2

19-6

16-3

12-4

I :::E o o c

",. (,1l 0)

N o o 0)

Z -I m ::D z l> -I o z l> r OJ c: r c z G)

o o C m

I !

2x6 I JOIST SPACING finches) SPECIES AND GRADE (ft. - in.)

Douglas Fir-Larch SS 9-8

Douglas Fir-Larch #1

I 9-4

Douglas Fir-Larch #2

I 9-1

Douglas Fir-Larch #3 6-10

Hem-Fir SS 9-2

Hem-Fir #1 9-0

Hem-Fir #2 8-7

Hem-Fir #3 6-10 19.2

! Southern Pine SS 9-6

Southern Pine #1 9-4

Southern Pine #2 9-2

Southern Pine #3 7-4

i Spruce-Pine-Fir SS 9-0

I Spruce-Pine-Fir #1 I

8-9 I Spruce-Pine-Fir #2 8-9

Spruce-Pine-Fir #3 I 6-10 [ SS I ! Douglas Fir-Larch 9-0 #1 I

I Douglas Fir-Larch 8-8

Douglas Fir-Larch #2 I 8-1

, Douglas Fir-Larch #3 6-2

Hem-Fir SS 8-6

Hem-Fir #1 8-4

Hem-Fir #2 7-11 I Hem-Fir #3 6-2 I

I 'southern Pine SS 8-10

Southern Pine #1 8-8

I Southern Pine #2 8-6 Southern Pine #3 6-7

Spruce-Pine-Fir SS 8-4

Spruce-Pine-Fir #1 8-1

Spruce-Pine-Fir #2 8-1

I I Spruce-Pine-Fir #3 I 6-2 Check sources for availahility of lumber in lengths greater than 20 feet.

TABLE 2308.8(2)-continued FLOOR JOIST SPANS FOR COMMON LUMBER SPECIES (Residential Living Areas, Live Load = 40 psf, [J11 = 360)

DEAD LOAD = 10 pst ! 2x8 I 2x10 2x12 2x6

Maximum floor joist spans (ft. - in.) ~ft.-in~ ~ft. -in~ ~ft. - in.}

12-10 I 16-4 I

19-10

I 9-8

12-4 I

15-0 17-5 8-10

11-6 14-1 16-3 i 8-3

8-8 10-7 12-4 6-3

12-1 15-5 18-9 9-2

11-10 14-8 17-0 8-8

11-3 13-10 16-1 8-2

8-8 10-7 12-4 6-3

12-7 16-0 19-6 9-6

I 12-4 15-9 19-2 9-4 12 -1 14-8 17-2

I 8-8

9-5 I 11-1 13-2 6-9 I

11-10 15-1 18-4

I 9-0

11-6 14-1

I 16-3 8-3

I 11-6 14-1 16-3 8-3 I

8-8 10-7 12-4 I 6-3

I 11-11 15-2

I 18-5 9-0

11-0 13-5 15-7 7-11

10-3 I 12-7 14-7

.I 7-5

7-9 9-6 11-0 5-7

11-3 14-4 17-5 I

8-6

10-9 13-1 15-2 7-9

10-2 12-5 14-4 7-4

7-9 9-6 11-0 5-7 I

11-8 14-11 18-1 8-10

11-5 14-7 17-5

I 8-8

11-0 13-1 15-5 7-9

8-5 9-11 11-10 6-0

11-0 14-0 17-0 8-4 I

10-3 12-7 14-7 7-5

10-3

I 12-7 14-7 7-5

7-9 9-6 11-0 ___ L ___ .22. - - --

For SIc 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47_8 N/m'. a. End bearing length shaH be -increased to 2 inches.

DEAD LOAD - 20 pst I 2x8 2x10

~ft. - in,) _(ft. - in.)

12-10 16-4

11-3 13-8

10-6 12-10

7-11 9-8

12-1 15-5

10-11 13-4

10-4 12-8

7-11 9-8

I 12-7 16-0

12-4 14-11

11-3 13-5

8-7 I

10-1

11-10 15-1

10-6 12-10

I 10-6 12-10

I 7-11 9-8

I I

11-11 14-9 I

I 10-0 12-3

I 9-5 11-6

7-1 8-8

11-3 14-4

9-9 11-11

9-3 11-4

I 7-1 8-8 I

I 11-8 14-11

11-3 I 13-4 10-0

I 12-0

7-8 9-1

11-0 I 13-8

I 9-5 11-6

9-5 11-6

7-1 8-8

2x12

. (ft. - in.)

19-2

IS-II

14-10

11-3

i 18-9

15-6

14-8

11-3

19-6

17-9

15-8

12-1

I 17-9

14-10

11-3

17-1

14-3

13-4

10-1

16-10"

13-10

13-1

10-1

18-1

15-11

14-0

10-9

I 15-11

13-4

I 13-4

10-1

I I I

:::E o o c

2308.8.3 Framing around openings. Trimmer and header joists shall be doubled, or of lumber of equivalent cross sec- tion, where the span of the header exceeds 4 feet(1219 mm), The ends of header joists more than 6 feet (1829 mm) long shall be supported by framing anchors or joist hangers unless bearing on a beam, partition or wall, Tail joists over 12 feet (3658 mm) long shall be supported at the header by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm),

2308.8.4 Supporting bearing partitions. Bearing parti- tions parallel to joists shall be supported on beams, girders, doubled joists, walls or other bearing partitions, Bearing partitions perpendicular to joists shall not be offset from supporting girders, walls or partitions more than the joist depth unless such joists are of sufficient size to carry the additional load,

2308.8.5 Lateral support. Floor, attic and roof framing with a nominal depth-to-thickness ratio greater than or equal to 5: 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: 1, there shall be one line of bridging for each 8 feet (2438 mm) of span, unless both edges of the member are held in line, The bridging shall consist of not less than I-inch by 3-inch (25 mm by 76 mm) lumber, double nailed at each end, of equivalent metal bracing of equal 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 other- wise provided,

2308.8.6 Structural floor sheathing. Structural floor sheathing shall comply with the provisions of Section 2304,7,1.

2308.8.7 Under-floor ventilation. For under-floor ventila- tion, see Section 1203,3,

2308.9 Wall framing.

2308.9.1 Size, height and spacing. The size, height and spacing of studs shall be in accordance with Table 2308,9,1 except that utility-grade studs shall not be spaced more than 16 inches (406 mm) o,c" or support more than a roof and

WOOD

ceiling, or exceed 8 feet (2438 mm) in height for exterior walls and load-bearing walls or 10 feet (3048 mm) for inte- rior nonload-bearing walls.

2308.9.2 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.

Exception: At corners, two studs are permitted, provided wood spacers or backup cleats of 3fs-inch-thick (9.5 mm) wood structural panel, 3/s-inch (9,5 mm) Type M "Exterior Glue" particleboard, l-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 ratings or shear values are involved, wood spacers, backup cleats or other devices shall not be used unless specifically approved for such use,

2308.9.2.1 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 offset at least 48 inches (1219 mm), and shall be nailed with not less than eight 16d face nails on each side of the joint. Plates shall be a nominal 2 inches (51 mm) in depth and have a width at least equal to the width of the studs,

Exception: A single top plate is permitted, provided the plate is adequately tied at joints, corners and inter- secting walls by at least the equivalent of 3-inch by 6-inch (76 mm by 152 mm) by 0,036-inch-thick (0,914 mm) galvanized steel that is nailed to each wall or segment of wall by six 8d nails or equivalent, pro- vided the rafters,joists or trusses are centered over the studs with a tolerance of no more than 1 inch (25 mm),

2308.9.2.2 Top plates for studs spaced at 24 inches (610 mm). Where bearing studs are spaced at 24-inch (610 mm) intervals and 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 where the floor joists, floor trusses or roof trusses that they support are spaced at more than 16-inch (406 mm) intervals, such

TABLE 2308.9.1 SIZE, HEIGHT AND SPACING OF WOOD STUDS

---

BEARING WALLS NONBEARING WALLS

;r: ------Laterally unsupported Supporting one Supporting two floors, stud height" Supporting roof floor, roof roof (feet) and ceiling only__ and ceiling and ceiling ----- Laterally unsupported

STUD SIZE Spacing stud height" Spacing ~~heS) (inches) - (feet) (inche_s) __

2 X 3b - - - 10 16 --j-------

r-----_2 X 4 _ 10 24 16 - 14 24 ------------------ 3x4 10 24 24 16 14 24

--------

2x5 10 24 24 - 16 24

2x6 10 24 24 16 20 24 __ L--__

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.

2006 INTERNATIONAL BUILDING CODE® 459

WOOD

joists or trusses shall bear within 5 inches (127 mm) of the studs beneath or a third plate shall be installed.

2308.9.2.3 Nonbearing walls and partitions. In nonbearing walls and partitions, studs shall be spaced not more than 28 inches (711 mm) o.c. and are permitted to be set with the long dimension parallel to the wall. Inte- rior nonbearing partitions shall be capped with no less than a single top plate installed to provide overlapping at corners and at intersections with other walls and parti- tions. The plate shall be continuously tied at joints by solid blocking at least 16 inches (406 mm) in length and equal in size to the plate or by I/2-inch by 1

I/ 2-inch (12.7 mm by 38 mm) metal ties with spliced sections fastened with two 16d nails on each side of the joint.

2308.9.2.4 Plates or sills. Studs shall have full bearing on a plate or sill not less than 2 inches (51 mm) in thick- ness having a width not less than that of the wall studs.

2308.9.3 Bracing. Braced wall lines shall consist of braced wall panels that meet the requirements for location, type and amount of bracing as shown in Figure 2308.9.3, specified in Table 2308.9.3(1) and are in line or offset from each other by not more than 4 feet (1219 mm). Braced wall panels shall start not more than 12 I/ 2-feet (3810 mm) from each end of a braced wall line. Braced wall panels shall be clearly indi- cated on the plans. Construction of braced wall panels shall be by one of the following methods:

1. Nominal I-inch by 4-inch (25 mm by 102 mm) con- tinuous diagonal braces let into top and bottom plates and intervening studs, placed at an angle not more than 60 degrees (1.0 rad) orless than 45 degrees (0.79 rad) from the horizontal and attached to the framing in conformance with Table 2304.9.1.

2. Wood boards of Sis inch (15.9 mm) net minimum thickness applied diagonally on studs spaced not over 24 inches (610 mm) o.c.

460

3. Wood structural panel sheathing with a thickness not less than 5/ 16 inch (7.9 mm) for a 16-inch (406 mm) stud spacing and not less than 3fs inch (9.5 mm) for a 24-inch (610 mm) stud spacing in accordance with Tables 2308.9.3(2) and 2308.9.3(3).

4. Fiberboard sheathing panels not less than 1/2 inch (12.7 mm) thick applied vertically or horizontally on studs spaced not over 16 inches (406 mm) o.c. where installed with fasteners in accordance with Section 2306.4.4 and Table 2306.4.4.

5. Gypsum board [sheathing I/2-inch-thick (12.7 mm) by 4-feet-wide (1219 mm) wallboard or veneer basel on studs spaced not over 24 inches (610 mm) o.c. and nailed at 7 inches (178 mm) o.c. with nails as required by Table 2306.4.5.

6. Particleboard wall sheathing panels where installed in accordance with Table 2308.9.3(4).

7. Portland cement plaster on studs spaced 16 inches (406 mm) o.c. installed in accordance with Section 2510.

8. Hardboard panel siding where installed in accordance with Section 2303.1.6 and Table 2308.9.3(5).

For Clipple wall bracing, see Section 2308.9.4.1. For Methods 2, 3, 4, 6, 7 and 8, each panel must be at least 48 inches (1219 mm) in length, covering three stud spaces where studs are spaced 16 inches (406 mm) apart and cover- ing two stud spaces where studs are spaced 24 inches (610 mm) apart.

For Method 5, each panel must be at least 96 inches (2438 mm) in length where applied to one face of a panel and 48 inches (1219 mm) where applied to both faces.

All vertical joints of panel sheathing shall occur over studs and adjacent panel joints shall be nailed to common framing members. Horizontal joints shall occur over block- ing or other framing equal in size to the studding except where waived by the installation requirements for the spe- cific sheathing materials.

Sole plates shall be nailed to the floor framing and top plates shall be connected to the framing above in accordance with Section 2308.3.2. Where joists are perpendicular to braced wall lines above, blocking shall be provided under and in line with the braced wall panels.

2308.9.3.1 Alternative bracing. Any bracing required by Section 2308.9.3 is permitted to be replaced by the following:

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 3fs-inch-minimum-thickness (9.5 mm) wood struc- tural panel sheathing nailed with 8d common or gal- vanized box nails in accordance with Table 2304.9.1 and blocked at wood structural panel edges. Two anchor bolts installed in accordance with Section 2308.6 shall be provided in each panel. Anchor bolts shall be placed at each panel outside quarter points. Each panel end stud shall have a tie-down device fastened to the foundation, capable of providing an approved uplift capacity of not less than 1,800 pounds (8006 N). The tie-down device shall be installed in accordance with the manufac- turer's recommendations. The panels shall be sup- ported directly on a foundation or on floor framing supported directly on a foundation that is continu- ous 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 15 inches (381 mm) with the reinforcement required in the continuous foundation located directly under the braced wall line.

2006 INTERNATIONAL BUILDING CODE@

2. In the first story of two-story buildings, each wall panel shall be braced in accordance with Section 2308.9.3.1, Item 1, except that 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 not be less than 3,000 pounds (13 344 N).

2308.9.3.2 Alternate bracing wall panel adjacent to a door or window opening. Any bracing required by Sec- tion 2308.9.3 is permitted to be replaced by the following when used adjacent to a door or window opening with a full-length header:

1. 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 sheathing nailed with 8d common or galvanized box nails in accordance with Figure 2308.9.3.2. The wood structural panel sheathing shall extend up over the solid sawn or glued-laminated header and shall be nailed in accordance with Figure 2308.9.3.2. A built~up header consisting of at least two 2 x 12s and fas- tened in accordance with Item 24 of Table 2304.9.1 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 sheath- ing. 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 sheath- ing. One anchor bolt not less than 5/8 inch (15.9 mm) diameter and installed in accordance with Section 2308.6 shall be provided in the center of each sill plate. The studs at each end of the panel shall have a tie-down device fastened to the foun- dation with an uplift capacity of not less than 4,200 pounds (18 480 N).

Where a panel is located on one side of the open- ing, 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 tie-down device fastened to the foundation with an uplift capacity of not less than 1,000 pounds (4400 N).

The tie-down devices shall be an embedded strap type, installed in accordance with the manu- facturer's recommendations. The panels shall be supported directly on a foundation that is continu- ous across the entire length of the braced wall line.

2006 INTERNATIONAL BUILDING CODE®

WOOD

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 reinforcement required in the continuous founda- tion located directly under the braced wall line.

2. In the first story of two-story buildings, each wall panel shall be braced in accordance with Item 1 above, except that each panel shall have a length of not less than 24 inches (610 mm).

2308.9.4 Cripple walls. Foundation cripple walls shall be framed of studs not less in size than the studding above with a minimum length of 14 inches (356 mm), 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.

2308.9.4.1 Bracing. For the purposes of this section, cripple walls having a stud height exceeding 14 inches (356 mm) shall be considered a story and shall be braced in accordance with Table 2308.9 .3( 1) for Seismic Design Category A, B or C. See Section 2308.12.4 for Seismic Design Category D or E.

2308.9.4.2 Nailing of bracing. Spacing of edge nailing for required wall bracing shall not exceed 6 inches (152 mm) o.c. 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 brac- ing material used:

2308.9.5 Openings in exterior walls.

2308.9.5.1 Headers. Headers shall be provided over each opening in exterior-bearing walls. The spans in Table 2308.9.5 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 2308.9.5 and nailed together in accordance with Table 2304.9.1 or of solid lumber of equivalent size.

2308.9.5.2 Header support. Wall studs shall support the ends of the header in accordance with Table 2308.9.5. Each end of a lintel or header shall have a length of bear- ing of not less than 11/2 inches (38 mm) for the full width of the lintel.

2308.9.6 Openings in interior bearing partitions. Head- ers shall be provided over each opening in interior bearing partitions as required in Section 2308.9.5. The spans in Table 2308.9.6 are permitted to be used. Wall studs shall III support the ends of the header in accordance with Table 2308.9.5 or 2308.9.6, as appropriate.

461

~ ----------------------------~

WOOD

SEISMIC DESIGN CATEGORY

A, Band C MAXIMUM WALL SPACING (feet) __ -+ __ -,-R=E-=Qc::.:UI.:...cR=ED=-=BRACI~ LENGTH, b

UP TO 4'·0" OFFSET ALLOWED IN BRACED WALL LINE

12' 6" MAX TO FIRST BRACED WALL PANEL

BRACED WALL LINE NO.3

BRACED WALL LINE NO.1

EXTERIOR BRACED WALL f'ANELSARE IN ONE PLANE VERTICALLY EXCEPT AS PROVIDED FOR IN SECTION 2308.12.6

NOTES:

BRACED WALL LINE NO.2

P) SUM OF BRACED WALL PANEL LENGTHS FOR BRACED WALL LINE NO.1 ="A" "13" + "C"

BRACED WALL LINE NO.4

BRACED WALL LINE X

BRACED WALL PANELS

BRACED WALL UNEY

BRACED WALL LINE NO.2 DOES NOT NEED TO ALIGN WITH NO.3 AS LONG AS IT HAS A BRACED WALL PANEL AT EACH END

UPTO 4'·0" OFFSET ALLOWED IN BRACED WALL LINE

CONTINUOUS FOUNDATION AND BRACED CRIPPLE WALL RECOMMENDED LINDER LOWER STORY BRACED WALL PANELS

BRACED WALL PANELS b

BRACED PANEL ABOVE MAY EXTEND UP TO 1'·0" OVER WINDOW OR DOOR BElOW

For SI: 1 foot = 304.8 mm.

FIGURE 23013.9.3 BASIC COMPONENTS OF THE LATERAL BRACING SYSTEM

462 2006 INTERNATIONAL BUILDING CODE@

WOOD

EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)

MAX. HEIGHT

10'

EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PANEL)

MIN. 3' X 11.25" NET HEADER I ~ ~ ~ l~ ~----------------------: ;)"'··'!I{iJ.·. ,........------6' TO 18'~

! i ~, ; "i "l'~ FASTEN TOP PLATE TO HEADER WITH TWO .~ iH . '\ "" ii" ROWS OF 160 SINKER NAILS AT 3" O,C. TYP. 1000LB/

STRAP ", "",.I, ": h •• 1 1~1.

··1 j·l- .,! I-I" n! i ..

\.[. 1+ 1:1:

1000 LB STRAP OPPOSITE SHEATHING

~ FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATIERN AS SHOWN AND 3" O.C, IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP,

___ . MIN. WIDTH ~ 16" FOR ONE STORY STRUCTURES

MIN. WIDTH ~ 24" FOR USE IN THE FIRST OF TWO STORY STRUCTURES

-- 3/8" MIN. THICKNESS WOOD STRUCTURAL PANEL SHEATHING

MIN, /--- DOUBLE

2x4 POST

~;;=o- MIN. 4200 LB TIE·DOWN DEVICE (EMBEDDED INTO CONCRETE AND NAILED INTO FRAMING)

--- SEE SECTION 2308.9.3,2

For SI: 1 foot = 304.8 mm; 1 inch = 25.4 mm; 1 pound = 4.448 N.

FIGURE 2308.9.3.2

r t:: .. : 1:11 S ri .... \· t===:::::;jji~llf-::-:" :~;~~~:,

TYPICAL PORTAL -- 'k, ij' FRAME :;i' I.j:

CONSTRUCTION "I 14' i'i'

FOR A PANEL SPLICE \ "',' i •• j (IF NEEDED), PANEL "j \.1'1 ij'

EDGES SHALL BE 'Ihi. Ii f. BLOCKED, AND OCCUR,' 1 WITHIN 24" OF MID· : t. ,i'j,1

H~~;'~H~~~H~~:T~ ,.!"'!i' FRAMING NAILING IS ::: It

REQUIRED, 1·1·

~i~~;,!~i~~ :.l.1 ~'!l':'" MIN, 1000 LBb 1:1:

::"'::J": ___ J,;t,_rlTf;J~

ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING

TABLE 2308.9.3(1) BRACED WALL PANELS'

. .... ------~'----~'--------'-~-.-,---------

CONSTRUCTION METHODSb,c SEISMIC DESIGN --- BRACED PANEL LOCATION

CATEGORY CONDITION 1 2 3 4 5 6 7 8 AND LENGTHd . \-' --

One story, top of two or X X X X X X

three story Located in accordance with

AandB First story of two story or X X X X X X

Section 2308.9.3 and not second story of three story more than 25 feet on center. f---------~- ---

First story of three story X X X xe X X X .. f--------

One story or top of two Located in accordance with

X X X X X X Section 2308.9.3 and not story more than 25 feet on center.

Located in accordance with C Section 2308.9.3 and not

First story of two story X X xe X X X more than 25 feet on center, but total length shall not be less than 25% of building

~------- Ilengthl ,

For SI: linch = 25.4 mm, 1 foot = 304.8 mm. a, This table specifies minimum requirements for hraced panels that form interior or exterior braced wall lines. b. See Section 2308.9.3 for full description. c. See Sections 2308.9.3.1 and 2308.9.3.2 for alternative braced panel requirements. d. Building length is the dimension parallel to the braced wall length. e. Gypsum wallboard applied to framing supports that are spaced at 16 inches on center f. The required lengths shall be doubled for gypsum board applied to only one face of a braced wall paneL

2006 INTERNATIONAL BUILDING CODE® 463

jiP ~-.

WOOD

---------------

MINIMUM THICKNESS'

TABLE 2308.9.3(2) EXPOSED PLYWOOD PANEL SIDING

-----,-----------------------

MINIMUM NUMBER OF PLIES

STUD SPACING (inches)

Plywood siding applied directly to studs or over

f-----------"-------------+------------------- ------j------'------------------_.J

4 24

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 perpendicularto studs or over one of the following: (l) I-inch board sheathing, (2) 7/16

-inch wood structural panel sheathing or (3) 3/cinch wood structural panel sheathing with strength axis (which is the long direction ofthe panel unless otherwise marked) of sheathing perpendicular to studs.

TABLE 2308.9.3(3) WOOD STRUCTURAL PANEL WALL SHEATHING b

(Not E.>:posed to the Weather, Strength ~~i~ Parallel or Perpendicular to Studs Except as Indicat,:d Below) ___ _ ----'---

STUD SPACING

Nailable sheathing f----------------- --.. ---------

PANEL SPAN RATING nailed to studs MINIMUM THICKNESS

(inch) Sheathing parallel to studs Sheathing perpendicular to studs --f--------------I------------------j---_ .. ----------

1210, 1610, 2010 Wall-16" o.c.

16 16 ----j------------- -----------+---------------+---------------------1

For SI: 1 inch = 25.4 mm.

16/0,2010,24/0,32/16 Wall-24" o.c.

--------------

24/0,24/16,32/16 Wall-24" o.c.

24 16

24 24" '--______ .. _______ L ______________ -L-___________________ _

a. Plywood shall consist of four or more plies. b. Blocking of horizontal joints shall not be required except as specified in Sections 2306.4 and 2308.12.4.

TABLE 2308.9.3(4) ALLOWABLE SPANS FOR PARTICLEBOARD WALL SHEATHING

(Not Exposed !o the Weather, Lon~ Dimension ()!..!_he Panel Parallel or Perpendicular to Stud~) __________ ,

STUD SPACING

THICKNESS Siding nailed Sheathing under coverings specified in GRADE ___ + ____ --'-___ : _____ I ______ t_o_s_tu_d __ s _____ --t _____ Section 2308.9.3 parallel or per"pen_d_ic_u_la_r to ~t_U_d_S ____ -i

M-S "Exterior Glue" and M-2"Exterior Glue"

For SI: 1 inch = 25.4 mm.

464

-----------

2006 INTERNATIONAL BUILDING CODE®

WOOD

TABLE 2308.9.3(5) HARDBOARD SIDING

MINIMUM NOMINAL NAIL SPACING THICKNESS 2 x 4 FRAMING

SIDING _--,-____ (in_c_h"-). MAXIMUM S::.:P~A..:.:C:..::IN~G~~=.=._---L. _____ --=G::.::e=ne==r.=al:"""' ____ L--___ -==::::::'::~:"'-------------1

16" O.c. 16" O.c. Not

d 24 " 6d 6" o.c. edges; 4" o.c. edges;

Direct to stu soc ____ +-________ +-______ ·_· __ + ____ 1_1_2_"_0 ..... c __ ._a __ t _in_te_r_m_e_d_ia_te __ .. = __ ._+-8" o.c. at interJ?::lediate ~llpports

4" o.c. edges; .t o.c. at intermediate supports Over sheathing 24" o.C. 8d

6" o.c. edges; 12" o.c. at intermediate supports

3. Shiplap_ edge panel siding

Direct to studs 16" O.c. 6" o.c. edges; 4" o.c. edges; 12" o.c. at intermediate supports

------+------------+-----------1-----· __ ·+--- 8" o.c. at intermediate supports

Over sheathing 16" o.C.

For SI: 1 inch:o 25.4 mm. a. Nails shall be corrosion resistant. b. Minimum acceptable nail dimensions:

~ . Panel Siding Lap Siding

. _____ -+-__ .~(_in_c_h_'_)_ (inch)

Shank diameter 0.092.-1--.. 0.099 --

Head diameter 0.225 0.240 _. __ .. c. Where used to comply with Section 2308.9.3. d. Nail length must accommodate the sheathing and penetrate framing 11/2 inches.

2308.9.7 Openings in interior nonbearing partitions. Openings in nonbearing partitions are permitted to be framed with single studs and headers. Each end of a lintel or header shall have a length of bearing of not less than 11/2 inches (38 mm) for the full width of the lintel.

2308.9.8 Pipes in walls. Stud partitions containing plumb- ing, heating or other pipes shall be so framed and the joists underneath so spaced as to give proper clearance for the pip- ing. Where a partition containing such piping runs parallel to the floor joists, the joists underneath such partitions shall be doubled and spaced to permit the passage of such pipes and shall be bridged. Where plumbing, heating or other pipes are placed in or partly in a partition, necessitating the cutting of the soles or plates, a metal tie not less than 0.058 inch (1.47 mm) (16 galvanized gage) and P/2 inches (38 mm) wide shall be fastened to each plate across and to each side of the opening with not less than six 16d nails.

2308.9.9 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 having a height-to-Ieast-thickness ratio exceeding 50 shall have bridging 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 frequency such that no stud so braced shall have a height-to-Ieast-thickness ratio exceed- ing 50 with the height of the stud measured between hori-

2006 INTERNATIONAL BUILDING CODE®

6" o.c. edges; 4" o.c. edges; 12" o.C. At intermediate 8" o.c. at intermediate

zontal framing and bridging or between bridging, which- ever is greater.

2308.9.10 Cutting and notching. In exterior walls and bearing partitions, any wood stud is permitted to be cut or notched to a depth not exceeding 25 percent of its width. Cutting or notching of studs to a depth not greater than 40 percent of the width of the stud is permitted in nonbearing partitions supporting no loads other than the weight of the partition.

2308.9.11 Bored holes. A hole not greater in diameter than 40 percent of the stud width is permitted to be bored in any wood stud. Bored holes not greater than 60 percent of the width of the stud 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 case shall the edge of the bored hole be nearer than s/s 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.

2308.10 Roof and ceiling framing. The framing details required in this section apply to roofs having a minimum slope of three units veltical in 12 units horizontal (25-percent slope) or greater. 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.

465

•

""" Q) Q)

N o o Q)

Z -I m :0 Z » -I o Z » r OJ c r= Q z G> (") o o m

TABLE 2308.9.5 HEADER AND GIRDER SPANSa FOR EXTERIOR BEARING WALLS

(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and Required Number of Jack Studs)

r-- . --- ~ GROUND SNOW LOAD (psf)e I I ___ _ [-- -- ----~ .. -.- 30 I 50

I Building width" (feet) 20 28 I 36 I 20 I 28 HEADERS I SUPPORTING SIZE Span NJd Span NJd Span NJd Span NJd Span

I 2-2x4 3-6 1 3-2 1 2-10 I I 3-2 I 2-9 2-2 x 6 \ 5-5 i I 4-8 I , 4-2 1 I 4-8 , I \ 4-1

, 2-2 x 8 6-10 I 5-11 2 5-4 2 5-11 2 5-2

2-2 x 10 8-5 2 7-3 I 2 I 6-6 2 7-3 2 6-3 2-2 x 12 i 9-9 i 2 8-5 2 I 7-6 i 2 8-5 I 2 7-3

Roof & Ceiling 3-2x 8 8-4 I 7-5 I I 6-8 1 7-5 1 6-5 I I j I 3-2x 10 10-6 1 9-1 2 8-2 2 9-1 2 7-10

I 3-2x 12 12-2 I 2 I 10-7 I 2 I 9-5 i 2 I 10-7 2 i 9-2 I 4-2 x 8 9-2 1 8-4 1 7-8 I I i 8-4 I 1 7-5

4-2 x 10 11-8 I I 10-6 1 9-5 I 2 10-6 I I 9-1 I I , 4-2 x 12 14-1 1 12-2 I 2 10-11 2 I 12-2 i 2 I 10-7 2-2 x4 3-1 I 1 2-9 I 2-5 I 2-9 I 1 2-5 I 2-2 x6 I 4-6 1 I 4-0 I 3-7 2 4-1 1 3-7 2-2 x 8 5-9 2 5-0

I 2 4-6 I 2 I 5-2 2 i 4-6 I I

I i 2-2 x 10 7-0 2 6-2 2 5-6 2 6-4 I 2 .1 5-6 2 7-1 2 6-5 7-4 I 2 6-5 \ 2-2x 12 8-1 2 i

Roof, Ceiling & I 3-2 x 8 7-2 1 6-3 2 5-8 2 I 6-5 2 I 5-8

Center-Bearing Floor I I 3-2 x 10 8-9 2 7-8 2 6-11 2 7-11 2 6-11

3-2x 12 10-2 2 8-11 2 8-0 2 I 9-2 2 I 8-0 I 4-2 x 8 8-1 1 7-3 I 1 I 6-7 1 7-5 I I i 6-6 I I 4-2 x 10 10-1 I 8-10 2 8-0 I 2 9-1 2 8-0 ! 4-2 x 12 11-9 2 , 10-3 2 9-3 2 10-7 2 9-3 ,

2-2x4 2-8 I 2-4 I 2-1 I 2-7 i 1 i 2-3 I 2-2 x6 i 3-11 1 3-5 2 3-0 2 3-10 2 3-4

I 2-2x 8 I 5-0 2 4-4 2 3-10 2 4-10 I 2 4-2 2-2 x 10 6-1 2 5-3 I 2 4-8 2 5-11 2 5-1 I 2-2x 12 I 7-1 I 2 6-1 I 3 5-5 3 6-10 I 2 5-11

Roof, Ceiling & J Clear I I Span Floor 3-2x 8 6-3 2 5-5 2 I 4-10 2 6-1 2 5-3 I I I I 3-2 x 10 7-7 2 , 6-7 2 5-11 2 7-5 2 6-5

3-2 x 12 8-10 2 7-8 2 6-10 2 8-7 2 7-5

4-2x 8 7-2 1 6-3 2 5-7 2 7-0 1 J 6-1

I 4-2 x 10 8-9 2 7-7 2 6-10 2 I 8-7 2 7-5 I I I I I I I I I 4-2 x 12 10-2 2 I 8-10 2 7-11 2 9-11 2 8-7 (continued)

I NJd Span

1 2-6

I 3-8

2 4-7

2 I 5-7 2 , 6-6 2 5-9

2 I

7-0

2 8-2

1 6-8

2 8-2

2 I 9-5 I 2-2

2 3-3

2 4-1

2 5-0

2 I

5-9

2 5-1

2 6-3

2 7-3

I 5-11

2 7-2

2 8-4

1 2-0

2 i 3-0

2 3-9

2 I 4-7 3 5-4

2 I

4-8

2 5-9

2 6-8

2 5-5

2 6-7

2 7-8

I i

I I

NJd

:lE o o o

"J ;k".i

I\J o o m

Z -i m JJ z J> -i o Z J> r m c j= 2 z G)

(") o C m

-l'> m --.I

TABLE 2308.9.5-continued HEADER AND GIRDER SPANSa FOR EXTERIOR BEARING WALLS

(Maximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and Required Number of Jack Studs)

I GROUND SNOW LOAD (pst)'

30 I 50 I

Building width' (teet)

20 28 36 20 28 36 HEADERS

I SUPPORTING SIZE Span NJ' Span NJ' Span NJ' Span NJ' Span NJ' Span NJ' 2-2x4

, 2-7 I 1 2-3 1 I 2-0 I 1 2-6 1 I 2-2 i 1 1-11 1

2-2 x6 I

3-9 2 3-3 2 2-11 2 3-8 2 3-2 2 I 2-10 I 2

2-2x 8 4-9 2 4-2 2 3-9 I 2 I 4-7 2 4-0 I 2 3-8 2 I 2-2 x 10 5-9 i 2 5-1 2 I 4-7 3 5-8 2 I 4-11 2 4-5 3

I 2-2 x 12 I 6-8 I 2 5-10 3 I 5-3 I 3 I 6-6 2 5-9 3 5-2 3 Roof, Ceiling & 2 I i Center-Bearing 3-2x 8 5-11 2 I 5-2 2 I 4-8 2 5-9 2 5-1 2 4-7 I 2 I

Floors 3-2 x 10

I 7-3 I 2 6-4 2 5-8 2 I 7-1 2 6-2 2 5-7 2 I

3-2x 12 8-5 2 7-4 2 6-7 2 i 8-2 2 I 7-2 I 2 6-5 3 I I I

, 4-2 x 8 I 6-10 1 6-0 2 5-5 2 6-8 1 5-10 2 5-3 2

I 4-2 x 10 8-4 2 7-4 2 6-7 2 8-2 2 7-2 2 6-5 2

I I

4-2 x 12 9-8 2 8-6 2 7-8 , 2 9-5 2 8-3 I 2 7-5 2

I 2-2 x4 2-1 1 1-8 1 1-6 2 2-0 1 1-8 1 1-5 2

I 2-2 x6 3-1 2 2-8 2 I 2-4 2 I 3-0 I 2 I 2-7 2 2-3 2 I 2-2 x8 I 3-10 J 2 1 3-4 2 3-0 3 I 3-10 2 3-4 2 i 2-11 3

2-2 x 10 4-9 I 2 I 4-1 3 3-8 3 4-8 j 2 4-0 3 I 3-7 3 2-2 x 12 I 5-6 3 4-9 3 4-3 3 I 5-5 I 3 I 4-8 3 4-2 3

Roof, Ceiling & 2 3-2 x8 I, 4-10 I 2 I 4-2 2 3-9 I 2 4-9 2 4-1 2 3-8 i 2 Clear Span Floors

I I

I 3-2 x 10 5-11 2 5-1 2 4-7 3 5-10 2 5-0 2 I 4-6 3

I 3-2x 12 6-10 2 5-11 3 5-4 3 6-9 2 I 5-10 3 5-3 3 I

i !

J 4-2 x 8 I 5-7 2 4-10 2 4-4 2 5-6 2 4-9 2 4-3 2 I 4-2 x 10 6-10 2 5-11 2 5-3 I 2 I 6-9 i I 2 I 5-10 I 2 5-2 2 I I I I I I I

I I 4-2 x 12 7-11 2 6-10 . I 2 I 6-2 I 3 7-9 I 2 6-9 2 6-0 I 3 For SIc 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m2 a. Spans are given in feet and inches (ft-in). b. Tabulated valucs are for No.2 grade lumber. c. Building width is measured perpendicular to the ridge. For widths between those shown, spans are permitted to be interpolated. d. NJ - Numher of jack studs required to support each cnd. v,'here the number of required jack studs equals one, the header is permitted to he snpportcd by an approved framing anchor attached to the full-height wall

stud and to the header. e. Use 30 pounds per square foot ground snow load for cases in which ground snow load is less than 30 pounds per square foot and the roof live load is equal to or less than 20 pounds per square foot.

:lE o o c

WOOD

TABLE 2308.9.6 HEADER AND GIRDER SPANsa FOR INTERIOR BEARING WALLS

___ (M_~ximum Spans for Douglas Fir-Larch, Hem-Fir, Southern Pine and Spruce-Pine-Firb and Bequired Number of Jack Studs)

HEADERS AND GIRDERS SUPPORTING SIZE

r-__________ ,-__ B_U_IL_D_I_N_G_W_I_DT_H_C_{_fe_et_l _,-____ -----------J 20 28 36:

1-------.--------4--------.-- ------t---------r---------------J Span NJd

---------------j-----------t-------- --------+------+ Span NJ d i

2-2 X 4

2-2 X 6

2-2 x 8

One Floor Only

4-2 x10 2

4-2 x12 11-9 1 10-2 2 2 -----------r---------------------------i-------j----------+------+--------4

2-2x4 2-2 1 1-10 1 1-7 1 r------------t------- ----------------+--------t-------+-------4

2-2 X 6 3-2 2 2-9 2 2-5 t----------- --------t--- ----j--------j----------j------------j------___j

2-2x8 4-1 2 3-6 2 3-2 2 1------------- ;--------f---------r-------------t--------4

2-2xlO 4-11 2 4-3 2 3-10 3 r-----------t------- ------ -------t--------I---------+-----4

2-2 x12 5-9 2 5-0 3 4-5 3

Two Floors 3-2x8 5-1 2 4-5 2 3-11 2 -------------------------+--------j------- --

3-2 xlO 6-2 2 5-4 2 4-10 2 ------------'-----------------------+------+---------1----

3-2 x12 7-2 2 6-3 2 5-7 3 ----+-------I----------t---------~-----___j

~2x8 &1 1 5~ 2 4-8 2 f------______ _ _____________ +-_______ +-_________ -+-________ -+ ____ -1

4-2 xlO 7-2 2 6-2 2 5-6 2 --r-------------------------+-------j------+------+-----

4-2 x12 8-4 2 7-2 2 6-5 2 _________ -L __________ ~ _____ L_ ______ L_ _________ ~ _______ L ______ -L _____ ~

For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. a. Spans are given in feet and inches (ft-in). b. Tabulated values are for No.2 grade lumber. c. Building width is measured perpendicular to the ridge. fur 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 headers are permitted to be supported by an

approved framing anchor attached to the full-height wall stud and to the header.

468 2006 INTERNATIONAL BUILDING CODE@

WOOD

TABLE 2308.10.1 REQUIRED RATING OF APPROVED UPLIFT CONNECTORS (pounusr

BASIC WIND SPEED ROOF SPAN(feet)

OVERHANGS __ (3-second gust) 12 20 24 28 32 36 40 (flounds/feet)d

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

--~----. -- For Sl: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.61 km/hI; I pound = 0.454 Kg, 1 pound/foot = 14.5939 N/m, a. The uplift connection requirements are based on a 3D-foot mean roof height located in Exposure B. For Exposure CorD and for other mean roof heights, multiply

the above loads by the adjustment coefficients below.

Mean Roof Height (feet)

EXPOSURE 15 20 25 30 35 40 45 50 55 60 1----------f-------- --

1------ B 1.00 1.00 1.00 1.00 1.05 1.02_ r---1J-~ 1.16 1.19 1.2.L 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

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 multi- ply by 0.5 for framing spaced 12 inches on cente!:

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 projec- tion 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 6-2 of ASCE 7. Connection loads for connections located a dis- I tance of20 percent of the least horizontal dimension of the building from the corner of the building are permitted to be rednced 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 nplift connector is permitted to be reduced by 100 pounds for each full wall above. (For example, if a 500-ponnd rated connector is used on the roof framillg, a 400-pound rated connector is permitted at the mxt floor level down).

g. Interpolation is permitted for intermediate values of basic wind speeds 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.

2308.10.1 Wind uplift. Roof assemblies shall have rafter and truss ties to the wall below. Resultant uplift loads shall be transferred to the foundation using a continuous load path. The rafter or truss to wall connection shall comply with Tables 2304.9.1 and 2308.lO.1.

2308.10.2 Ceiling joist spans. Allowable spans for ceiling joists shall be in accordance with Table 2308.10.2(1) or 2308.10.2(2). For other grades and species, refer to the AF &PA Span Tables for Joists and Rafters.

2308.10.3 Rafter spans. Allowable spans for rafters shall be in accordance with Table 2308.lO.3(1), 2308.lO.3(2), 2308.10.3(3),2308.10.3(4),2308.10.3(5) or 2308.10.3(6). For other grades and species, refer to the AF &PA Span Tables for Joists and Rafters.

2308.10.4 Ceiling joist and rafter framing. Rafters shall be framed directly opposite each other at the ridge, There shall be a ridge board at least I-inch (25 mm) nominal thick- ness at ridges and not less in depth than the cut end of the raf- ter. At valleys and hips, there shall be a single valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of the rafter.

2308.10.4.1 Ceiling joist and rafter connections. Ceil- ingjoists and rafters shall be nailed to each other and the assembly shall be nailed to the top wall plate in accor- dance with Tables 2304.9.1 and 2308.10.1. Ceilingjoists shall be continuous or securely joined where they meet over interior partitions and fastened to adjacent rafters in accordance with Tables 2308.10.4.1 and 2304.9.1 to pro-

2006 INTERNATIONAL BUILDING CODE®

vide 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 pro- vide a continuous tie across the building, at a spacing of not more than 4 feet (1219 mm) o.c. The connections shall be in accordance with Tables 2308.10.4.1 and 2304.9.1, or connections of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not pro- vided at the top of the rafter support walls, the ridge formed by these rafters shall also be supported by a girder conforming to Section 2308.4.

Rafter ties shall be spaced not more than 4 feet (1219 mm) o.c. Rafter tie connections shall be based on the equivalent rafter spacing in Table 2308.10.4.1. Where raf- ter ties are spaced at 32 inches (813 mm) o.c., the number of 16d common nails shall be two times the number speci- fied for rafters spaced 16 inches (406 mm) o.c., with a minimum of 4-16d common nails where no snow loads are indicated. Where rafter ties are spaced at 48 inches (1219 mm) o.c., the number of 16d common nails shall be two times the number specified for rafters spaced 24 inches (610 mm) O.C., with a minimum of6-16d common nails where no snow loads are indicated. Rafter/ceiling joist connections and rafter/tie connections shall be of suf- ficient size and number to prevent splitting from nailing.

469

~ .. -----------------------------------

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I I I

I I

CEILING JOIST SPACING (inches)

SPECIES AND GRADE

I Douglas Fir-Larch

I Douglas Fir-Larch I Douglas Fir-Larch Douglas Fir-Larch

Hem-Fir

Southern Pine

Spruce-Pine-Fir

I Spruce-Pine-Fir

Spruce-Pine-Fir

Douglas Fir-Larch

Hem-Fir

I Hem-Fir I . Hem-Fir

Hem-Fir

Southern Piue

Southern Pine

I Southern Pine

Spruce-Pine-Fir

TABLE 2308.10.2(1) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics Without Storage, Live Load = 10 pounds psf, Utl = 240) DEAD LOAD = 5 pounds per square foot

2x4 I 2x6 2x8 Maximum ceiling joist spans

(fl.· in.) (fI.- in.) ~ft.-in.)

SS 13-2 I

20-S Note a i

#1 12-S 19-1l I Note a I I

#2 12-5 19-6 I 25-S

#3 10-10 15-10 20-1

SS 12-5 19-6 25-S

#1 12-2 I 19-1 I 25-2 #2 ll-7 18-2 i 24-0 #3 10-10 15-10 20-1

SS 12-ll 20-3 Note a

#1 12-8 19-1l I Note a #2 12-5 I 19-6 I 25-S I #3 11-6 17-0 21-8

SS 12-2 I

19-1 25-2 I

#1 I ll-IO lS-8 24-7

#2 11-10 18-8 24-7

#3 10-10 15-10 20-1

SS 11-11 18-9 24-8

#1 11-6 18-1 23-10

#2 11-3 I 17-8 23-0 #3 9-5 I 13-9 I 17-5 SS 11-3 17-8 23-4

#1 11-0 17-4 22-10

#2 10-6 I 16-6 21-9

#3 I 9-5 13-9 17-5

SS 11-9 18-5 24-3

#1 11-6 I IS-1 23-1 #2 11-3

I 17-8 23-4

#3 10-0 14-9 18-9

SS I 11-0 17-4 22-10 #1 10-9 16-11 22-4

#2 10-9 16-ll I 22-4 #3 9-5 13-9 I 17-5

( cont;nued)

I !

I I

---

2 x 10

(fl. -in.)

Note a

24-6

Note a

24-6

Note a

25-7

Note a

24-6

Note a

21-3

Note a

21-3

Note a

22-2

Note a

21-3

I !

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TABLE 2308.10.2(1 )-continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics Without Storage, Live Load = 10 pounds psf, Ut; = 240)

I DEAD LOAD - 5 Dounds oer SDuare foot I 2x4 L 2x6 i 2x8

CEILING JOIST SPACING I Maximum ceilina 'oist soans 'Cinches} SPECIES AND GRADE 1ft." in.l 1ft." in.l T 1ft." in.l

Douglas Fir-Larch SS 11-3 17-8 23-3

Douglas Fir-Larch #1 10-10 17-0 ! 22-5

I Douglas Fir-Larch #2 10-7 16-7 21-0 I Douglas Fir-Larch #3 I 8-7 12-6 15-10 I

Hem-Fir SS 10-7 16-8 21-11 I Hem-Fir #1 10-4 16-4 21-6 Hem-Fir #2 9-11 15-7 20-6

Hem-Fir #3 8-7 12-6 15-10 19.2

Southern Pine SS 11-0 17-4 22-10 "

Southern Pine #1 I 10-10 17-0 22-5

Southern Pine #2 10-7 16-8 21-11

Southern Pine #3 I 9-1 13-6 17-2 Spruce-Pine-Fir SS 10-4 16-4 21-6

Spruce-Pine-Fir #1 10-2 15-11 21-0

Spruce-Pine-Fir #2 10-2 15-11 21-0

Spruce-Pine-Fir #3 8-7 12-6 15-10

Douglas Fir-Larch SS 10-5 16-4 , 21-7 , Douglas Fir-Larch #1 10-0 15-9 20-1

Douglas Fir-Larch #2 9-10 14-10 18-9

Douglas Fir-Larch #3 7-8 11-2 I 14-2 I Hem-Fir SS 9-10 15-6 20-5

Hem-Fir #1 9-8 15-2 19-7

Hem-Fir #2 9-2 14-5 18-6

Hem-Fir #3 7-8 11-2 14-2 24

Southern Pine SS 10-3 16-1 21-2

Southern Pine #1 10-0 15-9 20-10

Southern Pine #2 9-10 15-6 20-1

I Southern Pine #3 8-2 12-0 15-4

Spruce-Pine-Fir SS 9-8 15-2 19-11

I Spruce-Pine-Fir #1 9-5 14-9 18-9

I Spruce-Pine-Fir #2 9-5 14-9 18-9

Spruce-Pine-Fir #3 7-8 __ ._1_ 11-2 14-2 - - -

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per sqlJarc foot = 47.R N/m'. a. Span exceeds 26 feet in length. Check sources for availahility of lumber in lengths greater than 20 feet.

2 x 10

1ft." in.l

Note a

25-8

19-5

Note a

25-3

19-5

Note a

20-3

Note a

25-8

19-5

Note a

24-6

22-11

17-4

Note a

23-11

22-7

17-4

Note a

23-11

18-1

25-5

22-11

17-4

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CEILING JOIST SPACING Cinches)

TABLE 2308.10.2(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics With Limited Storage, Live Load = 20 pounds per square foot, U/I.. = 240)

I DEAD LOAD - 10 p_ounds per square foot

2 x4 2x6 2x8 Maximum ceilina ·oist soans

SPECIES AND GRADE (ft. - in.) I (ft. - in.) (ft. -in.)

Douglas Fir-Larch SS 10-5 16-4 21-7

Douglas Fir-Larch #1 10-0 15-9 i 20-1 I Douglas Fir-Larch #2 I 9-10 14-10 18-9

Douglas Fir-Larch #3 7-8 11-2 14-2

Hem-Fir SS 9-10 15-6 20-5

Hem-Fir #1 9-8 15-2 19-7

I Hem-Fir #2 9-2 14-5 18-6 I Hem-Fir #3 7-8 11-2 14-2 Southern Pine SS 10-3 I 16-1 21-2 Southern Pine #1 10-0 15-9 20-10

Southern Pine #2 9-10 15-6 20-1 I

, Southern Pine #3 8-2 I 12-0 15-4 - Spruce-Pine-Fir SS 9-8 15-2 19-11

Spruce-Pine-Fir #1 9-5 14-9 18-9

Spruce-Pine-Fir #2 9-5 14-9 18-9

Spruce-Pine-Fir #3 7-8 11-2 14-2

Douglas Fir-Larch SS I 9-6 14-11 19-7

Douglas Fir-Larch #1 9-1 13-9 17-5

Douglas Fir-Larch #2 8-9 12-10 16-3 I

Douglas Fir-Larch #3 6-8 9-8 12-4

Hem-Fir SS 8-11 14-1 18-6

Hem-Fir #1 8-9 13-5 16-10

Hem-Fir #2 8-4 12-8 16-0

Hem-Fir #3 6-8 i 9-8 I 12-4

Southern Pine SS 9-4 14-7 19-3

Southern Pine #1 9-1 14-4 18-11

Southern Pine #2 8-11 13-6 17-5

Southern Pine #3 7-1 10-5 I 13-3 I

Spruce-Pine-Fir SS 8-9 13-9 18-1

Spruce-Pine-Fir #1 i 8-7 12-10 16-3

Spruce-Pine-Fir #2 8-7 12-10 16-3

Spruce:l'ine-Fir #3 I 6-8 --" 9-8 ~-- 12-4 - -_ .. _- -------- --- --- --- (continued)

2 x 10

(ft. - in.)

Note a

24-6

22-11

17-4

Note a

I 23-11

22-7

17-4

Note a

I 23-11 18-1

25-5

22-11

17-4

25-0

21-3

19-10

15-0

23-8

20-8

19-7

15-0

I 24-7 23-1

20-9

15-8

23-1

19-10

15-0 ---

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N o o 0>

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TABLE 230S.10.2(2)-continued CEILING JOIST SPANS FOR COMMON LUMBER SPECIES

(Uninhabitable Attics With Limited Storage, Live Load = 20 pounds per square foot, Uti = 240)

I I DEAD LOAD - 10 oounds oer sauare foot ,

I CEILING JOIST SPACING I 2x4 2x6 2x8 Maximum ceilina 'oist soans (inchesl SPECIES AND GRADE 1ft. - in.l 1ft. -in.l 1ft. - in.l

Douglas Fir-Larch SS 8-11 14-0 18-5

Douglas Fir-Larch #1 8-7 12-6 15-10

Douglas Fir-Larch #2 8-0 11-9 14-10

I Douglas Fir-Larch #3 I 6-1 8-10 ll-3

I Hem-Fir SS 8-5 13-3 17-5 Hem-Fir #1 8-3 12-3 15-6

Hem-Fir #2 7-10 I 11-7 14-8

Hem-Fir #3 6-1 8-10 11-3 19.2

Southern Pine SS 8-9 13-9 18-1

Southern Pine #1 8-7 13-6 17-9

Southern Pi ne #2 8-5 12-3 15-10

Southern Pine #3 6-5 9-6 12-1

I Spruce-Pine-Fir SS 8-3 12-11 17-1 ! Spruce-Pine-Fir #1 I 8-0 , 11-9 14-10

Spruce-Pirre-Fir #2 8-0 ll-9 14-10

Spruce-Pine-Fir #3 6-1 8-10 ll-3

Douglas Fir-Larch SS 8-3 13-0 17-1

Douglas Fir-Larch #1 , 7-8 11-2 14-2 Douglas Fir-Larch #2 7-2 10-6 13-3

Douglas !'ir-Larch #3 5-5 7-11 10-0

Hem-Fir SS 7-10 12-3 16-2

Hem-Fir #1 7-6 10-11 13-10

Hem-Fir #2 7-1 10-4 13-1

Hem-Fir #3 5-5 7-11 10-0 24

Southern Pine SS 8-1 12-9 16-10

Southern Pine #1 8-0 I 12-6 15-10 Southern Pine #2 7-8 11-0 14-2

Southern Pine #3 5-9 ! 8-6 10-10 Spruce-Pine-Fir SS 7-8 12-0 15-10

i Spruce-Pine-Fir #1 7-2 10-6 13-3

Spruce-Pine-Fir #2 I 7-2 10-6 13-3

Spruce-Pine-Fir ~ __ ~L ____ 5-5_ 7-ll 10-0 - -- - - -

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m'~ a. Span exceeds 26 feet in length. Check sources for availability of lumber in lengths greater than 20 feet.

2 x 10

1ft. - in.l

23-4

19-5

18-2

13-8

22-3

18-11

17-10

13-8

23-1

21-1

18-11

I 14-4

21-8 , 18-2

18-2

13-8

20-11

17-4

16-3

12-3

20-6

16-11

16-0

12-3

21-6

18-10

16-ll

12-10

19-5

16-3

I 16-3

I 12-3

, ,

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Z -I m :D Z

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RAFTER SPACING Cinches)

SPECIES AND GRADE

. Douglas Fir-Larch SS

Douglas Fir-Larch #1 I

i Douglas Fir-Larch #2 Douglas Fir-Larch #3

i Hem-Fir SS Hem-Fir #1

Hem-Fir #2

Hem-Fir #3

Southern Pine SS

Southern Pine #1

Southern Pine #2

Southern Pine #3

Spruce-Pine-Fir SS

Spruce-Pine-Fir #1

Sprnce-Pine-Fir #2

Spruce-Pine-Fir #3

Douglas Fir-Larch SS I

Douglas Fir-Larch #1

Douglas Fir-Larch #2

I Douglas Fir-Larch #3 Hem-Fir SS

Hem-Fir #1

Hem-Fir #2

Hem-Fir #3

Southern Pine SS

Southern Pine #1

Southern Pine #2

Southern Pine #3

Spruce-Pine-Fir SS

Sprnce-Pine-Fir #1

Spruce-Pine-Fir #2

Spruce-Pine-Fir #3

TABLE 2308.10.3(1) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, UfI,. = 180) DEAD LOAD - 10 pounds Der square fool

2x4 I 2x6 I 2x8 I 2 x 10 2 x 12 2x4 Maximum rafter SDans

1ft. -in.) I (ft.- in.) I (ft. - in.) 1ft. - in"\. ..Lft.-in.) (ft. - in.) I 11-6 18-0 I 23-9 Note a Note a 11-6 11-1 17-4 I 22-S Note a Note a 10-6

10-10 16-7 21-0 2S-8 Note a 9-10

8-7 12-6 IS-1O 19-5 22-6 I 7-S I 10-10 17-0 22-S Note a Note a 10-10

I 10-7 16-8 21-10 i Note a Note a 10-3 I 10-1 IS-11 20-8 25-3 Note a 9-8

8-7 I

12-6 IS-1O 19-5 22-6 7-5

11-3 17-8 23-4 Note a Note a 11-3 I

11-1 17-4 22-11 Note a Note a ! 11-1

10-10 I 17-0 22-5 Note a Note a 10-6

9-1 13-6 I

17-2 20-3 24-1 7-11

10-7 I 16-8 21-11 Note a Note a 10-7 10-4 16-3 21-0 25-8 Note a 9-10

10-4 16-3 21-0 25-8 Note a 9-10 I

8-7 12-6 15-10 19-5 I 22-6 7-5 10-5 16-4 21-7 I Note a Note a 10-5

10-0 15-4 I 19-5 23-9 Note a 9-1 9-10 14-4 18-2 22-3 25-9 8-6

7-5 10-10 13-9 16-9 19-6 I 6-5 9-10 15-6 20-5 Note a Note a 9-10 I

9-8 14-11 18-11 23-2 Note a 8-10

9-2 14-2 17-11 21-11 25-5 8-5

7-5 10-10 13-9 16-9 19-6 6-5

10-3 16-1 21-2 Note a Note a 10-3

10-0 15-9 20-10 25-10 Note a 10-0

9-10 IS-1 19-5 i 23-2 Note a 9-1

7-11 11-8 14-10 17-6 20-11 I 6-10

9-8 IS-2 19-11 25-5 Note a 9-8

9-5 14-4 18-2 22-3 25-9 8-6

7-5 10-10 I 13-9 16-9 19-6 6-5 (continued)

DEAD LOAD - 20 pounds per square fool 2x6 2x8 2 x 10

(ft. -in.) (ft. - in.) I

(ft. - in.)

18-0 23-S Note a

IS-4 19-5 23-9

14-4 18-2 22-3

10-10 13-9 16-9

17-0 22-S Note a

14-11 18-11 23-2

14-2 17-11 21-11

10-10 13-9 16-9

17-8 23-4 Note a

17-3 21-9 25-10

15-1 19-5 23-2

ll-8 14-10 17-6

16-8 21-9 Note a

14-4 18-2 22-3

10-10 13-9 16-9

16-0 20-3 24-9

13-3 16-10 20-7

12-5 15-9 19-3

9-5 11-11 14-6

15-6 19-11 24-4

12-11 16-5 20-0

12-3 15-6 18-11

9-5 11-11 14-6

16-1 21-2 Note a

15-0 18-10 22-4

13-0 16-10 20-1

10-1 12-10 I

IS-2

14-10 I 18-10 23-0 12-5 I 15-9 19-3 12-5 15-9 19-3

9-5 I 11-11 14-6

2 x 12

(ft. - in.)

Note a

2S-9

19-6

Note a

2S-S

19-6

Note a

20-11

Note a

25-9

19-6

Note a

23-10

22-4

16-10

Note a

23-3

22-0

16-10

Note a

23-7

18-1

Note a

22-4

16-10

~ o o c

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Z -f m :II z » -f (5 Z » r III c r o Z G> o o o m

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...... C11

TABLE 2308.1 0.3{1 )-continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, UI:. = 180)

DEAD LOAD - 10 pounds per square foot I RAFTER

2x4 2x6 2x8 2 x 10 I 2 x 12 I 2x4 SPACING Maximum rafter ~ns (inches) SPECIES AND GRADE , (ft. -in.) (ft. -in.) I (ft. - in.! (ft. - in.! (ft.-in.! (ft.- in.!

Douglas Fir-Larch SS I 9-10 15-5 20-4 25-11 , Note a 9-10 Douglas Fir-Larch #1 9-5 14-0 17-9 21-8 25-2 8-4

, Douglas Fir-Larch #2 8-11 13-1 16-7 20-3 23-6 7-9

Douglas Fir-Larch #3 i 6-9 9-11 I 12-7 15-4 17-9 5-10 I I

, Hem-Fir SS 9-3 14-7 19-2 24-6 Note a 9-3

I Hem-Fir #1 ! 9-1

, 13-8 17-4 21-1 I 24-6 8-1

I Hem-Fir I I I I #2 8-8 12-11 16-4 20-0 23-2 I 7-8 I

Hem-Fir #3 6-9 9-11 12-7 15-4 i 17-9 I 5-10 I , 19.2

I Southern Pine SS 9-8 15-2 19-11 25-5 Note a 9-8 , Southern Pine #1 9-5 14-10 19-7 23-7 Note a I 9-3 I I

! I ,

Southern Pine #2 9-3 13-9 17-9 21-2 24-10 8-4

Sonthern Pine #3 7-3 10-8 13-7 16-0 19-1 6-3

Spruce-Pine-Fir SS I : 9-1 14-3 I 18-9 23-11 Note a 9-1

Spruce-Pine-Fir #1 8-10 13-1 16-7 20-3 I 23-6 7-9

Spruce-Pine-Fir #2 8-10 13-1 16-7 20-3 23-6 I 7-9 I Spruce-Pine-Fir #3 I 6-9 9-11 12-7 15-4 17-9 5-10 Douglas Fir-Larch SS ! 9-1 14-4

, 18-10 23-4 Note a I 8-11

I Douglas Fir-Larch #1 8-7 12-6 15-10 19-5 I 22-6 I 7-5 I I Douglas Fir-Larch #2 8-0 11-9 14-10 18-2 I 21-0 6-11 Douglas Fir-Larch #3 6-1 8-10 11-3 I 13-8 15-11 I 5-3 Hem-Fir SS 8-7 I 13-6 17-10 22-9 Note a 8-7

I I Hem-Fir #1 I 8-4 12-3 15-6 18-11 I 21-11 I 7-3 Hem-Fir #2 7-11 11-7 14-8 17-10 20-9 6-10 I Hem-Fir #3 6-1 8-10 11-3

I 13-8 15-11 5-3 I

24 I Southern Pine SS 8-11 14-1 18-6 23-8 Note a 8-11

Southern Pine #1 I 8-9 I 13-9 17-9 21-1 25-2 8-3 Southern Pine #2 I 8-7 i 12-3 I 15-10 18-11 22-2 7-5 Southern Pine #3 I 6-5 I 9-6 I 12-1 14-4 17-1 5-7 , Spruce-Pine-Fir SS 8-5 I 13-3 I 17-5 21-8 25-2 8-4 I

I Spruce-Pine-Fir #1 8-0 11-9 14-10 18-2 I 21-0 6-11 Spruce-Pine-Fir #2 8-0 11-9 14-10 18-2 i 21-0 I 6-11 \ I Spruce-Pine-Fir #3 6-1 8-10 11-3 I 13-8 I 15-11 I 5-3 I

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m'. a. Span C'xceeds 26 feet in length. Check <;OUfCCS for availahility of l11mhcr in lengths greater than 20 feet.

DEAD LOAD 20 Dounds per sauare foot 2x6 2x8 2 x 10

(ft. - in.) (ft. - in.! (ft.- in.)

14-7 18-6 22-7

12-2 15-4 18-9

11-4 14-4 17-7

8-7 10-10 I 13-3

14-4 I 18-2 22-3

11-10 15-0 18-4

11-2 14-2 17-4

8-7 10-10 13-3

15-2 19-11 25-5

13-8 17-2 20-5

11-11 15-4 18-4

9-3 11-9 13-10

13-7 17-2 21-0

11-4 14-4 17-7

8-7 10-10 13-3

13-1 I 16-7 20-3 I 10-10 13-9 16-9

10-2 12-10 I 15-8 7-8 9-9 I 11-10

12-10 , 16-3 19-10

10-7 13-5 16-4

10-0 12-8 15-6

7-8 9-9 11-10 i

14-1 18-6 22-11

12-3 15-4 18-3

10-8 13-9 16-5

8-3 I 10-6 12-5 12-2 I 15-4 18-9 10-2 12-10 15-8

10-2 12-10 15-8

7-8 9-9 11-10

I 2 x 12

. (ft. - in.)

Note a

21-9

20-4

15-5

25-9

21-3

20-1

15-5

Note a

I 24-4 21-6

16-6

24-4

20-4

15-5

23-5

I 19-6

18-3

13-9

23-0

19-0

17-11

13-9

Note a

21-9

19-3

14-9

21-9

18-3

I 13-9 i

I I

:E o o o

N o o en Z -I m :0 Z l> -I (5 z l> r III C r= o Z G> o o o m®

I RAFTER I SPACING

.. (inche!!l

I SPECIES AND GRADE

Douglas Fir-Larch SS ,

Douglas Fir-Larch #1

Douglas Fir-Larch #2

I Douglas Fir-Larch #3

Hem-Fir SS

Hem-Fir #1 ,

Hem-Fir #2

Hem-Fir #3

Southern Pine SS

Southern Pi ne #1

Southern Pine #2

Southern Pine #3

Spruce-Pine-Fir SS

I Spruce-Pine-Fir #1

Spruce-Pine-Fir #2

i Spruce-Pine-Fir #3 Douglas Fir-Larch SS

I Douglas Fir-Larch #1

Douglas Fir-Larch #2

Douglas Fir-Larch #3

Hem-Fir SS

Hem-Fir #1

Hem-Fir #2 I I

Hem-Fir #3

Southern Pine SS

Southern Pine #1 I Southern Pine #2

Southern Pine #3

Spruce-Pine-Fir SS

Spruce-Pirre-Fir #1

Spruce-Pine-Fir #2

Spruce-Pine-Fir #3

TABLE 2308.10.3(2) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, Ub. = 240) DEAD LOAD - 1O~ounds~er square foot DEAD LOAD - 20J:!9undsJ:!l'r square foot

2x4 2x6 2x8 2 x 10 2 x 12 2x4 I 2x6 I 2x8 I 2 x 10 Ma~imum rafter spans

(ft. - in.) Lft. - in.) Lft. - in.) Lft. - in.t Jft. - in.l Jft. - in..l (ft. - in.) (ft. - in.) (ft. - in~)

10-5 I 16-4 21-7 Note a Note a 10-5 16-4 21-7 Note a

10-0 15-9 I

20-10 Note a Note a 10-0 15-4 19-5 I 23-9 ,

9-10 15-6 20-5 25-8 Note a 9-10 14-4 18-2 22-3 I

8-7 12-6 15-10 19-5 22-6 I

7-5 10-10 13-9 16-9

9-10 i 15-6 20-5 Note a Note a 9-10 15-6 20-5 Note a

9-8 15-2 19-11 25-5 Note a 9-8 14-11 18-11 23-2

9-2 14-5 19-0 24-3 Note a I 9-2 14-2 17-11 21-11 : 8-7 12-6 15-10 19-5 22-6 7-5 I 10-10 13-9 16-9 10-3 16-1 21-2 Note a Note a 10-3 16-1 21-2 Note a

10-0 15-9 20-10 ! Note a Note a 10-0 ! 15-9 20-10 25-10

9-10 15-6 20-5 Note a Note a 9-10 15-1 19-5 23-2

9-1 13-6 17-2 20-3 24-1 7-11 11-8 14-10 17-6

9-8 15-2 i 19-11 25-5 Note a 9-8 15-2 19-11 25-5

9-5 14-9 19-6 24-10 Note a 9-5 14-4 18-2 I 22-3 9-5 14-9 I 19-6 24-10 Note a 9-5 14-4 18-2 22-3 8-7 12-6 15-10 19-5 I 22-6 7-5 10-10 13-9

I 16-9

9-6 14-11 19-7 25-0 Note a 9-6 14-11 19-7 24-9

9-1 14-4 18-11 23-9 I Note a 9-1 13-3 16-10 20-7 8-11 14-1 18-2 22-3 25-9 8-6 12-5 15-9 19-3

7-5 I 10-10 13-9 16-9 19-6 6-5 I 9-5 11-11 14-6 8-11 14-1 18-6 23-8 Note a 8-11 14-1 18-6 23-8

8-9 I 13-9 18-1 23-1 I Note a 8-9 12-11 16-5 I 20-0 8-4 13-1 17-3 21-11 25-5 8-4 12-3 15-6 18-11

7-5 10-10 13-9 16-9 19-6 I 6-5 9-5 11-11 14-6

9-4 14-7 19-3 24-7 Note a 9-4 14-7 19-3 24-7

9-1 14-4 18-11 24-1 Note a 9-1 \ 14-4 18-10 22-4 I

8-11 14-1 18-6 23-2 Note a 8-11 13-0 I 16-10 20-1

7-11 11-8 14-10 17-6 20-11 6-10 I, 10-1 12-10 15-2

8-9 13-9 18-1 23-1 Note a i 8-9 13-9 18-1 23-0 8-7 13-5 17-9 22-3 25-9 8-6 I 12-5 15-9 19-3 8-7 13-5 17-9 22-3 25-9 I 8-6 12-5 15-9 19-3 7-5 I 10-10 13-9 I 16-9 ....!2:6 ~ ~ --.L 9-5 11-11 14-6 I -

(continued)

2 x 12

(ft. - in.l

Note a

25-9

19-6

Note a

25-5

19-6

Note a

20-11

Note a

25-9

19-6

Note a

23-10

22-4

16-10

Note a

I 23-3

22-0

16-10

Note a

23-7

18-1

Note a

22-4

16-10

::iE o o o

,.., o o Ol

Z -I m ::0 z ~ o Z :to r OJ S;; r s:! Z G)

o o c m

.;.. -..j -..j

TABLE 2308.10.3(2)-continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Roof Live Load = 20 pounds per square foot, Ceiling Not Attached to Rafters, UI1 = 240)

I I DEAD LOAD 10 pounds per sauare foot I RAFTER

2x4 2x6 2x8 2 x 10 2 x 12 2x4 I Maximum rafter soans

~iACI~~ SPECIES AND GRADE (ft.· in.l (ft. - in.l (ft.- in.l (ft.- in.l (ft. -in.l 1ft. - in.! Inches

Douglas Fir-Larch SS I 8-11 14-0 18-5 23-7 Note a 8-11 Douglas Fir-Larch #1 8-7 13-6 17-9 21-8 25-2 8-4

Douglas Fir-Larch #2 8-5 13-1 16-7 20-3 23-6 7-9

Douglas Fir-Larch #3 6-9 9-11 12-7 15-4 , 17-9 5-10 Hem-Fir SS 8-5 13-3 17-5 I 22-3 Note a 8-5

Hem-Fir #1 8-3 12-11 17-1 I 21-1 24-6 8-1 Hem-Fir #2 7-10 12-4 16-3 20-0 23-2 7-8

Hem-Fir #3 6-9 9-11 12-7 I 15-4 17-9 i

5-10 19.2

i Southern Pine SS 8-9 13-9 18-1 23-1 Note a 8-9 Southern Pine #1 8-7 13-6 I 17-9 22-8 Note a 8-7

Southern Pine #2 8-5 13-3 17-5 I 21-2 24-10 8-4 Southern Pine #3 7-3 I 10-8 13-7 16-0 19-1 I 6-3

, Spruce-Pine-Fir SS 8-3 12-11 17-1 i 21-9 Note a 8-3

Spruce-Pine-Fir #1 8-1 12-8 16-7 20-3 23-6 7-9

Spruce-Pine-Fir #2 8-1 12-8 16-7 ,

20-3 , 23-6 7-9 Spruce-Pine-Fir #3 6-9 9-11 I 12-7 15-4 I 17-9 5-10 Douglas Fir-Larch SS 8-3 I 13-0 17-2 21-10 Note a 8-3 Donglas Fir-Larch #1 I 8-0 12-6 ! 15-10 19-5 22-6 7-5 Douglas Fir-Larch #2 7-10 I, 11-9 14-10 18-2 21-0 6-11

Douglas Fir-Larch #3 I 6-1 8-10 11-3 13-8 15-11 I 5-3 Hem-Fir SS 7-10 12-3 16-2 20-8 I 25-1 7-10 Hem-Fir #1 7-8 I 12-0 15-6 18-11 I 21-11 7-3 Hem-Fir #2 7-3 11-5 14-8 I 17-10 20-9 6-10

Hem-Fir #3 6-1 8-10 11-3 13-8 15-11 5-3 24

Southern Pine SS 8-1 I 12-9 16-10 21-6 Notea I 8-1 Southern Pine #1 8-0 12-6 16-6 21-1 25-2 8-0

Southern Pine #2 7-10 12-3 15-10 18-11 22-2 7-5

Southern Pine #3 6-5 9-6 12-1 14-4 17-1 I 5-7

Spruce-Pine-Fir SS 7-8 12-0 15-10 20-2 i 24-7 7-8 Spruce-Pine-Fir #1 7-6 11-9 14-10 18-2 21-0 6-II

Spruce-Pine-Fir #2 I 7-6 11-9 I 14-10 18-2 21-0 6-11 Spruce-Pine-Fir #3 I 6-1 I 8-10 I II-3 13-8 15-11 i 5-3 i

For SI: 1 inch = 25.4 mrn, 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m'. a. Span exceeds 26 feet in length. Check sources for avaihlhility of lumber in lengths greater than 20 fcct.

DEAD LOAD 20 pounds per sQuare foot

2x6 2x8 2 x 10

! 1ft. -in.l (ft. - in.l (ft.- in.l 14-0 18-5 22-7

I 12-2 15-4 18-9

11-4 i 14-4 I 17-7

8-7 10-10 13-3

13-3 17-5 22-3

I 11-10 15-0 I 18-4 11-2 14-2 17-4

8-7 10-10 13-3

I 13-9 18-1 23-1

13-6 17-2 20-5 , 11-11 15-4 18-4

9-3 11-9 13-10

I 12-11 17-1 21-0

11-4 14-4 17-7

8-7 10-10 13-3

13-0 16-7 20-3

10-10 13-9 I 16-9

I 10-2 12-10 15-8

7-8 9-9 I 11-10 12-3 16-2 19-10

10-7 13-5 16-4

10-0 12-8 I 15-6 I I I 7-8 9-9 11-1O

12-9 16-10 21-6

12-3 I 15-4 I 18-3 10-8 13-9 16-5

8-3 10-6 I 12-5 I

12-0 15-4 18-9

10-2 12-10 15-8

10-2 I 12-10 15-8 I 7-8 I 9-9 11-10

2 x 12

(ft. - in.l

Note a

21-9

20-4

15-5

25-9

21-3

20-1

15-5

Note a

24-4

21-6

16-6

24-4

20-4

15-5

23-5

19-6

18-3

13-9

23-0

19-0

17-11

13-9

Note a

21-9

19-3

14-9

21-9

18-3

13-9

~ o o c

.j:> -..j ex>

I\) o o Cj)

Z -I m JJ Z

~ (5 z » r OJ !: r C Z G> o o C m®

I RAFTER ~::,~~~~?

SPECIES AND GRADE

, Douglas Fir-Larch SS

Douglas Fir-Larch #1

Douglas Fir-Larch #2

Douglas Fir-Larch #3

Hem-Fir SS

Hem-Fir #1

Hem-Fir #2

Hem-Fir #3

Southern Pine SS

Southern Pine #1

Southern Pine #2

Southern Pine #3

Spruce-Pine-Fir SS

Spruce-Pine-Fir #1

I Spruce-Pine-Fir #2 I Spruce-Pine-Fir #3

Douglas Fir-Larch SS

Douglas Fir·Larch #1

I Douglas Fir-Larch #2 Douglas Fir-Larch #3

Hem-Fir SS I Hem-Fir #1 I

I Hem-Fir #2

Hem-Fir #3

Southern Pine SS I Southern Pine #1

Southern Pine #2

Southern Pine #3

Spruce-Pine-Fir SS

Spruce-Pine-Fir #1

Spruce-Pine-Fir #2

Spruce-Pine-Fir #3 I

TABLE 2308.10.3(3) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 pounds per square foot, Ceiling Not Attached to Rafters, Ut; = 180) DEAD LOAD -10 Dounds Der SQuare foot I DEAD LOAD - 20 Dounds Der sauare foot

2x4 2x6 2x8 2 x 10 I 2 x 12 I 2x4 2x6 2x8 2 x 10 Maximum rafter snans

(ft. - in.) (ft. - in.) (ft. -in.) (ft.- in.) (ft.-in.) (ft. - in.l (ft. -in.l (ft.- in.! (ft. -in.l

10-0 15-9 20-9 Note a Note a 10-0 15-9 20-1 24-6

9-8 14-9 18-8 22-9 Note a 9-0 13-2 16-8 20-4

9-5 13-9 17-5 21-4 24-8 S-S 12-4 15-7 19-1

I 16-1 IS-8 ,

6-4 I 9-4 11-9 14-5 7-1 10-5 13-2 9-6 14-10 19-7 25-0 Note a 9-6 i 14-10 19-7 24-1

9-3 14-4 18-2 22-2 25-9 8-9 12-10 I 16-3 19-10

8-10 13-7 17-2 21-0 24-4 8-4 12-2 I 15-4 18-9 I

7-1 10-5 13-2 I 16-1 18-8 6-4 9-4 11-9 14-5 9-10 I 15-6 20-5 Note a Note a 9-10 15-6 20-5 Note a

I I

9-8 15-2 20-0 24-9 i Note a 9-8 14-10 18-8 22-2 9-6 14-5 18-8 22-3 Note a 9-0 12-11 16-8 I 19-11

7-7 11-2 14-3 16-10 20-0 6-9 10-0 12-9 I 15-1 I

9-3 14-7 19-2 24-6 Note a 9-3 14-7 18-8 I 22-9 9-1 I 13-9 17-5

I 21-4 I 24-8 8-5 12-4 15-7 19-1

9-1 13-9 17-5 I 21-4 24-8 8-5 12-4 15-7 19-1 7-1 10-5 13-2 16-1 18-8 6-4 9-4 11-9 14-5

IS-10 I

9-1 14-4 I 23-9 Note a 9-1 13-9 17-5 21-3

8-9 12-9 16-2 I 19-9 22-10 7-10 11-5 14-5 17-8 8-2 11-11 15-1 I 18-5 21-5 7-3 10-8 I 13-6 16-6 6-2 9-0 11-5

I 13-11 16-2 5-6 8-1 I iO-3 12-6 I

8-7 13-6 17-10 22-9 Note a 8-7 13-6 17-1 20-10

8-5 12-5 15-9 19-3 22-3 7-7 11-1 14-1 17-2

8-0 11-9 14-11 18-2 21-1 7-2 10-6 13-4 16-3

6-2 9-0 11-5 I 13-11 16-2 5-6 8-1 I 10-3 12-6 8-11 14-1 18-6 ! 23-8 Note a 8-11 14-1 18-6 23-8

8-9 13-9 18-1 21-5 25-7 8-8 12-10 16-2 19-2

8-7 12-6 16-2 I 19-3 22-7 7-10 11-2 14-5 17-3 6-7 9-8 12-4 I 14-7 17-4 5-10 8-8 11-0 13-0 8-5 13-3 17-5 22-1 I 25-7 8-5 12-9 16-2 19-9 8-2 11-11 15-1 18-5 21-5 7-3 10-8 13-6 16-6

8-2 11-11 15-1 I 18-5 21-5 7-3 10-8 13-6 16-6 I

6-2 9-0 11-5 ! 13-11 16-2 5-6 8-1 10-3 12-6

(continued)

2x 12

(ft. -in.!

Note a

23-7

22-1

16-8

Note a

23-0

21-9

16-8

Note a

23-4

17-11

Note a

22-1

16-8

24-S

20-5

19-2

14-6

24-2

19-11

18-10

14-6

Note a

22-10

20-2

15-6

22-10

19-2

14-6

::E o o c

I\J o o en Z -I m JJ z ~ (5 z » r OJ !: r c Z G)

o o c m@)

"'" ...... <0

TABLE 2308.10.3(3}-continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 pounds per square foot, Ceiling Not Attached to Rafters, UtJ. = 180)

I RAFTER DEAD LOAD - 10 nounds ner sauare foot DEAD LOAD - 20 nounds ner sauare foot

I 2x4 2x6 I 2x8 I 2 x 10 2 x 12 2x4 2x6 , 2x8 2 x 10 I ~:'ACI~~ Maximum rafter snans I Inches SPECIES AND GRADE Ift.- in.l (ft. - in.) (ft.-in.) I (ft.· in.) (ft. - in.) 1ft. - in.) (ft. - in.) (ft. - in.l (ft. - in.)

Douglas Fir-Larch SS 8-7 13-6 17-9 21-8 25-2 8-7 12-6 I 15-10 19-5 Douglas Fir-Larch #1 7-11 11-8 14-9

I 18-0 20-11 7-1 10-5 13-2 16-1

Douglas Fir-Larch #2 7-5 10-11 13-9 16-10 19-6 6-8 9-9 I 12-4 15-1 Douglas Fir-Larch #3 5-7 8-3 10-5 12-9 14-9 5-0 7-4 9-4 11-5

Hem-Fir SS 8-1 12-9 16-9 I 21-4 24-8 8-1 12-4 15-7 19-1 I

Hem-Fir #1 7-9 11-4 14-4 I 17-7 20-4 6-11 10-2 12-10 15-8

Hem-Fir #2 7-4 10-9 13-7 I 16-7 19-3 6-7 9-7 12-2 14-10 I

Hem-Fir #3 I 5-7 8-3 10-5 ! 12-9 I 14-9 5-0 7-4 9-4 11-5 19.2 I

i Southern Pine SS I 8-5 I 13-3 17-5 22-3 I Note a 8-5 13-3 17-5 22-0 Southern Pine #1 8-3 13-0 16-6 19-7 23-4 7-11 11-9 14-9 17-6

Southern Pine #2 I 7-11 I 11-5 14-9 17-7 20-7 7-1 10-2 13-2 I 15-9 I

I Southern Pine #3 6-0 8-10 11-3 13-4 15-10 5-4 7-11 10-1 11-11

I I I I 18-0 Spruce-Pine-Fir SS 7-11 12-5 16-5 20-2 23-4 I 7-11 11-8 14-9 I

Spruce-Pine-Fir #1 I 7-5 I 10-11 13-9 16-10 19-6 6-8 9-9 12-4 15-1 I Spruce-Pine-Fir

I 6-8 9-9 15-1 I #2 , 7-5 I 10-11 13-9 16-10 19-6 12-4

I Spruce-Pine-Fir #3 I 5-7 8-3 10-5 12-9 I 14-9 5-0 7-4 I 9-4 11-5

I I Douglas Fir-Larch SS 7-11 12-6 15-10 I 19-5 22-6 7-8 11-3 14-2 17-4 I Douglas Fir-Larch #1 7-1 10-5 13-2 I 16-1 I 18-8 6-4 9-4 11-9 14-5

i Douglas Fir-Larch #2 6-8 9-9 12-4 i 15-1 , 17-6 5-11 8-8 11-0 13-6 Douglas Fir-Larch #3 5-0 7-4 9-4 I 11-5 13-2 4-6 6-7 8-4 10-2

I Hem-Fir SS 7-6 11-10 15-7 19-1 22-1 7-6 11-0 I 13-11 17-0 Hem-Fir #1 6-11 10-2 12-10 I 15-8 18-2 6-2 9-1 I 11-6 14-0 I Hem-Fir #2 6-7 9-7 12-2 14-10 17-3 5-10 8-7 I 10-10 13-3

I Hem-Fir #3 5-0 7-4 9-4 11-5 13-2 4-6 6-7 8-4 10-2 24

Southern Pine SS 7-10 12-3 16-2 20-8 25-1 7-10 12-3 16-2 19-8

Southern Pine #1 7-8 11-9 14-9 I 17-6 20-11 7-1 10-6 13-2 15-8 Southern Pine #2 7-1 10-2 13-2 I 15-9 I 18-5 6-4 9-2 11-9 14-1 Southern Pine #3 5-4 7-11 10-1 11-11 14-2 4-9 7-1 9-0 10-8

I I I

Spruce-Pine-Fir SS 7-4 11-7 14-9 18-0 20-11 7-1 10-5 13-2 16-1

Spruce-Pine-Fir #1 6-8 9-9 12-4 I 15-1 I 17-6 5-11 8-8 11-0 13-6

I I Spruce-Pine-Fir #2 6-8 9-9 12-4 15-1 I 17-6 5-11 8-8 11-0 13-6

Spruce-Pine-Fir #3 I 5-0 L-

7-4 9-4 1 11-5 I 13-2 4-6 6-7 8-4 I 10-2 For SIc 1 inch = 25.4 mm. 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m'. a. Span exceeds 26 feet in length. Check sources for a\,ailability of lumber in lengths greater than 20 feet.

I 2 x 12

(ft. - in.l

22-6

18-8

17-6

13-2

22-1

18-2

17-3

13-2

25-9

I 20-11 I I 18-5

14-2

20-11

17-6

13-2

20-1

16-8

15-7

11-10

19-9

16-3

15-5

11-10

23-0

18-8

16-6

12-8

18-8

15-7

11-10

I I

:e o o c

"'" ex> o

N o o en Z -I m :0 Z

~ (5 z » r III s: r o Z G)

o o o m®

I I I

RAFTER I SPACING ! (inchesl I SPECIES AND GRADE

I Douglas Fir-Larch

Douglas Fir-Larch

I Douglas Fir-Larch I

I Hem-Fir Hem-Fir

12 Southern Pine

Southern Pine

Spruce-Pine-Fir

I Spruce-Pine-Fir Spruce-Pine-Fir

Spruce-Piue-Fir

Douglas Fir-Larch

! Douglas Fir-Larch

i Douglas Fir-Larch Hem-Fir

I Hem-Fir Hem-Fir

Hem-Fir 16

Southern Pine

I Southern Pine

Spruce-Pine-Fir

Spruce-Pine-Fir ----

TABLE 2308.10.3(4) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 pounds per square foot, Ceiling Not Attached to Rafters, UiJ. = 180) DEAD LOAD - 10 Dounds per square foot DEAD LOAD - 20 Dounds Der sauare foot

2x4 2x6 i 2x8 2 x 10 2 x 12 2x4 2x6 I 2x8 2 x 10 Maximum rafter soans

(ft. - in.l (ft. - in.1 1ft. -in.1 I (ft. - in.) (ft. - in.) 1ft.-in.1 (ft. - in.) i (ft. -in.) I (ft. - in.) SS 8-S 13-3 17-6 I 22-4 26-0 8-S 13-3 17-0 ! 20-9 #1 I 8-2 12-0 IS-3 18-7 21-7 7-7 I 11-2 14-1 17-3 #2 7-8 11-3 I 14-3 17-S I 20-2 7-1 IO-S i 13-2 16-1 #3 S-1O 8-6 10-9 13-2 I IS-3 S-S 7-10 10-0 I 12-2 SS 8-0 12-6 1 16-6 21-1 2S-6 8-0 12-6 I 16-6 20-4

#1 7-10 11-9 14-10 18-1 21-0 7-S 10-10 I 13-9 16-9 #2 7-S 11-1 14-0 17-2 19-11 7-0 10-3 13-0 IS-1O

#3 ! S-1O 8-6 10-9 13-2 IS-3 S-S 7-10 I 10-0 12-2 SS 8-4 13-0 17-2 I 21-11 Note a 8-4 I 13-0 17-2 21-11

#1 8-2 12-10 16-10 20-3 I 24-1 8-2 I 12-6 IS-9 18-9 #2 i 8-0 i 11-9 IS-3 18-2 21-3 7-7 10-11 14-1 16-10

I #3 6-2 9-2 ll-8 13-9 16A S-9 8-5 10-9 12-9

SS 7-10 12-3 16-2 I 20-8 I 24-1 7-10 i 12-3 IS-9 19-3 i

#1 7-8 11-3 14-3 17-S 20-2 7-1 IO-S 13-2 16-1

#2 7-8 11-3 14-3 17-S 20-2 7-1 10-5 13-2 16-1 I

#3 i S-10 I 8-6 I 10-9 13-2 IS-3 5-S 7-10 10-0 12-2 SS 7-8 12-1 IS-1O I 19-5 22-6 7-8 11-7 14-8 17-11 #1 7-1 10-5 13-2 16-1 18-8 6-7 I 9-8 12-2 14-11 #2 6-8 9-9 12A 15-1 17-6 6-2 9-0 I 11-5 13-11 #3 S-O i 7-4 9-4 l1-S 13-2 4-8 6-10 8-8 10-6 SS 7-3 I1-S IS-0 i 19-1 I 22-1 7-3 I I1-S 14-S 17-8

I i 14-6 #1 6-11 10-2 12-10 IS-8 I 18-2 I 6-S I 9-S 11-ll

#2 6-7 9-7 12-2 14-10 17-3 6-1 8-ll 11-3 13-9

#3 I

5-0 7-4 9-4 11-5 13-2 4-8 6-10 8-8 10-6

SS 7-6 I 11-10 IS-7 19-11 24-3 7-6 11-10 IS-7 19-11

#1 7-S 11-7 14-9 17-6 20-11 7-4 10-10 13-8 i 16-2 , #2 7-1 10-2 13-2 IS-9 18-S 6-7 9-5 12-2 14-7

#3 S-4 i 7-11 10-1 11-11 14-2 4-11 7-4 9-4 11-0 I

SS 7-1 i

11-2 14-8 I 18-0 20-11 7-1 I 10-9 13-8 I 16-8 I

I I

L #1 6-8 9-9 i 12-4 IS-1 I 17-6 6-2 9-0 l1-S 13-11 I

#2 6-8 9-9 12-4 15-1 17-6 6-2 9-0 ll-S 13-11

#3 -----,- S:O_~7-4 9-4 11-S 13-2 4-8 6-10 8-8 10-6

(continued)

2x 12

(ft. - in.l

24-10

20-0

18-8

14-1

23-7

19-5

18-S

14-1

Note a

I 22-4 19-9

IS-2

22-4

18-8

14-1

20-10

17-3

16-2

12-3

20-S

16-10

IS-11

12-3

23-10

19-4

17-1

13-1

19-4

16-2

12-3

:E o o o

'" o o <»

Z -i m :0 z ~ (5 z » r m c r= c Z G'l (') o C m@)

.1>0 ~

TABLE 230B.10.3(4)-continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 pounds per square foot, Ceiling Not Attached to Rafters, UI:l = 180)

I DEAD LOAD - 10 Dounds oer sauare foot DEAD LOAD - 20 pounds~er square foot I 2x4 2x6 2xS 2x 10 2 x 12 2x4 2x6 2xB 2 x 10 I RAFTER SPACING Maxim~m rafter spans

i (inchesl SPECIES AND GRADE (ft. - in.l (ft. -in.l (ft. -in.l (ft.- in.l (ft. - in.l (ft.- in.l (ft. - in.l (ft. -in.l (ft. - in~l

Douglas Fir-Larch SS I 7-3 11-4 14-6 17-8 20-6 i 7-3 10-7 13-5 16-5 Douglas Fir-Larch #1 6-6 I 9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7

Douglas Fir-Larch #2 I 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9 Douglas Fir-Larch #3 4-7 6-9 8-6

I 10-5 12-1 4-3 6-3 7-11 9-7 I

Hem-Fir SS I 6-10 10-9 14-2 17-5 20-2 6-10 10-5 13-2 16-1

I I

i Hem-Fir #1 6-4 9-3 11-9 14-4 16-7 5-10 8-7 10-10 13-3

Hem-Fir #2 I 6-0 8-9 11-1 I 13-7 I 15-9 5-7 8-1 10-3 12-7 I

Hem-Fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 19.2 I Southern Pine SS 7-1 11-2 14-8 I 18-9 I 22-10 7-1 11-2 14-8 18-7

Southern Pine #1 7-0 10-8 13-5 16-0 19-1 6-8 9-11 12-5 14-10

Southern Pine #2 6-6 9-4 I

12-0 14-4 16-10 6-0 8-8 11-2 i 13-4

Southern Pine #3 4-11 7-3 9-2 10-10 12-11 I 4-6 J 6-8 8-6 10-1 Spruce-Pine-Fir SS 6-8 10-6 13-5 16-5 19-1 6-8 9-10 I 12-5 15-3 Spruce-Pine-Fir #1 6-1

i 8-11 11-3 13-9 15-11 5-7 I 8-3 10-5 12-9

Spruce-Pine-Fir #2 6-1 8-11 11-3 13-9 15-11 5-7 8-3 10-5 12-9

I I I Spruce-Pine-Fir #3 4-7 6-9 8-6 10-5 12-1 4-3 6-3 7-11 9-7 Douglas Fir-Larch SS 6-8 10-3 13-0 15-10 18-4 6-6 9-6 12-0 14-8

I Dou g las Fir -Larc h #1 5-10 8-6 10-9 13-2 15-3 5-5 7-10 10-0 12-2

Douglas Fir-Larch #2 5-5 I 7-11 10-1 12-4 14-3 I 5-0 7-4 9-4 11-5

Douglas Fir-Larch #3 4-1 6-0 7-7 9-4 I 10-9 3-10 5-7 I 7-1 8-7 I Hem-Fir SS 6-4 I 9-11 ! 12-9 15-7 18-0 6-4 I 9-4 11-9 14-5 Hem-Fir #1 5-8 8-3 10-6 12-10 14-10 5-3 7-8 9-9 11-10

Hem-Fir #2 5-4 7-10 9-11 12-1 14-1 4-11 7-3 9-2 11-3

Hem-Fir #3 4-1 6-0 7-7 9-4 10-9 3-10 5-7 7-1 8-7 24

Southern Pine SS 6-7 10-4 13-8 17-5 21-0 6-7 10-4 I 13-8 16-7

Southern Pine #1 6-5 9-7 12-0 14-4 17-1 I

6-0 8-10 11-2 13-3

Southern Pine #2 5-10 8-4 I

10-9 I 12-10 15-1 5-5 7-9 10-0 11-11

i I

Southern Pine #3 4-4 6-5 8-3 9-9 11-7 4-1 6-0 7-7 9-0

Spruce-Pine-Fir SS 6-2 9-6 12-0 14-8 17-1 6-0 8-10 11-2 13-7

Spruce-Piue-Fir #1 j 5-5 7-11 I 10-1 12-4 I 14-3 5-0 I 7-4 I 9-4 11-5

I Spruce-Pine-Fir #2 5-5 7-11 10-1 12-4 14-3 5-0 7-4 9-4 11-5

Spruce-Pine-Fir #3 I 4-1 6-0 I 7-7 I 9-4 I 10-9 I 3-10 I 5-7 I 7-1 8-7 For SIc 1 inch = 25.4 mm, 1 foot = 304~8 mm, 1 pound per square foot = 47~9 N/m'~ a. Span exceeds 26 fee-t in length. Check sources for availahility of lumher in lengths greater than 20 feet.

2 x 12

(ft. - in.l

19-0

15-9

14-9

11-2

18-8

15-5

14-7

11-2

21-9

17-8

15-7

12-0

17-8

14-9

I 14-9 I

11-2

17-0

I 14-1

13-2

10-0 i

16-8

13-9

13-0

10-0

19-5

15-9

13-11

10-8

15-9

13-2

10-0

:;E o o c

1 ""~

"'" (I) I\)

I\) o o a>

Z -i m ::0 Z » -i o Z » r tIl S r o Z G)

o o o m®

, !

RAFTER I SPACING I linches) SPECIES AND GRADE

Douglas Fir-Larch

I Douglas Fir -Larch Douglas Fir-Larch

Douglas Fir-Larch

Hem-Fir

Hem-Fir 12

Southern Pine

Spruce-Pine-Fir

Douglas Fir-Larch

, Douglas Fir-Larch

Hem-Fir

, Hem-Fir

Hem-Fir 16

Southern Pine

Southern Plne

Spruce-Pine-Fir

Spruce-Pine-Fi

Spmce-Pinc-Fi

#1 I #2

#1 I

SS I #1

#2 I #3 I SS

#1 I

TABLE 2308.10.3(5) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 pounds per square foot, Ceiling Attached to Rafters, U!J. = 240) DEAD LOAD - 10 Dounds per square foot I

2x4 2x6 2x8 I 2 x 10 I 2 x 12 2x4 Maximum rafter scans

1ft. - in.l 1ft. - in.) Ift.- in.) J ~ft.-in.) Jft.-in.) 1ft. - in.l 9-1 I 144 18-10 I 24-1 Note a 9-1 8-9 13-9 18-2 I 22-9 Note a 8-9

8-7 13-6 17-5 214 24-8 8-5

7-1 10-5 I 13-2 16-1 18-8 64

8-7 13-6 17-10 I 22-9 Note a 8-7 8-5 13-3

i 17-5 22-2 25-9 8-5

I I

8-0 12-7 16-7 21-0 244 8-0

7-1 10-5 13-2 16-1 18-8 I 64 T 8-ll 14-1 18-6 23-8 Note a 8-ll

8-9 I 13-9 18-2 I

23-2 Note a ,

8-9 i 8-7 \ 13-6 17-10 22-3 Note a 8-7 1 7-7 11-2 14-3 16-10 20-0 6-9

I 8-5 13-3 17-5 22-3 Note a 8-5

8-3 J2-11 17-0 214 I 24-8 8-3

8-3 J2-11 I 17-0 214 24-8 I 8-3 7-1 10-5 13-2 ! 16-1 18-8 6-4 8-3 13-0 17-2 I 21-10 Note a 8-3 8-0 12-6 16-2 19-9 22-10 7-10

7-10 11-11 I 15-1 18-5 21-5 7-3 6-2 9-0 U-5 13-Il 16-2 I 5-6

7-10 12-3 16-2 I 20-8 25-1 7-10 I I

7-8 12-0 I 15-9 19-3 22-3 7-7 I

7-3 11-5 14-11 18-2 21-1 7-2

6-2 I 9-0 ll-5 13-11 16-2 5-6 , I

8-1 12-9 16-10 21-6 i Note a 8-1

8-0 I 12-6 16-6 I 21-1 25-7 8-0 7-10 I 12-3 16-2 19-3 22-7 7-10

6-7 9-8 124 14-7 i 174 i 5-10 7-8 12-0 15-10 20-2 I 24-7 I 7-8 7-6 ll-9 15-1 18-5 L 21-5 I 7-3 I 7-6 ll-9 15-1 18-5 21-5 7-3

6-2 9-0 , ll-5 ~1_l_LI6-2 I. _5-6 (continued)

DEAD LOAD - 20 nounds Der st1uare foot 2x6 2x8 I 2 x 10

(ft.- in.! 1ft. -in.! Ift.- in.l

144 18-10 24-1

13-2 , 16-8 20-4 ,

12-4 15-7 19-1

94 11-9 14-5

13-6 I 17-10 22-9

12-10 16-3 19-10

12-7 1 154 18-9 94 11-9 14-5

14-1 I 18-6 23-8 ]3-9 18-2 22-2

12-ll I 16-8 19-11 10-0 12-9 I 15-1

13-3 17-5 22-3

124 15-7 19-1

94 11-9 14-5

13-0 17-2 21-3

!l-5 , 14-5 I 17-8 10-8 13-6 16-6

8-1 ]0-3 12-6

12-3 16-2 20-8

ll-I 14-1 17-2

10-6 134 16-3

8-1 10-3 12-6

12-9 , 16-10 21-6

12-6 I 16-2 19-2 !l-2

I 14-5 17-3

8-8 11-0 13-0

12-0 15-10 19-9

]0-8 13-6 16-6

]0-8 I 13-6 16-6

8-1 I 10-3 12-6

, 2 x 12

(ft. -in.!

Note a

23-7

22-1

16-8

Note a

23-0

21-9

16-8

Note a

234

17-11

I Note a 22-1

I 22-1 16-8

24-8 I

20-5

19-2

14-6

24-2

19-1l

18-10

14-6

Note a

22-10

20-2

15-6

22-10

19-2

i 19-2 I 14-6

I I ,

::E o o o

I\J o o en Z -I m JJ z =; (5 z » r til £: r c Z C)

o o c m

"" ex> w

TABLE 2308.1 0.3(5}-continued RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 30 pounds per square foot, Ceiling Attached to Rafters, U!1 = 240) I I DEAD LOAD 10 Dounds per SQuare fool I RAFTER I 2x4 2x6 ! 2x8 2 x 10 2 x 12 2x4 T , SPACING Maximum rafter snans

linches) SPECIES AND GRADE 1ft. - in.l 1ft. - in.) 1ft. - in~l. .tft. -in.) (ft. - in.) I 1ft. - in.) T Douglas Fir-Larch SS 7-9 12-3 I 16-1 20-7 25-0 7-9 I I Douglas Fir-Larch #1 7-6 11-8 I 14-9 18-0 20-11 I 7-1

i Douglas Fir-Larch #2 7-4 10-11 13-9 16-10 19-6 6-8 i : I Douglas Fir-Larch #3 5-7 8-3 10-5 12-9 14-9 5-0

I Hem-Fir SS I 7-4 , 11-7 15-3 19-5 23-7 7-4 Hem-Fir #1 , 7-2 11-4 14-4 17-7 1 20-4 6-11 I

! Hem-Fir #2 6-10 10-9 13-7 16-7 19-3 6-7 I

Hem-Fir #3 , 5-7 , 8-3 10-5 12-9 14-9 I 5-0 19.2 I

I : Southern Pine SS 7-8 12-0 ; 15-10 20-2 24-7 7-8 I Southern Pine #1 7-6 11-9 15-6 I I

I 19-7 I 23-4 7-6

I Southern Pine #2 7-4 I 11-5 14-9 17-7 I 20-7 7-1 , I

I Southern Pine #3 6-0 8-10 11-3 13-4 15-10 5-4

I Spruce-Pine-Fir SS I 19-0 I 7-2 7-2 11-4 14-11 ; 23-1 Spruce-Pine-Fir #1 7-0 10-11 13-9 16-10 19-6 6-8

I Spruce-Pine-Fir #2 7-0 10-11 I 13-9 16-10 19-6 6-8 Spruce-Pine-Fir #3 I 5-7 8-3 10-5 12-9 14-9

I 5-0 I Douglas Fir-Larch

: : SS 7-3 11-4 15-0 19-1 22-6 7-3

Douglas Fir-Larch #1 7-0 10-5 13-2 16-1 I 18-8 6-4 Douglas Fir-Larch #2 6-8

, 9-9 12-4 15-1 17-6 5-11 ,

I Douglas Fir-Larch #3 5-0 7-4 9-4 11-5 13-2 I 4-6

I Hem-Fir I I 18-0 21-11 6-10 SS 6-10 10-9 14-2 Hem-Fir #1 6-8 12-10 15-8 18-2 6-2

I 10-2

Hem-Fir #2 6-4 9-7 12-2 I 14-10 17-3 i 5-10 I Hem-Fir #3 5-0 7-4 I 9-4 11-5 13-2 I 4-6

24 I

I I Southern Pine SS 7-1 11-7 14-8 18-9 22-10 7-1 , Southern Pine #1 I 7-0 17-6 20-11 7-0 10-11 14-5 Southern Pine #2 6-10 10-2 I 13-2 15-9 18-5 6-4 Southern Pine #3

i 5-4 7-11 10-1 I 11-11 14-2 4-9

I Spruce-Pine-Fir SS 6-8 10-6 13-10 17-8 20-11 6-8

Spruce-Pine-Fir #1 6-6 9-9 12-4 I

15-1 17-6 5-11

Spruce-Pine-Fir #2 6-6 9-9 I 12-4 15-1 17-6 I 5-11 Spruce-Pine-Fir #3 5-0 I 7-4 9-4 -'------ ~ l13-2 .-L 4-~ 1-

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.9 N/m'. a. Span cxcccrls 26 feet in Jength. Check <;Ollrces for availability of lumber in lengths greater than 20 feet.

DEAD LOAD 20 Dounds Der SQuare fool 2x6 2x8 2 x 10

1ft. - in.) Ift.-in.l Ift.-in.)

12-3 15-10 19-5

10-5 13-2 16-1

9-9 12-4 15-1

7-4 9-4 11-5

11-7 15-3 19-1

10-2 I

12-10 15-8

9-7 12-2 14-10

7-4 9-4 11-5 I

12-0 I 15-10 20-2 11-9 14-9 17-6

10-2 13-2 15-9

7-11 10-1 I

11-11

11-4 14-9 18-0

9-9 12-4 15-1

7-4 9-4 11-5

11-3 I 14-2 17-4 9-4 11-9 14-5

8-8 11-0 I 13-6 6-7 8-4 10-2

10-9 13-11 I

17-0

9-1 11-6 14-0

8-7 10-10 13-3

6-7 8-4 10-2

11-2 ; 14-8 I 18-9

10-6 I 13-2 15-8 9-2 11-9

I 14-1

7-1 9-0 10-8

10-5 13-2 16-1

8-8 11-0 13-6

6-7 i 8-4 10-2

2x 12

1ft. - in.)

22-6

18-8

17-6

13-2

22-1

I 18-2

17-3

13-2

24-7

20-11

I 18-5 14-2

I 20-11

17-6

13-2

20-1 ,

16-8

15-7

11-10

19-9

16-3

15-5

i 11-10

22-10

i 18-8 16-6

12-8

18-8

15-7

I 15-7

1 11-10

i I

i J

~ o o c

r "'" ~

I\) o o 0)

Z -I m :II Z !:j o z » r OJ !: r o Z G> (") o o m®

,,~ I SPACING (inches) SPECIES AND GRADE

Douglas Fir-Larch

Hem-Fir

I Hem-Fir Hem-Fir

12 Southern Pine

Southern Pine

I Spruce-Pine-Fir Spruce-Pine-Fir

Spruce-Pine-Fir

Douglas Fir-Larch

Hem-Fir

Hem-Fir 16

Southern Pine

, Spruce-Pine-Fir

Spruce-Pine-Fir

SS , #1

I #1

#3 I

TABLE 2308.10.3(6) RAFTER SPANS FOR COMMON LUMBER SPECIES

(Ground Snow Load = 50 pounds per square foot, Ceiling Attached to Rafters, Ut,. = 240) DEAD LOAD - 10 Dounds Der sauare foot

2x4 I 2x6 2x8 2 x10 2x 12 2x4 I Maximum rafter spans

1ft. - in.) I (fl.-in.) 1ft. -in.) i

(ft.-in.L Jft.-in.! ~ft.- in~ 1 7-8 , 12-1 15-11 I 20-3 24-8 7-8 I 7-5 11-7 15-3 18-7 21-7 7-5

7-3 11-3 14-3 17-5 20-2 7-1

5-10 8-6 I 10-9 13-2 15-3 5-5

7-3 11-5 15-0 19-2 ,

23-4 I

7-3

7-1 I

11-2 14-8 18-1 21-0 7-1

6-9 10-8 14-0 17-2 19-11 6-9 I

5-10 8-6 10-9 13-2 15-3 5-5

7-6 11-0 I 15-7 19-11 I 24-3 7-6 7-5 ! 11-7

i 15-4 I 19-7 23-9 7-5 7-3 11-5 15-0 18-2 21-3 7-3

6-2 9-2 11-8 I 13-9 16-4 , 5-9 I I 7-1 11-2

I 14-8 I 18-9 22-10 7-1

6-11

I 10-11 14-3 I 17-5 20-2 6-11

, 6-11 10-11 14-3 17-5 20-2 6-11

5-10 8-6 10-9 13-2 15-3 5-5

7-0 11-0 14-5 18-5 22-5 7-0 ,

I 6-9 10-5 13-2 16-1 18-8 6-7 6-7 9-9 12-4 15-1 17-6 6-2

5-0 7-4 9-4 11-5 13-2 4-8

6-7 10-4 13-8 17-5 21-2 6-7

6-5 10-2 12-10 15-8 18-2 6-5

6-2 9-7 12-2 I 14-10 I 17-3 6-1 5-0 I 7-4 9-4 11-5 13-2 4-8

6-10 10-9 14-2 I 18-1 22-0 6-10 6-9 10-7 13-11

I 17-6 20-11 6-9

6-7 10-2 I

13-2 15-9 18-5 6-7

5-4 I 7-11 10-1 11-11 14-2 4-11 6-5 ! 10-2 13-4 17-0 20-9 6-5 , 6-4 9-9 12-4 15-1 17-6 6-2

6-4 9-9 12-4 15-1 17-6 6-2 i 5-0 7-4

I 9-4 11-5 I 13-2 4-8 I I

(continued)

DEAD LOAD - 20--",-ounds3>er ';!luare foot 2x6 2x8 2 x 10

{ft. - in.L (ft. - in.) . (ft. - in.)

12-1 15-11 20-3

11-2 14-1 17-3

10-5 13-2 I 16-1 7-10 10-0 12-2

11-5 15-0 I

19-2

10-10 13-9 16-9

10-3 13-0 15-10

7-10 10-0 12-2

11-10 15-7 19-11

11-7 15-4 18-9

10-11 14-1 16-10 I

8-5 10-9 12-9

11-2 14-8 18-9

10-5 I 13-2 16-1

10-5 13-2 16-1

7-10 10-0 12-2

11-0 14-5 17-11

9-8 12-2 14-11

9-0 11-5 13-11

6-10 8-8 10-6

10-4 13-8 17-5

9-5 11-11 14-6

8-11 11-3 13-9

6-10 , 8-8 10-6

10-9 I 14-2 18-1 10-7 13-8 16-2

9-5 12-2 14-7

7-4 9-4 11-0

10-2 13-4 16-8

9-0 11-5 13-11

6-10 8-8 10-6

2x 12

-.lft. - in,)

24-0

20-0

18-8

14-1

23-4

19-5

18-5

14-1

24-3

22-4

19-9

15-2

22-4

18-8

14-1

20-10

17-3

16-2

12-3

20-5

16-10

15-11

12-3

22-0

19-4

17-1

13-1

19-4

16-2

12-3

:iE o o o

~ TABLE 230B.10.3(6)-continued g RAFTER SPANS FOR COMMON LUMBER SPECIES Z (Ground Snow Load = 50 pounds per square foot, Ceiling Attached to Rafters, UI'1 = 240)

I -f m :0 Z

~ (5 Z > r OJ c r= c Z G> o o c m@

DEAD LOAD

2x4 I 2x6 I RAFTER ~::,~~~~~ SPECIES AND GRADE (ft. - in.l I (ft. - in.l

Douglas Pir-Larch SS 6-7 10-4 I I

Douglas Fir-Larch #1 6-4 I 9-6 Douglas Fir-Larch #2 6-1 8-11

I Douglas Fir-Larch #3 4-7 6-9 I Hem-Fir SS I 6-2 I 9-9 Hem-Fir #1 6-1 9-3

Hem-Fir #2 5-9 8-9 I

Hem-Fir #3 I 4-7 6-9 19.2 I Southern Pine SS 6-5 10-2 I

Southern Pine #1 6-4 9-11

Southern Pine #2 6-2 9-4

Southern Pine #3 4-11 7-3

Spruce-Pine-Fir SS 6-1 9-6 I I Spruce-Pine-Fir #1 5-11 8-11 I Spruce-Pine-Fir #2 5-11 811

Spruce-Pine-Fir #3 4-7 6-9 I Douglas Fir-Larch SS 6-1 I 9-7 Douglas Fir-Larch #1 510 8-6

I i Douglas Fir-Larch #2 5-5 7-11 I Douglas Fir-Larch #3 4-1 6-0

Hem-Fir SS 5-9 9-1

I Hem-Fir #1 58 8-3 ! Hem-Fir #2 5-4 7-10

Hem-Fir #3 4-1 6-0 24

Southern Pine SS 6-0 9-5

Southern Pine #1 5-10 9-3

Southern Pine #2 5-9 I 8-4 Southern Pine #3 4-4 6-5

I Spruce-Pine-Fir SS 58 8-10

Spruce-Pine-Fir #1 5-5 7-11 I

I Spruce-Pine-Fir #2 I 5-5 I 7-11 I i

Spruce-Pine-Fir #3 I I I i 4-1 6-0 For SI: I inch = 25.4 mrn, 1 foot = 304.8 mm, I pound per square foot = 47.9 N/m'.

10 oounds ner sauare foot

2x8 2 x 10 ! 2 x 12 2x4 T Maximum rafter soans

(ft. -in.l (ft. - in.l (ft. - in.l (ft. - in.l

13-7 17-4 20-6 6-7

12-0 14-8 17-1 6-0

11-3 13-9 I IS-II 5-7 8-6 10-5 12-1 4-3 I

I I I 12-10 16-5 I 19-11 6-2

11-9 I 144 16-7 5-10 11-1

I 13-7 15-9 5-7

8-6 10-5 12-1 4-3 I

13-4 17-0 20-9 I 6-5 I 13-1 I 16-0 I 19-1 6-4 12-0 14-4 16-10 6-0

9-2 I 10-10 12-11 4-6

127 16-0 19-1 6-1

11-3 139 i 15-11 5-7 I I

11-3 I 13-9 15-11 5-7 8-6 10-5 12-1 4-3 I

I I 12-7 15-10 18-4 6-1

10-9 13-2 15-3 5-5

10-1 12-4 14-3 5-0

i I 7-7 9-4 10-9 3-10 I 11-11 I 15-12 18-0 5-9 10-6 12-10 1410 5-3

9-11 I 12-1 14-1 4-11 I 7-7 9-4 10-9 3-10

125 15-10 19-3 6-0

12-0 14-4 17-1 5-10 i

10-9 12-10 ! 15-1 i 5-5 I 8-3

I 9-9 11-7 I 4-1 I

11-8 14-8 17-1 5-8 i

10-1 12-4 14-3 5-0

7-7 9-4 ! 10-9 3-10 i

DEAD LOAD 20 Dounds Der SQuare foot

2x6 I 2x8 2 x 10 2 x 12

(ft. - in.l (ft. -in.l (ft. - in.! 1ft. - in.l

10-4 I 13-5 16-5 19-0 I

I 8-10 11-2 13-7 15-9

8-3 10-5 12-9 14-9 I 6-3 7-11 9-7 11-2

9-9 12-10 I 16-1 I 18-8 I

8-7 10-10 13-3 15-5

8-1 I 103 12-7 14-7 6-3 I 7-11 9-7 11-2

10-2 13-4 17-0 20-9

9-11 12-5 14-10 17-8 I i

8-8 11-2 13-4 15-7

6-8 i 8-6 10-1 12-0

9-6 125 15-3 17-8

8-3 10-5 I

12-9 14-9

8-3 10-5 12-9 14-9

6-3 7-11 9-7 11-2

I I I 9-6 12-0 14-8 17-0 7-10 10-0 12-2 14-1

7-4 9-4 11-5 13-2 i

5-7 7-1 8-7 10-0

9-1 11-9 14-5 16-8

7-8 9-9 11-10 13-9

7-3 9-2 I 11-3 13-0 I

5-7 7-1 I

8-7 10-0 I 9-5 I 12-5 15-10 19-3

8-10 11-2 13-3 15-9 I

7-9 10-0 II-II I 13-11

6-0 7-7 9-0 10-8

8-10 11-2 13-7 15-9 I I

7-4 9-4 11-5 13-2

5-7 7-1 8-7 10-0 L - -

~ ~ ~ 0 o

WOOD

12 I RAFTER TIE SPACING SLOPE (inches)

--.-

12 4 1-.

16 5

3:12 24 7 _.

32 10 f-------

48 14

12 3

16 3

4:12 24 4

32 6

48 8 -_ .. 12 3

-.--

16 3

5:12 24 4

32 5 -----

48 7 -- 12 3

16 3 1-----

7:12 24 3 1------_.

32 4

48 5 --

12 3

16 3

9:12 24 1--------

32 3

48 4

12 3

16 3

12:12 24 3 1---

32 3 .. _"

48 3

TABLE 2308.10.4.1 RAFTER TIE CONNECTlONS9

"""-

GROUND SNOW LOAD (pound per square foot) ---I I 50 pounds per square foot

---J

30 pounds per square foot

~ NO SNOW LOAD Roof span (feet) 20 28 36 12 20 ___ L~ __ iJ_ 12 I 20 J __ 28 l~

Required number of 16d common (31/ 2

" x 0.162") nails·,b per connectionc,d,e,f j

6 8 10 4 6 8 11 5 8 12 15 i--. --r-----

l 7 10 13 5 8 11 14 6 11 15 20 I

1--

11 15 19 7 11 16 21 9 16 23 30

14 19 25 10 16 22 28 12 27 30 40

21 29 37 14 32 36 42 18 32 46 60

4 5 6 3 5 6 8 4 6 9 11

5 7 8 4 6 8 11 5 8 12 15

7 10 12 5 9 12 16 7 12 17 22 I I

9 13 16 8 12 16 22 10 16 24 30 -- -----c----

14 19 24 10 18 24 32 14 24 34 44

3 4 5 3 4 5 7 3 5 7 9

4 5 7 3 5 7 9 4 7 9 12

6 8 10 4 7 10 13 6 10 14 18

8 10 13 6 10 14 18 8 14 18 24 ----- 11 15 20 8 14 20 26 12 20 28 36

3 3 4 3 3 4 5 3 4 5 7

3 4 5 3 4 5 6 3 5 7 9

4 6 7 3 5 7 9 4 7 10 13 "--.

6 8 10 4 8 10 12 6 10 14 18

8 11 14 6 10 14 18 9 14 20 26

3 3 3 3 3 3 4 3 3 4 5 - --

3 3 4 3 3 4 5 3 4 5 7 -_. --

3 5 6 3 4 6 7 3 6 8 10

4 6 8 4 6 8 10 5 8 10 14

6 9 11 5 8 12 14 7 12 16 20 ---- --

3 3 3 3 3 3 3 3 3 3 4

3 3 3 3 3 3 4 3 3 4 5 ---- ._----_._---

3 3 4 3 3 4 6 3 4 6 8

3 4 5 3 5 6 8 4 6 8 10

4 6 7 4 7 8 12 6 8 12 16

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 Nkn 2 . I a. 40d box (5" x 0.162") or 16d sinker (3 1/t x 0.148") nails are permitted to be substituted for 16d common (31/t x 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 rafteris provided by vertical struts or purlins to a load-bearing wall, the tabulated heel joint connection requirements are permit-

ted 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.

486 2006 INTERNATIONAL BUILDING CODE@

WOOD

TABLE 2308.10.9 ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING

~-;;;.;---r- LIVE LOAD I I (feet) ~~d per square foot) DE ~---- - -

BENDING STRESS (f) MODULUS OF ELASTICITY (E) FLECTION LIMIT (pound per square inch) (pound per square inch)

Roofs

20 ---------1-----

11240 160

170,000 1/360 256,000

--r----- -------

4 30 1/240

210 256,000

1/360 384,000 --- --~---

40 1/240

270 340,000

1/360 51],,000 ---_________ -------t------------~--

1/240 200

242,000 11360 305,000

20 t------------

11240 270

363,000 1/360 405,000 -------1-------------- -----------

4.5 30

11240 350

484,000 1/360 725,000

-t----------- 40

--------------f-------------I-----

11240 250

332,000 1/360 500,000

r--------------~ ---------- 20

11240 330

495,000 1/360 742,000

---

5.0 30 r----------------j----

11240 420

660,000 1/360 1 ,000,000

40 --"--~-.- ---- ---

11240 300

442,000 1/360 660,000

--- --------------------~--- 20

1------------

l/240 400

662,000 1/360 998,000

5.5 30 1----------

11240 500

884,000 l/360 1,330,000 ------ -----------f--

11240 360

575,000 1/360 862,000

20 1-----------+---

11240 480

862,000 1/360 1,295,000 --------j------- --

6.0 30

1/240 600

l,150,OOO 1/360 1,730,000

---f------------ ------------ 40

1/240 420

595,000 1/360 892,000

11240 560

892,000 1/360 1,340,000

6.5 30 ------ --

1/240 700

1,190,000 1/360 1,730,000

11240 490

910,000 1/360 1,360,000 -----j----

20 1------------

1/240 650

1,370,000 11360 2,000,000

7.0 30 ---------+--

1/240 810

1,820,000 1/360 2,725,000

40 --------

( continued)

2006 INTERNATIONAL BUILDING CODE® 487

- s

WOOD

TABLE 2308.10.9-continued ALLOWABLE SPANS FOR 2-INCH TONGUE-AND-GROOVE DECKING

LIVE LOAD BENDING STRESS (I') MODULUS OF ELASTICITY (pound per square foot) (pound per square inch) (pound per square

20 1/240 11360

560 1,125,000 1

30 1/240 1/360

750 1,685,000 2,530,000

7.5

40 11240 1/360

930 2,250,000 3,380,000

20 1/240 1/360

640 1,360,000 2,040,000

8.0

30 11240 1/360

850 2,040,000 3

840 1,000,000 1/360 950 1,300,000

1,060 1,600,000

For SI: I inch = 25.4 mm, I foot = 304.8 mm, I pound per square foot = 0.0479kNlm2 , I pound per square inch = 0.00689 N/mm2 . a. Spans are based on simple beam action with 10 pounds per square foot dead load and provisions for a 300-pound concentrated load on a 12-illch width of decking.

Random layup is permitted in accordance with the provisions of Sectio1l2308.l0.9. Lumber thickness is inches nominal.

2308.10.4.2 Notches and holes. Notching at the ends of rafters 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 exceeding 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.

2308.10.4.3 Framing around openings. Trimmer and header rafters shall be doubled, or of lumber of equiva- lent cross section, where the span of the header exceeds 4 feet (1219 mm). The ends of header rafters more than 6 feet (1829 mm) long shall be supported by framing anchors or rafter hangers unless bearing on a beam, parti- tion or wall.

2308.10.5 Purlins. Purlins to support roof loads are permit- ted to be installed to reduce the span of rafters within allow- able limits and shall be supported by struts to bearing walls. The maximum span of2-inch by 4-inch (51 mm by 102mm) purlins shall be4 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 suppOlted rafter. Struts shall not be smaller 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 minimum slope of the struts shall not be less than 45 degrees (0.79 rad) from the horizontal.

488

2308.10.6 Blocking. Roof rafters and ceiling joists shall be supported laterally to prevent rotation and lateral displace- ment in accordance with the provisions of Section 2308.8.5.

2308.10.7 Engineered wood products. Prefabricated wood I-joists, structural glued-laminated timber and struc- tural composite lumber shall not be notched or drilled except where permitted by the manufacturer's recommen- dations or where the effects of such alterations are specifi- cally considered in the design of the member by a registered design professional.

2308.10.8 Roof sheathing. Roof sheathing shall be in accordance with Tables 2304.7(3) and 2304.7(5) for wood structural panels, and Tables 2304.7(1) and 2304.7(2) for lumber and shall comply with Section 2304.7.2.

2308.10.8.1 Joints. Joints in lumber sheathing shall occur over supports unless approved end-matched lum- ber is used, in which case each piece shall bear on at least two supports.

2308.10.9 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 2308.10.9. 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 sup- port, and joints are separated by at least 24 inches (610 mm) in adjacent pieces.

2308.10.10 Wood trusses. Wood trusses shall be designed I in accordance with Section 2303.4.

2006 INTERNATIONAL BUILDING CODe@

2308.10.11 Attic ventilation. For attic ventilation, see Sec- tion 1203.2.

2308.11 Additional requirements for conventional con· struction in Seismic Design Category B or C. Structures of conventional light-frame construction in Seismic Design Cate- gory B or C, as determined in Section 1613, shall comply with Sections 2308.11.1 through 2308.11.3, in addition to the provi- sions of Sections 2308.1 through 2308.10.

2308.11.1 Number of stories. Structures of conventional light-frame construction shall not exceed two stories in height in Seismic Design Category C.

2308.11.2 Concrete or masonry. Concrete or masonry walls or masonry veneer shall not extend above the base- ment.

Exceptions:

1. Masonry veneer is permitted to be used in the first two stories above grade plane or the first three sto- ries above grade plane where the lowest story has concrete or masonry walls in Seismic Design Cate- gory B, provided that structural use panel wall bracing is used and the length of bracing provided is one- and one-half times the required length as determined in Table 2308.9.3(1).

2. 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 con- crete or masonry walls in Seismic Design Cate- gory B or C.

3. Masonry veneer is permitted to be used in the first two stories above grade plane in Seismic Design Cat-

WOOD

egories B and C, provided the following criteria are met:

3.1. Type of brace per Section 2308.9.3 shall be Method 3 and the allowable shear capacity in accordance with Table 2306.4.1 shall be a minimum of 350 plf (5108 N/m).

3.2. The bracing of the top story shall be located at each end and at least every 25 feet (7620 mm) o.c. but not less than 40 percent of the braced wall line. The bracing of the first story shall be located at each end and at least every 25 feet (7620 mm) o.c. but not less than 35 percent of the braced wall line.

3.3. Hold-down connectors shall be provided at the ends of braced walls for the second floor to first floor wall assembly with an allowable design of 2,000 pounds (8896 N). Hold-down connectors shall be pro- vided at the ends of each wall segment of the braced walls for the first floor to foun- dation with an allowable design of 3,900 pounds (17 347 N). In all cases, the hold-down connector force shall be trans- ferred to the foundation.

3.4. Cripple walls shall not be permitted.

2308.11.3 Framing and connection details. Framing and connection details shall conform to Sections 2308.11.3.1 through 2308.11.3.3.

2308.11.3.1 Anchorage. Braced wall lines shall be anchored in accordance with Section 2308.6 at founda- tions.

2'-0" MIN.

2x SILL PLATE ~ I ~PLlCE-:'1

WHERE FOOTING SECTION "A" IS MORE THAN 8'-0",

f PROVIDE METAL TIE 16GAx 1 1/2" x 4'-0" MIN., EACH SIDE W/8-16d COMMON NAILS EACH SIDE OF SPLICE ~ 2-2x PLATE CONCRETE STEPPED FOOTING

II II II II

II II ~::l

II II

c~ II 1..\,

FOOTING SECTION "A" •• •

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

2006 INTERNATIONAL BUILDING CODE@

NOTE: WHERE FOOTING SECTION "A" IS LESS THAN 8'-0" LONG IN A 25'-0" TOTAL LENGTH WALL, PROVIDE BRACING AT CRIPPLE STUD WALL

FIGURE 2308.11.3.2 STEPPED FOOTING CONNECTION DETAILS

2x CRIPPLE STUD WALL

489

................................................... 1

WOOD

2308.11.3.2 Stepped footings. Where the height of a required braced wall panel extending from foundation to floor above varies more than 4 feet (1219 mm), the fol- lowing 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 2308.3.3.

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 ofthe 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 ties shall not be less than 0.058 inch [1.47 mm (16 galvanized gage)] by 1.5 inches (38 mm) wide by 48 inches (1219 mm) with eight 16d common nails on each side of the splice location (see Figure 2308.11.3.2). The metal tie shall have a minimum yield of 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.

2308.11.3.3 Openings in horizontal diaphragms. Openings in horizontal diaphragms with a dimension perpendicular to the joist that is greater than 4 feet (1.2 m) shall be constructed in accordance with the follow-

ing: 1. Blocking shall be provided beyond headers.

2. Metal ties not less than 0.058 inch [1.47 mm (16 galvanized gage)] by l.5 inches (38 mm) wide

METAL TIE 16GA. x 11/2" x 4'-0" MIN., (4 TOTAL) W/16-16d COMMON NAILS AS SHOWN -_.../

-OR-

METAL TIE 16GA. x 11/2" x (OPENING WIDTH + 4'-0") MIN" (2 TOTAL) W/24-16d COMMON NAILS

with eight 16d common nails on each side of header-joist intersection shall be provided Figure 2308.11.3.3). The metal ties shall have minimum yield of 33,000 psi (227 MPa).

2308.12 Additional requirements for conventional struction in Seismic Design Category D or E. Structures conventional light -frame construction in Seismic Design gory D or E, as determined in Section 1613, shall conform Sections 2308.12.1 through 2308.12.9, in addition to the requirements for Seismic Design Category B or C in Section

2308.11. 2308.12.1 Number of stories. Structures of conventional light-frame construction shall not exceed one story in height in Seismic Design Category D or E.

2308.12.2 Concrete or masonry. Concrete or masonry walls or masonry veneer shall not extend above the base-

ment. Exception: Masonry veneer is permitted to be used in the first story above grade plane in Seismic Design Cate- gory D, provided the following criteria are met:

1. Type of brace in accordance with Section 2308.9.3 shall be Method 3 and the allowable shear capacity in accordance with Table 2306.4.1 shall be a mini- mum of 350 plf (5108 N/m).

2. The bracing of the first story shall be located at each end and at least every 25 feet (7620 mm) o.c. but not less than 45 percent of the braced wall line.

3. Hold-down connectors shall be provided at the ends of braced walls for the first floor to founda- tion with an allowable design of 2,100 pounds

(9341 N). 4. Cripple walls shall not be permitted.

PLYWOOD SHEATHING

DIAPHRAGM OPENING

For Sl: 1 inch = 25.4 mm, 1 foot = 304.8 mm. FIGURE 2308.11.3.3

OPENINGS IN HORIZONTAL DIAPHRAGMS

2006 INTERNATIONAL BUILDING CODE@

490

2308.12.3 Braced wall line spacing. Spacing between inte- rior and exterior braced wall lines shall not exceed 25 feet (7620 mm).

2308.12.4 Braced wall line sheathing. Braced wall lines shall be braced by one of the types of sheathing prescribed by Table 2308.12.4 as shown in Figure 2308.9.3. The sum of lengths of braced wall panels at each braced wall line shall conform to Table 2308.12.4. Braced wall panels shall be distributed along the length of the braced wall line and start at not more than 8 feet (2438 mm) from each end of the braced wall line. Panel sheathing joints shall occur over studs or blocking. Sheathing shall be fastened to studs, top and bottom plates and at panel edges occurring over block- ing. Wall framing to which sheathing used for bracing is applied shall be nominal 2 inch wide [actual 11/2 inch (38 mm)] or larger members.

Cripple walls having a stud height exceeding 14 inches (356 mm) shall be considered a story for the purpose of this section and shall be braced as required for braced wall lines in accordance with Table 2308.12.4. 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 2308.12.4. Where the cripple wall sheathing type used is Type S-Wand this additional length of bracing cannot be provided, the capacity of Type S-W sheathing shall be increased by reduc- ing the spacing of fasteners along the perimeter of each piece of sheathing to 4 inches (102 mm) o.c.

2308.12.5 Attachment of sheathing. Fastening of braced wall panel sheathing shall not be less than that prescribed in Table 2308.12.4 or 2304.9.1. Wall sheathing shall not be attached to framing members by adhesives.

2308.12.6 Irregular structures. Conventional light-frame construction shall not be used in irregular portions of struc- tures in Seismic Design Category D or E. Such inegular portions of structures shall be designed to resist the forces specified in Chapter 16 to the extent such inegular features affect the performance of the conventional framing system. A portion of a structure shall be considered to be inegular

WOOD

where one or more of the conditions described in Items I through 6 below are present.

1. Where exterior braced wall panels are not in one plane vertically from the foundation to the uppermost story in which they are required, the structure shall be con- sidered to be inegular [see Figure 2308.12.6(1)].

Exception: Floors with cantilevers or setbacks not exceeding four times the nominal depth of the floor joists [see Figure 2308.12.6(2)] are permitted to support braced wall panels provided:

1. Floorjoistsare2inchesby 10 inches (51 mm by 254 mm) or larger and spaced not more than 16 inches (406 mm) o.c.

2. The ratio of the back span to the cantilever is at least 2: 1.

3. Floor joists at ends of braced wall panels are doubled.

4. A continuous rim joist is connected 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 galva- nized gage) and 11/2 inches (38 mm) wide fastened with six 16d common nails on each side. The metal tie shall have a minimum yield of 33,000 psi (227 MPa).

5. Joists at setbacks or the end of cantilevered 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. Where a section of floor or roof is not laterally sup- ported by braced wall lines on all edges, the structure shall be considered to be inegular [see Figure 2308.12.6(3)].

Exception: Portions of roofs or floors that do not support braced wall panels above are permitted to

TABLE 2308.12.4

CONDITION

One story

WALL BRACING IN SEISMIC DESIGN CATEGORIES D AND E (Minimum Length of Wall Bracing per each 25 Linear Feet of Braced Wall Linea)

SHEATHING TYPE b 5 0S < 0.50 0.50 0; 5 0S < 0.75 0.75 s; 50sS;_~.00

G_pc 10 feet 8 inches 14 feet 8 inches 18 feet 8 inches --- -------

S-W 5 feet 4 inches 8 feet 0 inches 9 feet 4 inches -..

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.

5 0S> 1.00

25 feet 0 inches

12 feet 0 inches '-

a. Minimum length of panel bracing of one face of the wall for S-W sheathing or both faces of the wall for G-P sheathing; hlw ratio shall not exceed 2: 1. For S-W panel bracing of the same material on two faces of the wall, the minimum length is permitted to be one-half the tabulated value but thehlw ratio shall not exceed 2: 1 and design for uplift is required.

I b. G-P = gypsum board, fiberboard, particleboard, lath and plaster or gypsum sheathing boards; SoW = wood structural panels and diagonal wood sheathing. II c. Nailing as specified below shall occur at all panel edges at studs, at top and bottom plates and, where occurring, at blocking: •

For I/,-inch gypsum board, 5d (0.113 inch diameter) cooler nails at 7 inches on eenter; For 5/s-inch gypsum board, No. 11 gage (0.120 inch diameter) at 7 inches on center; For gypsum sheathing board, 13/4 inches long by 7/ 16-inch head, diamond point galvanized nails at 4 inches on center; For gypsum lath, No. 13 gage (0.092 inch) by 11/8 inehes long, 19/64 -inch head, plasterboard at 5 inches on center; For Portland cement plaster, No. 11 gage (0.120 inch) by II I, inches long, 7/ 16 - inch head at 6 inches on center; For fiberboard and particleboard, No. 11 gage (0.120 inch) by 11/2 inches long, 7/ 16-inch head, galvanized nails at 3 inches on center.

2006 INTERNATIONAL BUILDING CODE® 491

WOOD

extend up to 6 feet (1829 mm) beyond a braced wall line [see Figure 2308.12.6(4)].

3. Where the end of a required braced wall panel extends more than 1 foot (305 mm) over an opening in the wall below, the structure shall be considered to be irregu- lar. This requirement is applicable to braced wall pan- els offset in plane and to braced wall panels offset out of plane as permitted by the exception to Item 1 above in this section [see Figure 2308.12.6(5)].

Exception: 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 member.

4. Where portions of a floor level are vertically offset such that the framing members on either side of the offset cannot be lapped or tied together in an approved manner, the structure shall be considered to be irregular [see Figure 2308.12.6(6)].

Exception: Framing supported directly by foun- dations need not be lapped or tied directly together.

5. Where braced wall lines are not perpendicular to each other, the structure shall be considered to be irregular [see Figure 2308.12.6(7)].

6. Where openings in floor and roof diaphragms having a maximum dimension greater than 50 percent of the distance between lines of bracing or an area greater than 25 percent of the area between orthogonal pairs of braced wall lines are present, the structure shall be considered to be irregular [see Figure 2308.12.6(8)).

2308.12.7 Anchorage of exterior means of egress ':Ulllllr •• ,; nents. Exterior egress balconies, exterior exit stairways similar means of egress components shall be po anchored to the primary structure at not over 8 feet (2438 mm) o.c. or shall be designed for lateral forces. Such attach- ment shall not be accomplished by use of toenails or nails subject to withdrawal.

2308.12.8 Steel plate washers. Steel plate washers shall be placed between the foundation sill plate and the nut. 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 the plate washer is permitted to be diagonally slotted with a width of up to 3/16 inch (4.76 mm) larger than the bolt diame- ter and a slot length not to exceed P/4 inches (44 mm), pro- vided a standard cut washer is placed between the plate washer and the nut.

2308.12.9 Anchorage in Seismic Design Category E. Steel bolts with a minimum nominal diameter of % inch (15.9 mm) shall be used in Seismic Design Category E.

=u OUT OF PLANE OFFSET IN EXTERIOR

b'======:::::;;======:: BRACED WALL PANELS

SECTION VIEW

- ,~

FIGURE 2308.12.6(1) BRACED WALL PANELS OUT OF PLANE

4'-0"

w/2 x 12

CANTILEVER/SET BACK SHALL ONLY SUPPORT ROOF AND WALL WEIGHT

4'-0"

w/2 x 12

SECTION VIEW

SECTION THRU CANTILEVER SECTION THRU SET BACK

For 51: 1 foot = 304.8 mm.

FIGURE 2308.12.6(2) BRACED WALL PANELS SUPPORTED BY CANTILEVER OR SET BACK

492 2006 INTERNATIONAL BUILDING CODE@

-r I

L- -----l

I lL L PLAN VIEW

l1 I

I 1 ~

~ U FIGURE 2308.12.6(3)

WOOD

DASHED LINE INDICATES BRACED WALL LINE BELOW

THERE IS NO BRACED WALL LINE ON THIS EDGE OF THE ROOF

FLOOR OR ROOF NOT SUPPORTED ON ALL EDGES

'I ~

L ,--------------,---,- ROOF OR FLOOR SHALL BE PERMITIED r·~-~~-----l TO EXTEND UP TO 6' BEYOND L=== =-====-=:..=:::::::....:::Il:..====-_==== r THE BRACED WALL LINE

PLAN VIEW

For SI: 1 foot = 304.8 mm.

'------- NO BRACED WALL PANEL ABOVE PERMITIED AT THIS LOCATION

FIGURE 2308.12.6(4) ROOF OR FLOOR EXTENSION BEYOND BRACED WALL LINE

r---- REQUIRED BRACED WALLPANEL----=~-----~

D MORE THAN 1'-0"

---II I II

EXTERIOR ELEVATION EXTERIOR ISOMETRIC

For SI: 1 foot = 304.8 mm. FIGURE 2308.12.6(5)

BRACED WALL PANEL EXTENSION OVER OPENING

2006 INTERNATIONAL BUILDING CODE@ 493

WOOD

1'- II J

.--H-----,-----tl--- FLOOR JOISTS CANNOT BE TIED DIRECTLY TOGETHER

SECTION VIEW

FIGURE 2308.12.6(6) PORTIONS OF FLOOR LEVEL OFFSET VERTICALLY

PLAN VIEW

FIGURE 2308.12.6(7) BRACED WALL LINES NOT PERPENDICULAR

- - - i" MORE THAN b2/2

1- - ---. IS IRREGULAR I II - - ~ - -

II MORE THAN b1/2

IS IRREGULAR II :0

~I_~_II N

~ .Cl -

PLAN VIEW

FIGURE 2308.12.6(8) OPENING LIMITATIONS FOR FLOOR AND ROOF DIAPHRAGMS

SECTION VIEW

-==-1 II I

II II II II

- - ~.

PLAN VIEW ?"'$.,

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2304.7 Floor Sheathing
2304.9.1 Fastening
2306.3.1 Shear Capacity
2308.8(2) Floor Joists
2308.9.1 Stud Spacing
2308.9.5 Headers and Girders
2308.10.3(6) Rafters