BCN 4724 Scheduling II Term Project (HELP)

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FIRESTATIONSTRUCTURALPLANS.pdf

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F# = SPREAD FOOTING

S-201

SECTION NUMBER

SHEET WHERE SECTION IS DRAWN

S-201

DETAIL / PLAN NUMBER

SHEET WHERE DETAIL / PLAN IS DRAWN

SECTION MARK LEGEND CALLOUT MARK LEGEND

WF# = WALL FOOTING

STEP SYMBOL FOOTING LEGEND

COLUMN SCHEDULE MARK

COLUMN TYPE NUMBER

GENERAL NOTES:

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH PROJECT SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS. CONSULT THESE DRAWINGS FOR DEPRESSIONS, OPENINGS, FLOOR FINISHES, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. IF A CONFLICT EXISTS, CONTACT THE ENGINEER BEFORE PROCEEDING.

2. DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT USE SCALED DIMENSIONS; USE WRITTEN DIMENSIONS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK.

3. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, OR TIEDOWNS.

4. SEE PROJECT SPECIFICATIONS FOR TESTING INFORMATION. SEE STRUCTURAL INSPECTION PLAN FOR INSPECTION REQUIREMENTS.

5. WORK SHOWN AS NEW UNLESS NOTED AS EXISTING, (E). 6. DETAILS LABELED "TYPICAL" APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE

SPECIFICALLY CALLED OUT WHETHER EVERY LOCATION IS SPECIFIED OR NOT. CONTACT THE ENGINEER WITH ANY QUESTIONS OF APPLICABILITY.

TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL DRAWINGS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE 2010 EDITION OF THE FLORIDA BUILDING CODE WITH ITS APPLICABLE SUPPLEMENTS. CONSTRUCTION IS TO COMPLY WITH THE GOVERNING BUILDING CODE AND ALL FEDERAL, STATE, AND LOCAL BUILDING REQUIREMENTS. SUPERIMPOSED DESIGN LOADS:

OCCUPANCY DEAD LOAD LIVE LOAD* FLAT ROOF 20 PSF 30 PSF OFFICE ROOF 20 PSF 20 PSF TOWER ROOF 20 PSF 20 PSF MECHANICAL UNITS AS NOTED

* LIVE LOAD REDUCTION HAS BEEN APPLIED WHERE ALLOWED BY CODE.

WIND LOADS GOVERNING CODE ASCE 7-10 DESIGN WIND SPEED V=180 MPH RISK CATEGORY IV EXPOSURE C ENCLOSURE CLASSIFICATION ENCLOSED

DESIGN CRITERIA:

ALL EXTERIOR COMPONENTS OF THE BUILDING SHALL BE RATED FOR THE DESIGN WIND PRESSURES LISTED ON THE DRAWINGS BASED ON THE EFFECTIVE AREA OF THE COMPONENT. LINEAR INTERPOLATION IS PEMITTED FOR COMPONENTS WITH AREAS NOT LISTED ON THE DRAWINGS. DESIGN PRESSURES FOR 10 sf SHALL BE USED FOR ALL COMPONENTS WITH LESS THAN 10 sf EFFECTIVE AREA AND 100 SF DESIGN PRESSURE SHALL BE USED FOR ALL COMPONENTS WITH GREATER THAN 100 sf EFFECTIVE AREA. THE EXTERIOR ENVELOPE COMPONENTS SHALL BE RATED FOR SMALL AND LARGE MISSLE IMPACT RESISTANCE. PROVIDE MIAMI-DADE COUNTY PRODUCT APPROVAL (NOA) OR STATE OF FLORIDA PRODUCT APPROVAL WITH HVHZ RATING.

SPECIAL INSPECTIONS ARE REQUIRED FOR THE FOLLOWING STRUCTURAL ITEMS:

ENGINEERED UNIT MASONRY, ERECTION OF PRE-FABRICATED WOOD TRUSSES WITH SPANS GREATER THAN 35 FEET OR HEIGHT GREATER THAN 6 FEET, STEEL FRAMING CONNECTIONS AND ANY CONSTRUCTION OF UNUSUAL SIZE, MATERIAL AND DESIGN METHOD.

THE OWNER SHALL ENGAGE A QUALIFIED ENGINEER TO PERFORM THE REQUIRED SPECIAL INSPECTIONS. THE SPECIAL INSPECTOR SHALL SEND SIGNED AND SEALED INSPECTION REPORTS TO THE BUILDING OFFICIAL ON A WEEKLY BASIS AND MAINTAIN AN INSPECTION LOG AT THE JOBSITE

SPECIAL INSPECTIONS:

SHOP DRAWING REVIEW:

1. SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.

2. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.

3. SEE SPECIFICATIONS FOR OTHER SUBMITTAL REQUIREMENTS. 4. THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE

SPECIFIED IN WRITING BY THE ENGINEER. 5. CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS SHALL BE CLEARLY FLAGGED AND NOTED. THE

PURPOSE OF THE RE-SUBMITTALS SHALL BE CLEARLY NOTED ON THE LETTER OF TRANSMITTAL. ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THOSE ITEMS CAUSING THE RE-SUBMITTAL.

6. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION AND ERECTION DRAWINGS PREPARED BY A DELEGATED ENGINEER:

WOOD TRUSSES, OPEN WEB STEEL JOISTS, AND ROOF TOP EQUIPMENT SUPPORT FRAMES OR CURBS.

7. A DELEGATED ENGINEER IS DEFINED AS A FLORIDA LICENSED ENGINEER WHO HAS BEEN DELEGATED THE RESPONSIBILITY TO DESIGN SPECIALIZED STRUCTURAL COMPONENTS OR SYSTEMS TO BE INCLUDED IN A SPECIFIC SUBMITTAL FOR THIS PROJECT.

8. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION. CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED.

9. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED UNDER THE DIRECT SUPERVISION AND CONTROL OF THE DELEGATED ENGINEER.

10. SHOP DRAWINGS AND CALCULATIONS INCLUDING SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER EVALUATION, REQUIRE THE IMPRESSED SEAL, DATE, AND SIGNATURE OF THE DELEGATED ENGINEER.

11. THE DELEGATED ENGINEER IS SOLELY RESPONSIBLE FOR THEIR DESIGN, INCLUDING THE ACCURACY OF THEIR CALCULATIONS AND COMPLIANCE WITH APPLICABLE CODES AND STANDARDS.

12. THE STRUCTURAL ENGINEER WILL RETAIN ONE ORIGINAL SIGNED AND SEALED COPY OF THE CALCULATIONS FOR THEIR RECORD.

13. DRAWINGS PREPARED SOLELY TO SERVE AS A GUIDE FOR FABRICATION AND INSTALLATION (SUCH AS REINFORCING STEEL SHOP DRAWINGS OR STRUCTURAL STEEL ERECTION DRAWINGS) AND REQUIRING NO ENGINEERING DO NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER.

14. CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE THE SEAL OF A DELEGATED ENGINEER.

15. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS LIMITED TO VERIFYING THE FOLLOWING:

A. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN FURNISHED. B. THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND SEALED BY THE DELEGATED

ENGINEER. C. THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS USED

THE SPECIFIED STRUCTURAL CRITERIA. NO DETAILED CHECK OF THE CALCULATIONS WILL BE MADE.

D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS. NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE.

16. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED. 17. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING DOCUMENTS FOR ANY SUBSTITUTION FOR

MATERIAL OR PRODUCTS SPECIFIED ON THE DRAWINGS AND SPECIFICATION:

A. DETAILS OF COST SAVINGS TO THE OWNER. B. A CURRENT PRODUCT EVALUATION REPORT BY THE INTERNATIONAL CODE COUNCIL

EVALUATION SERVICES (ICC-ES) FOR THE PROPOSED PRODUCT OR MATERIAL.

18. CAD FILES OF STRUCTURAL DRAWINGS MAY BE USED IN THE AID OF PREPARING SHOP DRAWINGS ONLY UPON RECEIPT OF A CONTRACTOR SIGNED AGREEMENT.

A. CAD FILES REMAIN THE PROPERTY OF S&F ENGINEERS, INC. AND SHALL NOT BE USED FOR ANY OTHER PROJECTS.

B. CAD FILES OR COPIES OF STRUCTURAL DRAWINGS ARE NOT CONTRACT DOCUMENTS. C. CAD FILES OR COPIES OF STRUCTURAL DRAWINGS DO NOT RELIEVE THE CONTRACTOR OF

THE RESPONSIBILITY OF VERIFYING DIMENSIONS OR COORDINATION.

SHALLOW FOUNDATIONS:

1. COMPLY WITH SPECIFICATION SECTION 312000. 2. SHALLOW FOUNDATIONS, INCLUDING SITE PREPARATION, SHALL BE INSTALLED IN ACCORDANCE WITH

THE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES CONTAINED IN THE GEOTECHNICAL REPORT NO. HA125055, PREPARED BY DUNKELBERGER ENGINEERING & TESTING, TITLED SUBSURFACE STUDY - WESTERN FIRE STATION, AND DATED JULY 23, 2013.

3. FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,500 psf ON COMPACTED FILL AS PREPARED BY THE GEOTECHNICAL REPORT.

4. VERIFICATION OF SUB-GRADE PREPARATION SHALL BE MADE BY AN INDEPENDENT FLORIDA LICENSED GEOTECHNICAL ENGINEER EMPLOYED BY THE OWNER AND APPROVED BY THE ENGINEER. LOCATIONS FAILING TO MEET THE REQUIREMENTS SHALL BE RE-COMPACTED AND RETESTED AT THE CONTRACTORS EXPENSE AS DIRECTED BY THE INDEPENDENT GEOTECHNICAL CONSULTANT.

5. THE GEOTECHNICAL ENGINEER RESPONSIBLE FOR FIELD TESTING OF SUBGRADE PREPARATION SHALL PROVIDE A SIGNED AND SEALED LETTER CERTIFYING THAT THE SPECIFIED BEARING CAPACITY IS AVAILABLE AT ALL FOUNDATIONS.

6. ALL FOOTINGS SHALL BE CENTERED UNDER WALLS AND COLUMNS, U.O.N.

SLAB-ON-GRADE:

1. REFER TO GEOTECHNICAL REPORT FOR SUB-GRADE PREPARATION BELOW SLAB. 2. FOR INTERIOR SLABS, PLACE 10 MIL POLYETHYLENE SHEET BETWEEN THE SOIL AND THE BOTTOM OF

THE SLAB ON WELL COMPACTED TERMITE TREATED FILL. DO NOT USE SHEETING BELOW EXTERIOR SLABS.

3. USE 4" THICK SLAB-ON-GRADE REINFORCED WITH 6x6-W1.4Xw1.4 WELDED WIRE REINFORCEMENT SUPPORTED BY CHAIRS AT THE MID DEPTH OF SLAB, UNLESS OTHERWISE NOTED ON THE PLANS.

4. WELDED WIRE REINFORCEMENT SHALL BE SUPPLIED IN SHEETS. ROLLS ARE NOT PERMITED. OVERLAP WIRE MESH SHEETS ONE SPACE PLUS 2 INCHES.

5. PROVIDE CRACK CONTROL JOINTS AT A MAXIMUM OF 15 FEET THAT LIMITS THE AREA BETWEEN JOINTS TO 225 SQUARE FEET. THE AREA BOUNDED BY JOINTS SHALL BE AS SQUARE AS POSSIBLE WITH THE RATIO OF LONG SIDE TO SHORT SIDE NOT TO EXCEED 1.5. ADD CRACK CONTROL JOINTS AT RE-ENTRANT CORNERS.

6. SEE ARCHITECTURAL DRAWINGS FOR SLAB-ON-GRADE DEPRESSIONS.

CONCRETE FORMWORK AND SHORING:

1. DESIGN, ERECTION, AND REMOVAL OF ALL FORMWORK, SHORES, AND RESHORES SHALL MEET REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301.

2. DRAWINGS FOR SHORING AND RESHORING SHALL BE PREPARED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER. PRIOR TO CONCRETE POUR, THE FORMWORK, SHORING AND RE-SHORING SHALL BE INSPECTED BY THE SPECIALTY ENGINEER RESPONSIBLE FOR THE FORMWORK/SHORING DESIGN FOR COMPLIANCE WITH HIS DESIGN. THE SPECIALTY ENGINEER SHALL PROVIDE A SIGNED AND SEALED LETTER APPROVING THE INSTALLATION.

3. FORMWORK REMOVAL IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. REMOVE FORMS IN A MANNER TO ENSURE JOB SAFETY AND PREVENT DAMAGE TO THE STRUCTURE.

4. NO FORMWORK FOR STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-THIRDS OF THE 28 DAY DESIGN STRENGTH.

5. A MINIMUM OF 3 STORIES OF SHORING AND/OR RESHORING SHALL BE USED WHICH SHALL CONSIST OF ONE COMPLETE SET OF VERTICAL SHORES AND TWO SETS OF VERTICAL SHORES THAT COMPRISE AT LEAST 50% OF A COMPLETE SET.

REINFORCED CONCRETE:

1. COMPLY WITH SPECIFICATION SECTION 033000 2. CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND SPECIFICATIONS. 3. PROVIDE STRUCTURAL CONCRETE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A

STRENGTH AT 28 DAYS AS LISTED BELOW WITH A PLASTIC AND WORKABLE MIX:

ELEMENT STRENGTH MAX. W/C RATIO FOOTINGS 3,000 psi 0.60 SLAB-ON-GRADE 3,000 psi 0.60 ELEVATED BEAMS & SLABS 4,000 psi 0.50 OTHER STRUCTURAL CONCRETE 4,000 psi 0.50

4. MAXIMUM WATER TO CEMENT RATIO FOR ALL CONCRETE AT BALCONIES AND OTHER FLAT AND NEAR FLAT SURFACES EXPOSED TO WEATHER IN SERVICE SHALL BE 0.40.

5. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, U.O.N. 6. PROVIDE ASTM A615 GRADE 60 DEFORMED BAR REINFORCING STEEL FREE FROM OIL, SCALE, AND

RUST AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. SECURE APPROVAL OF SHOP DRAWINGS PRIOR TO COMMENCING FABRICATION.

7. REINFORCING SHALL BE ACCURATELY PLACED AND RIGIDLY SUPPORTED MAINTAINING THE FOLLOW CONCRETE COVER:

ELEMENT BOTTOM TOP SIDES FOOTINGS 3" 2" 3" BEAMS ABOVE GRADE 1-1/2" 1-1/2" 1-1/2" COLUMNS - - 1-1/2" SLABS ON GRADE 2" 1" 2" SLABS ABOVE GRADE 3/4" 3/4" 1" SLABS EXPOSED TO WEATHER 1-1/2" 1-1/2" 1-1/2" WALLS RETAINING FILL - - 2" WALLS ABOVE GRADE - - 1"

8. PROVIDE COLD DRAWN ELECTRICALLY-WELDED WIRE REINFORCEMENT CONFORMING TO ASTM A185, FREE FROM OIL, SCALE, AND RUST WHERE INDICATED ON PLANS. MINIMUM LAP SHALL BE ONE SPACE PLUS 2 INCHES.

9. PROVIDE THE FOLLOWING TEMPERATURE REINFORCING IN SLABS, UNLESS NOTED OTHERWISE:

SLAB THICKNESS REINFORCING 3-1/2" – 4-1/4" #3 @ 12" O/C 4-1/2" – 6" #4 @ 18" O/C 6-1/2" – 7" #4 @ 15" O/C 7-1/2" – 9" #4 @ 12" O/C

10. UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS, U.O.N. FOR OPENINGS LARGER THAN 24", CONTRACTOR SHOULD SUBMIT SHOP DRAWINGS. FOR OPENINGS SMALLER THAN 24" CUT REINFORCING AND REPLACE WITH THE EQUIVALENT AREA OF STEEL ALONG EACH SIDE OF THE OPENING AND PROVIDE A 48 BAR DIAMETER LAP. FOR RECTANGULAR OPENINGS ADD 1#5 x 6’-0" MID SLAB DEPTH.

11. CONTRACTOR SHALL SUBMIT SLAB DRAWINGS FOR ANY CONCENTRATION OF PIPES, CONDUIT, OR PENETRATIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS PRIOR TO CONCRETE POURS.

12. WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1" IN DIAMETER MAY BE EMBEDDED IN CONCRETE PER ACI 318, SECTION 6.3. SPACE AT THREE DIAMETERS CENTER-TO- CENTER. LARGER CONDUIT MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. CONDUITS SHALL BE LOCATED BETWEEN TOP AND BOTTOM LAYERS OF REINFORCEMENTS IN SLABS. IN NO CASE THE REINFORCING BARS SHALL BE MOVED TO ACCOMMODATE THE CONDUITS.

13. PLUMBING SLEEVES SHALL BE SPACED THREE DIAMETERS CENTER-TO-CENTER OR 6" CLEAR BETWEEN SLEEVES, WHICHEVER IS GREATER. PRIOR TO CONSTRUCTION SLEEVE LOCATIONS AND SIZES SHALL BE APPROVED BY THE ENGINEER.

14. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318. PROVIDE KEYWAYS AND ADEQUATE DOWELS. SUBMIT DRAWINGS SHOWING LOCATION OF CONSTRUCTION JOINTS AND DIRECTION OF CONCRETE POURS. ANY DEVIATIONS FROM CONSTRUCTION JOINTS SHOWN ON THE PLANS MUST BE APPROVED BY THE ENGINEER IN WRITING.

15. WHEREVER CONCRETE BALCONIES (OR OTHER FLAT SURFACES) OF THE REINFORCED CONCRETE FLAT PLATE ARE TO REMAIN EXPOSED TO WEATHER THROUGHOUT THE LIFE OF THE STRUCTURE, THE TOP SURFACE OF THE CONCRETE SHALL BE TREATED WITH A CLEAR NONFLAMMABLE PENETRATING SEALER OF THE ALKYL-ALKOXY SILANE CLASSIFICATION, SUCH AS SONNEBORN PENETRATING SEALER 20, HYDROZO ENVIROSEAL 20, OR OTHER ENGINEER APPROVED WEATHER RESISTANT SYSTEM. APPLICATION AND SURFACE PREPARATION SHALL BE IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.

CONCRETE MASONRY:

1. CONSTRUCT MASONRY IN ACCORDANCE WITH SPECIFICATION SECTION 042200. 2. THE STRUCTURE IS SUPPORTED BY BEARING WALLS, U.O.N. ERECT MASONRY PRIOR TO CASTING

CONCRETE COLUMNS WITHIN BEARING WALLS OR CASTING BEAMS AND SLABS SUPPORTED BY BEARING WALLS.

3. USE 50% SOLID, NOMINAL 8x8x16 OR 8x12x16 CONCRETE MASONRY UNITS AS NOTED CONFORMING TO ASTM C90 WITH A NET COMPRESSIVE STRENGTH OF 1900 psi, f'm = 1500 psi (3750 psi, f’m = 2500 psi FOR HIGH STRENGTH MASONRY).

4. MORTAR SHALL BE TYPE "M" OR "S" AND MEET ASTM C270 EXCEPT USE TYPE "M" BELOW GRADE. 5. GROUT SHALL BE 2000 psi (2500 psi FOR HIGH STRENGTH MASONRY) MINIMUM 28 DAY COMPRESSIVE

STRENGTH AND MEET ASTM C476. FOR PROVIDE HOOKED DOWELS IN FOOTINGS FOR VERTICAL REINFORCING ABOVE. LAP SPLICES WITH WALL REINFORCING 48 BAR DIAMETERS.

6. MASONRY SHALL BE LAID IN RUNNING BOND PATTERN UNLESS NOTED OTHERWISE. 7. PROVIDE 9 GAUGE GALVANIZED HORIZONTAL JOINT REINFORCING (DUR-O-WALL OR ENGINEER APPROVED

SUBSTITUTION) AT ALTERNATE BLOCK COURSES. USE PREFABRICATED CORNERS, TEES, AND CURVED HORIZONTAL JOINT REINFORCING AS REQUIRED.

8. BLOCK CELLS SHALL BE GROUT FILLED WITH VERTICAL REINFORCING BARS, ASTM A615 GRADE 60, AT CORNERS, INTERSECTIONS, EACH SIDE OF OPENINGS, AND AS SHOWN ON THE PLANS.

9. CELLS TO BE GROUT FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL GROUT SPACE. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF CELLS TO BE GROUT FILLED IN EACH POUR IN EXCESS OF 5 FEET IN HEIGHT. ANY OVERHANGING MORTAR, DEBRIS, OR OTHER OBSTRUCTION SHALL BE REMOVED FROM THE INSIDES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING, AFTER INSPECTION.

10. IF REQUIRED, CONTROL JOINTS SHALL BE PROVIDED IN CONCRETE MASONRY CONSTRUCTION AT LOCATIONS INDICATED ON THE ARCHITECTURAL DRAWINGS. HORIZONTAL WALL REINFORCING SHALL BE STOPPED EACH SIDE OF CONTROL JOINTS. SEE ARCHITECTURAL DRAWINGS FOR SEALANT REQUIREMENTS AT CONTROL JOINTS.

11. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS.

CHEMICAL (ADHESIVE) ANCHORS:

1. SHALL BE AN EQUAL TWO PART EPOXY POLYMER INJECTION SYSTEM, SUCH AS RAMSET "EPCON", POWERS “PE 1000+" CARTRIDGE SYSTEM, SIMPSON “SET-XP”, OR HILTI RE500 EPOXY DOWELING SYSTEM, OR ENGINEER APPROVED SUBSTITUTION, INSTALLED IN ACCORDANCE WITH MANUFACTURER’S INSTRUCTIONS. INSTALLERS SHALL BE TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

2. ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE SURFACE ON WHICH THEY ARE INSTALLED. ANCHORS INSTALLED WITH MORE THAN 1:8 SLOPE FROM THE PERPENDICULAR LINE WILL BE REJECTED. CONFIRM THE ABSENCE OF REINFORCING BY DRILLING A 1/4" TEST HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING WITHOUT ENGINEER APPROVAL.

3. PROVIDE ANCHOR, EMBEDMENT, SPACING, AND EDGE DISTANCES AS SHOWN ON THE DRAWINGS. 4. THREADED RODS SHALL CONFORM TO ASTM A36 AND GALVANIZED (G90), U.O.N. 5. HOLE DIAMATER SHALL BE 1/8” LARGER THAN THE ANCHOR DIAMETER. DO NOT USE WORN DRILL BITS

THAT RESULT IN LARGER HOLES. 6. THOROUGHLY CLEAN HOLES PRIOR TO FILLING WITH EPOXY.

EXPANSION ANCHORS:

1. SHALL BE STUD TYPE, ZINC COATED SINGLE PIECE WEDGE ANCHORS. ANCHORS SHALL CONFORM TO THE FEDERAL SPECIFICATION FF-S-325 GROUP II, TYPE 4, CLASS I FOR CONCRETE EXPANSION ANCHORS.

2. ANCHORS SHALL BE “KWIK BOLT 3” BY HILTI FASTENING SYSTEMS, INC., “TRUBOLT WEDGE ANCHORS” BY RAMSET/REDHEAD, “POWER STUD+ SD1” BY POWERS FASTENERS, “STRONG-BOLT” BY SIMPSON OR ENGINEER APPROVED SUBSTITUTION.

3. ANCHORS SHALL BE INSTALLED PERPENDICULAR TO THE SURFACE ON WHICH THEY ARE INSTALLED. ANCHORS INSTALLED WITH MORE THAN 1:8 SLOPE FROM THE PERPENDICULAR LINE WILL BE REJECTED. CONFIRM THE ABSENCE OF REINFORCING BY DRILLING A 1/4" TEST HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING WITHOUT ENGINEER APPROVAL.

4. PROVIDE ANCHOR, EMBEDMENT, SPACING, AND EDGE DISTANCES AS SHOWN ON THE DRAWINGS.

CONCRETE SCREW ANCHORS:

1. SHALL BE SINGLE PIECE HEAVY DUTY STEEL ANCHORS WITH STRONG THREADS CAPABLE OF FORMING MECHANICAL INTERLOCK WITH CONCRETE WHEN INSTALLED IN SPECIFIED DIAMETER HOLES AND TORQUE.

2. ANCHORS SHALL BE “LDT ANCHORS” BY RAMSET/REDHEAD, “WEDGE BOLT” BY POWERS FASTENERS, “TITEN HD” BY SIMPSON OR ENGINEER APPROVED SUBSTITUTION.

STRUCTURAL STEEL

1. FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE WITH SPECIFICATION SECTION 051200, AISC’S "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, " AISC 360, AND ALL OSHA REQUIREMENTS.

2. ROLLED SHAPES W AND WT SHALL CONFORM TO ASTM A992, Fy = 50 ksi. OTHER ROLLED SHAPES (M, S, C, MC, AND L), PLATES, AND BARS SHALL CONFORM TO ASTM A36, Fy = 36 ksi.

3. RECTANGULAR STRUCTURAL HSS TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 ksi. ROUND STRUCTURAL HSS TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 42 ksi. STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 ksi.

4. STEEL SHALL RECEIVE ONE SHOP COAT AND ONE FIELD TOUCH-UP COAT OF APPROVED PAINT, EXCEPT WHERE GALVANIZING IS INDICATED ON THE DRAWINGS OR WHERE FIRE-PROOFING COATING IS TO BE APPLIED AFTER ERECTION.

5. SHOP CONNECTIONS TO BE WELDED UTILIZING E70XX ELECTRODES AND CONFORMING TO AWS D1.1. FIELD CONNECTIONS TO BE BOLTED, UNLESS OTHERWISE NOTED ON STRUCTURAL DRAWINGS.

6. TYPICAL BOLTED CONNECTIONS SHALL CONSIST OF 3/4 INCH DIAMETER ASTM A325N HIGH STRENGTH BOLTS. TIGHTEN BOLTS TO THE SNUG TIGHT CONDITION, U.O.N. USE OF DIRECT TENSION INDICATOR TYPE BOLTS IS ENCOURAGED.

7. ERECTION BOLTS AND BOLTS SMALLER THAN 3/4" DIAMETER SHALL CONFORM TO ASTM A307. 8. ANCHOR RODS SHALL BE ASTM F1554, GRADE 36. 9. DO NOT REUSE OR RETIGHTEN BOLTS THAT HAVE BEEN FULLY TIGHTENED. 10. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F436 AND PLACED UNDER THE FASTENER

BEING TURNED. 11. STORE FASTENERS IN SEALED CONTAINERS UNTIL READY FOR USE. STORE SEALED CONTAINERS

AWAY FROM DIRT AND MOISTURE. DO NOT USE FASTENERS FROM OPEN CONTAINERS OR THAT HAVE ACCUMULATED RUST OR DIRT.

12. SHEAR STUD CONNECTORS SHALL BE ASTM A108, TYPE ‘B’ HEADED STUDS, Fu = 65 ksi. STUDS SHALL BE OF LENGTH AND DIAMETER SHOWN ON THE DRAWINGS AND NOT LESS THAN FOUR STUD DIAMETERS IN LENGTH AFTER INSTALLATION. STUDS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE," SECTION 7 - STUD WELDING.

13. WELDING SHALL BE DONE BY WELDERS WITH CURRENT CERTIFICATION USING ASTM E70 SERIES ELECTRODES FOR SHOP WELDING A36 STEEL, AND E70 SERIES LOW HYDROGEN ELECTRODES FOR ALL WELDING OF HIGH STRENGTH STEELS AND FOR FIELD WELDING.

14. WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS. THE FABRICATOR’S SHOP DRAWINGS SHALL REFLECT WELDS IN ACCORDANCE WITH AWS REQUIREMENTS.

15. FULL PENETRATION GROOVE WELDS SHALL BE INSPECTED BY ULTRASONIC TESTING. TWENTY-FIVE PERCENT OF THE WELDS SHALL BE INSPECTED AT RANDOM UNLESS NOTED OTHERWISE. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

16. UNLESS NOTED OTHERWISE ON THE DRAWINGS, GROOVE WELDS SHALL BE FULL PENETRATION. 17. PROVIDE FILLET WELDS AT CONTACT POINTS BETWEEN STEEL MEMBERS SUFFICIENT TO DEVELOP

THE ALLOWABLE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS DETAILED OTHERWISE ON THE DRAWINGS.

18. CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT MUST BE ENLARGED. DO NO ENLARGE UNFAIR HOLES BY BURNING OR USING DRIFT PINS.

19. DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS. 20. REFER TO ARCHITECTURAL DRAWINGS FOR PAINTING AND FIREPROOFING OF STRUCTURAL STEEL.

DO NOT PAINT SURFACES IN CONTACT WITH CONCRETE OR FIREPROOFING.

STEEL JOISTS:

1. DESIGN, MANUFACTURE, AND ERECT STEEL JOIST AND BRIDGING IN ACCORDANCE WITH SPECIFICATION SECTION 052100, STEEL JOIST INSTITUTE SPECIFICATIONS, AND OSHA REQUIREMENTS.

2. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWING SUBMITTAL SHALL INCLUDE LAYOUT, COMPONENT DESIGNATION, BRIDGING, AND PERTINENT SECTIONS AND DETAILS.

3. JOISTS INDICATED ON PLANS SUCH AS 14K3, 32LH05, ETC. ARE STANDARD SJI DESIGNATIONS. WHERE THE JOISTS ARE NOTED AS SPECIAL BY “SP” EXTENSION TO THEIR DESIGNATIONS SHALL BE DESIGNED BY THE FABRICATOR’S SPECIALTY ENGINEER. PROVIDE SIGNED AND SEALED DESIGN CALCULATIONS FOR ALL NON-STANDARD JOISTS FOR APPROVAL PRIOR TO FABRICATION.

4. DESIGN JOISTS FOR NET WIND UPLIFT AS SHOWN ON THE DRAWINGS. ALLOWABLE STRESS INCREASE FOR LOAD COMBINATIONS INCLUDING WIND IS PROHIBITED. PROVIDE SIGNED AND SEALED CALCULATIONS SHOWING ADEQUATE UPLIFT DESIGN.

5. K-SERIES JOISTS SHALL BEAR A MINIMUM OF 2-1/2" ON STEEL BEAMS AND 4" ON CONCRETE BEAMS. WELD JOISTS TO SUPPORTING STEEL WITH A MINIMUM OF 1/8" FILLET WELDS 1" LONG EACH SIDE, U.O.N.

6. LH-SERIES JOISTS SHALL BEAR A MINIMUM OF 4" ON STEEL BEAMS AND 6" ON CONCRETE BEAMS. WELD JOISTS TO SUPPORTING STEEL WITH A MINIMUM OF 1/4" FILLET WELDS 2" LONG EACH SIDE, U.O.N. BACK TO BACK JOISTS SHALL BE OFFSET IF CONCRETE BEAM IS LESS THAN 12" NOMINAL WIDTH OR STEEL BEAM IS LESS THAN 8" WIDE.

7. WHERE STEEL BEAMS SUPPORT JOISTS FRAMING FROM ONE SIDE ONLY, OR WHERE JOISTS FROM ONE SIDE ARE 3O% LONGER THAN THE JOISTS ON THE OPPOSITE SIDE OF THE BEAM, JOISTS SHALL BEAR FULL WIDTH OF THE STEEL BEAM OR 5-1/2", WHICH EVER IS LESS. STAGGER JOISTS AS REQUIRED.

8. BRACE ALL JOISTS WITH STEEL ANGLE CROSS-BRIDGING SPACED PER SJI REQUIREMENTS AND AS SHOWN ON THE DRAWINGS. HORIZONTAL BRIDGING WILL NOT BE ACCEPTED IN LIEU OF DIAGONAL BRIDGING. FOR JOISTS SUBJECT TO UPLIFT, IN ADDITION TO ALL OTHER BRIDGING, PROVIDE HORIZONTAL BOTTOM CHORD BRIDGING AT THE FIRST INTERIOR PANEL POINT AT EACH END.

9. BRIDGING SHALL BE WELDED OR BOLTED AT POINTS OF CONTACT. WELD SHALL NOT DAMAGE THE JOIST.

10. ENDS OF BRIDGING LINES TERMINATING AT WALLS OR BEAMS SHALL BE ANCHORED THERETO AT TOP AND BOTTOM CHORDS. MINIMUM JOIST BRIDGING TERMINATION CONNECTIONS TO MASONRY SHALL BE L3 X 3 X 1/4 X 3" LONG WITH (1) 1/2" DIAMETER ANCHOR BOLT OR 1/4 X 4 X 4 WITH (1) 1/2" X 5" HEADED STUD TO CONCRETE.

STEEL ROOF DECK WITH LIGHTWEIGHT INSULATING CONCRETE:

1. DECK SHALL CONFORM TO SPECIFICATION SECTION 053100 AND PROVISIONS OF THE STEEL DECK INSTITUTE (SDI) SPECIFICATIONS AND COMMENTARY FOR STEEL ROOF DECK.

2. DECK SHALL CONFORM TO ASTM A653, Fy = 33 ksi, GALVANIZED (G90), CORRUGATED STEEL VENTED (0.5%) DECK WITH THE MINIMUM PROPERTIES LISTED BELOW:

DEPTH GAUGE Sp (in3) Sn (in3) 1-1/2" 20 0.234 0.247

3. DECK SHALL BE TOPPED WITH TYPE II INSULATING FILL CONSISTING OF RIGID INSULATING BOARD EMBEDDED WITH TWO OR MORE INCHES OF LIGHTWEIGHT INSULATING CONCRETE OVER THE TOP (MAX. 30 pcf OVEN DRY DENSITY).

4. FASTEN DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" PUDDLE WELDS IN A 36/7 PATTERN. FASTEN DECK TO END SUPPORT AT EACH RIB AND TO EDGE SUPPORT AT 8" O.C. FASTEN SIDE LAPS WITH #10 SCREWS AT 12" O.C. UNLESS NOTED OTHERWISE.

5. MANUFACTURE AND INSTALL DECK IN A MINIMUM TWO SPAN CONDITION. SIMPLE SPAN CONDITIONS ARE PROHIBITED EXCEPT WHERE SPECIFICALLY SHOWN ON THE DRAWINGS.

6. DO NOT HANG CEILING, DUCTS, LIGHT FIXTURES, EQUIPMENT, OR OTHER ITEMS FROM ROOF DECK.

WOOD:

1. STRUCTURAL WOOD COMPONENTS (BEAMS, JOISTS, RAFTERS, ETC.) SHALL BE VISUALLY GRADED NO. 2 SOUTHERN PINE, UNLESS NOTED OTHERWISE. PROVIDE HIGHER GRADE LUMBER WHERE INDICATED ON THE DRAWINGS.

2. WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED IN ACCORDANCE WITH AMERICAN WOOD PROTECTION ASSOCIATION STANDARDS. MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE.

PLYWOOD:

1. PLYWOOD USED FOR ROOF SHEATHING SHALL BE MINIMUM 19/32” THICK (NOMINAL 5/8”) EXTERIOR GRADE (CDX) PLYWOOD WITH A SPAN RATING OF 32/16. ROOF SHEATHING SHALL BE NAILED TO SUPPORT FRAMING USING 10d COMMON NAILS AT 6” ON CENTERS AT INTERMEDIATE SUPPORTS AND AT 4” ON CENTERS AT PANEL EDGES.

2. ALL PLYWOOD DECKING SHALL BE INSTALLED IN MINIMUM TWO SPAN CONDITIONS WITH OUTER LAYER WOOD GRAIN PERPENDICULAR TO THE SUPPORT FRAMING AND WITH JOINTS STAGGERED.

WOOD FRAMING CONNECTORS:

1. CONNECTORS SHALL BE ZMAXX COATED. CONNECTOR MODEL NUMBERS SHOWN ARE CONNECTORS AS MANUFACTURED BY SIMPSON Strong-Tie Co., 1450 DOOLITTLE DR., P.O. BOX 1568, SAN LEANDRO, CA 94577. SUBSTITUTIONS ARE ACCEPTABLE WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. UNLESS SHOWN OTHERWISE, INSTALL SIZE AND NUMBER OF FASTENERS SHOWN IN LATEST SIMPSON CATALOG.

WOOD TRUSSES:

1. ENGINEERED WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY SUPPLIER'S SPECIALTY ENGINEER TO THE CONFIGURATION AND LOAD CARRYING CAPACITY SHOWN ON THE DRAWINGS AND SPECIFICATIONS.

2. ALTERNATE TRUSS LAYOUTS ARE ACCEPTABLE ONLY AS A CHANGE ORDER WHICH WILL INCLUDE ENGINEERING CHARGES FOR REDESIGN OF THE STRUCTURE AND TRUSS ANCHORAGE BY THE ENGINEER OF RECORD.

3. ENGINEERED SHOP DRAWINGS AND CALCULATIONS SHALL BEAR THE SIGNATURE AND IMPRESSED SEAL OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER AS THE SPECIALTY ENGINEER. SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL INCLUDE AN ERECTION DRAWING IDENTIFYING TRUSS SYSTEM COMPONENTS, AS WELL AS PERMANENT BRACING REQUIRED FOR TRUSS DESIGN. SHOW AND SPECIFY CONNECTOR TYPES UTILIZED WITHIN THE TRUSSES, AS WELL AS CONNECTORS UTILIZED IN OTHER CONNECTIONS AND ATTACHMENTS BETWEEN TRUSSES OR COMPONENTS SUPPLIED AS PART OF THE ENGINEERED TRUSS SYSTEM

12. GROUT ALL MASONRY CELLS CONTAINING REINFORCING, ALL CELLS OF 4 HOUR RATED WALLS, AND WHERE INDICATED ON PLAN. GROUT SHALL BE POURED IN LIFTS OF 5’-0" MAXIMUM HEIGHT. GROUT SLUMP SHALL BE BETWEEN 8" AND 10". GROUT SHALL BE CONSOLIDATED AT TIME OF PLACING BY VIBRATING AND RECONSOLIDATED LATER BY VIBRATING BEFORE PLASTICITY IS LOST.

13. MINIMUM GROUT SPACE DIMENSIONS SHALL BE IN ACCORDANCE WITH TABLE 7 OF ACI 530.1. 14. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR MORE, HORIZONTAL CONSTRUCTION JOINTS SHALL

BE MADE BY STOPPING THE POUR OF GROUT NOT LESS THAN 1-1/2 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED.

15. BEAMS WITH THE PREFIX "TB" SHALL CONSIST OF CONCRETE, POURED AFTER THE BLOCK WALLS BELOW ARE IN PLACE. REINFORCING SHALL BE CONTINUOUS THROUGH TIE BEAMS WITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS AND BENT BARS, 30" x 30" TOP AND BOTTOM, AT CORNERS.

16. LINTELS SHALL BEAR A MINIMUM OF 8" AT EACH END. LINTELS ABUTTING CONCRETE COLUMNS OR WALLS SHALL BE POURED-IN-PLACE.

17. USE PRESSURE-TREATED WOOD FOR WOOD IN CONTACT WITH MASONRY.

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

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S-000

STRUCTURAL NOTES AND ABBREVIATIONS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

ABBREVIATIONS

PLF POUND PER LINEAR FOOT PSF POUND PER SQUARE FOOT PSI POUND PER SQUARE INCH PT POST TENSION / PRESSURE TREATED R RISER REINF REINFORCEMENT REM REMAINDER REQ'D REQUIRED REV REVISION RM ROOM RO ROUGH OPENING RQMT REQUIREMENT RVT AUTODESK© REVIT® DOCUMENT S.A.D. SEE ARCHITECTURAL DRAWINGS S.E.D. SEE EQUIPMENT DRAWINGS S.M.D. SEE MECHANICAL DRAWINGS S.M.S. SHEET METAL SCREW SCHED SCHEDULE SECT SECTION SIM SIMILAR SL SLOPE SOG SLAB-ON-GRADE SP SPIRAL SS STAINLESS STEEL STD STANDARD STL STEEL STRUC STRUCTURAL SW SHEAR WALL / SHORT WAY T/ TOP T/O TOP OF TB TIE-BEAM TC TIE-COLUMN TEMP TEMPERATURE TO TOP OF TOC TOP OF CONCRETE TOS TOP OF STEEL TR TREAD TRANS TRANSVERSE TYP TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD WA WEDGE ANCHOR WD WOOD WF WALL FOOTING WWF WELDED WIRE FABRIC

ABBREVIATIONS

FRMG FRAMING FS FAR SIDE FT FOOT FTG FOOTING GA GAGE GALV GALVANIZED HC HOLLOW CORE HDG HOT DIPPED GALVANIZED HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HEADED STUD I.T. PRECAST INVERTED TEE IJ ISOLATION JOINT INFO INFORMATION INT INTERIOR JST JOIST JT JOINT KJ CONSTRUCTION JOINT L ANGLE LB POUND LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONG LONGITUDINAL LP LOW POINT LW LONG WAY MAS MASONRY MATL MATERIAL MAX MAXIMUM MECH MECHANICAL MEP MECHANICAL / ELECTRICAL / PLUMBING MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MTL METAL NAVIS AUTODESK© NAVISWORKS® NIC NOT IN CONTRACT NS NEAR SIDE NTS NOT TO SCALE O/C ON CENTER OH OPPOSITE HAND OPNG OPENING P.A.F. POWDER ACTUATED FASTENER P.D.T. PRECAST DOUBLE TEE PART PARTITION PL PLATE

ABBREVIATIONS

(E) EXISTING AB ANCHOR BOLT ALT ALTERNATE APPR APPROXIMATELY ARCH ARCHITECTURAL B/ BOTTOM B/O BOTTOM OF BLDG BUILDING BM BEAM BOTT BOTTOM BRG BEARING C/C CENTER TO CENTER CAD COMPUTER DRAWING FILE CH CHANNEL CIP CAST IN PLACE CJ CONTROL JOINT CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE COND CONDITION CONFIG CONFIGURATION CONT CONTINUOUS CONTR CONTRACTOR CTR CENTER DBL DOUBLE DET DETAIL DIA DIAMETER DIM DIMENSION DN DOWN DO DITTO DR DOOR DWG DRAWING EA EACH EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EQ EQUAL EW EACH WAY EXP EXPANSION FIN FINISH FLR FLOOR FNDN FOUNDATION FOM FACE OF MASONRY

STRUCTURAL NOTES

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

R3 R3

R3R3

R2 R2R1

HR1 HR1

HR1

HR2

6' - 0"

HR2

6' -

TY P.

TYP.

T Y

P .

5' - 0"

5' - 0

5' - 0"

W5W5 W5W5 W5

W5W5

W5W4 W4

6' - 0"

6' - 0 3/8" 6' - 0" 6' - 0"

3' - 0" 3' - 0"

5' - 0"

W5 W5 W5 W5

W5 W5 W5

5' - 0" 5' - 0" 6' - 0" 6' - 0"

3' - 0" 3' - 0"

6' - 0"

W5 W5

W5 W4

W4 W4

5' - 0" 6' - 0" 6' - 0" 6' - 0" 6' - 0" 6' - 0"

3' - 0" 3' - 0"

W5W5

W5 W4

W4 W4

6' - 0" 6' - 0" 6' - 0" 5' - 0" 5' - 0"

3' - 0" 3' - 0"

ZONE TRIBUTARY AREA (SQ. FT.)

R1 10 S.F.

ULTIMATE ROOF DESIGN PRESSURES (PSF) - COMPONENTS AND CLADDING

30.4 / -74.8 20 S.F. 50 S.F. 100 S.F.

30.4 / -125.5

30.4 / -188.9

28.5 / -72.9

28.5 / -112.2

28.5 / -156.6

26.0 / -70.4

26.0 / -94.5

26.0 / -113.5

24.1 / -68.5

24.1 / -81.2

NOTES:

1. TO CONVERT TABULATED VALUES TO SERVICE LEVEL, MULTIPLY BY 0.6. 2. POSITIVE VALUES INDICATE PRESSURE ACTING TOWARD SURFACE AND NEGATIVE VALUES INDICATE PRESSURE ACTING AWAY FROM SURFACE. 3. SUBTRACT 7 PSF TO OBTAIN NET ROOF PRESSURE ON METAL ROOF SYSTEMS.

HR1 47.6 / -75.6 43.4 / -73.5 37.8 / -70.7 33.6 / -68.6

HR2 47.6 / -131.6 43.4 / -121.1 37.8 / -107.1 33.6 / -96.6

ZONE TRIBUTARY AREA (SQ. FT.)

W4 10 S.F.

ULTIMATE WALL DESIGN PRESSURES (PSF) - COMPONENTS AND CLADDING

82.6 / -89.6 20 S.F. 50 S.F. 100 S.F.

82.6 / -110.6

79.1 / -86.1

79.1 / -102.9

74.2 / -81.2

74.2 / -93.1

70.0 / -77.0

70.0 / -86.1

ZONE TRIBUTARY AREA (SQ. FT.)

10 S.F.

ULTIMATE PARAPET DESIGN PRESSURES (PSF) - COMPONENTS AND CLADDING

+58.7/-64.5

20 S.F.

+58.7/-82.2

+58.7/-114.1

+58.7/-177.5

+55.4/-61.3

+55.4/-75.6

+55.4/-100.8

+55.4/-145.2

50 S.F.

+51.5/-57.4

100 S.F.

+51.5/-67.8

+51.5/-83.1

+51.5/-102.1

+48.2/-54.1

+48.2/-61.3

+48.2/-69.7

FRONT BACK FRONT BACK FRONT BACK FRONT BACK

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

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A M

S-001

WIND PRESSURE DIAGRAMS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

3/32" = 1'-0" 1

ROOF WIND PRESSURE DIAGRAM 3/32" = 1'-0"

WEST ELEVATION WIND PRESSURE DIAGRAM

3/32" = 1'-0" 2

EAST ELEVATION WIND PRESSURE DIAGRAM

3/32" = 1'-0" 4

NORTH ELEVATION WIND PRESSURE DIAGRAM

3/32" = 1'-0" 5

SOUTH ELEVATION WIND PRESSURE DIAGRAM

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

MW-1

WF2.0

W F2

WF2.0

W F2

WF2.0

W F2

WF2.0

W F2

WF5.0

W F5

WF5.0

WF2.0

W F2

WF2.0

WF2.0 WF2.0

WF5.0

M W

-1

MW-1

M W

-1

MW-1

M W

-1

MW-1 MW-1

M W

-1

MW-4

M W

-1

MW-4

MW-1

MW-4

MW-1

M W

-1

MW-1

M W

-1

MW-3

MW -3

M W

-3

MW -3

MW-3

M W

-3

T/SLAB

+0' - 0" T/SLAB

C.J.

+0' - 0" T/SLAB

C.1

1 2 3 4

5 5.54.1

4.1

MW-3

WF4.0B

MW -3

WF5.0

S-200

13 ' -

1 0

3/ 8"

15 ' -

4 3

/4 "

28 ' -

8 7

/8 "

10 ' -

6 "

3' -

4 3/

8" 40

' - 7

5 /8

9' - 2" 57' - 7 3/8" 10' - 3" 37' - 1 1/8" 22' - 10 7/8"

2' - 2 5/8"

18' - 1 1/8"

9' -

6 1/

4" 12

' - 4

1 /8

11 ' -

4 3 /8"

4' - 0 3/8"

3' - 4 5/8"

10 5/8"

10' - 11 3/4"

1' -

3 7/

19' - 5 7/8"

7' - 1 1/2"

F4.0 x 9.0 F4.0 x 9.0 F4.0 x 9.0 F4.0 x 9.0

2' - 1" 18' - 0 3/4" 17' - 11 1/2" 18' - 0 3/4"

T/SLAB

F4.0 x 9.0 F4.0 x 9.0 F4.0 x 9.0 F4.0 x 9.0

. SLOPE

S LO

P E

3' -

2' - 11"

WF2.0

T/SLAB SEE NOTE 5.

C.J.

T/SLAB

WF4.0A

W F4

.0 A

W F4

.0 A

F4.0

F4.0F4.0

F4.0

10 ' -

6 "

3' -

7 7/

1' - 10"10' - 6"

MW-1

WF2.0

S-200

S-230 TYP.

1 2 2 1

2 2

WF5.0

S-200

S-2004

S-200

22' - 10 7/8" 21' - 1 1/8"

2' - 1" 18' - 0 3/4" 17' - 11 1/2" 18' - 0 3/4"

C.J.

6" SLAB SEE NOTE 6

10 ' -

0 "

10' - 6"

12 ' -

3 "

6' -

2" 12

' - 2

" 7'

- 10

3 /8

1' -

S-120

GENERATOR PAD COORD. LOCATION WITH

ARCH. AND MEP DWGS. W F4

.0 B

C.J.

S-230

S-230 SIM.

S-110

S-110 SIM.

W F2

.0 F3

.0 x

6 .5

5F3.0

T/SLAB SEE NOTE 5.

T/SLAB

T/SLAB 4

S-200

+0' - 0"

+0' - 0" -0' - 2 1/4"

-0' - 2 1/4"

MW-2

M W

-2 M W

-2

6' - 0 7/8"

10' - 11 1/2"

4' -

0" 2'

- 8

3/ 8"

1' -

4 5/

8" 2" E

X P

. J T.

+0' - 0"

. SLOPE

S LO

P E

S LO

P E

S LO

P E

+0' - 0" T/SLAB

LOUVER OVERHEAD

FOUNDATION / FIRST LEVEL PLAN NOTES:

1. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS REFER TO 0'-0" REFERENCE ELEVATION (0'-0" = +15'-0" N.G.V.D.).

2. SEE S-000 FOR STRUCTURAL NOTES. 3. TOP OF FOOTING ELEVATION IS -2'-0" U.O.N. 4. SEE STRUCTURAL NOTES FOR SLAB ON GRADE INFORMATION AND S-200 FOR SLAB-ON-GRADE DETAILS. 5. FLOOR SLAB IN APPARATUS BAY SHALL BE A 6" THICK SLAB-ON-GRADE WITH ONE LAYER OF #5@12" O.C.

EACH WAY AT MID-DEPTH. 6. SLAB AT DUMPSTER ENCLOSURE SHALL BE A 6" THICK SLAB-ON-GRADE WITH ONE LAYER OF 6x6-W2.9xW2.9

WELDED WIRE REINFORCEMENT. 7. SEE S-300 FOR MASONRY WALL AND FOOTING SCHEDULES. 8. FOR DIMENSIONS NOT SHOWN REFER TO ARCHITECTURAL DRAWINGS. 9. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB STEPS AND SLOPES. 10. REFER TO MEP DRAWINGS FOR UNDERGROUND UTILITIES AND SLAB PENETRATIONS. 11. CENTERLINES OF COLUMNS AND WALLS COINCIDE WITH CENTERLINE OF FOUNDATION U.O.N. 12. PROVIDE 2-#5 X 4'-0" BARS MID-DEPTH AT ALL REENTRANT CORNERS. 13. SEE S-300 FOR COLUMN SCHEDULE. 14. COORDINATE CMU WALL OPENINGS WITH MECH. AND ARCH. DRAWINGS. SEE 3/S-201 FOR REINF. AT

OPENINGS.

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

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A M

S-100

FOUNDATION / GROUND FLOOR

PLAN

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

1/8" = 1'-0" 1

FOUNDATION / GROUND FLOOR PLAN

NORTH

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

18 K

C S

18 K

C S

18 K

C S

18 K

C.1

1 2 3 4 5

5.5

4.1

S-220

S-220 3

S-220

B/DECK

T/PARAPET

T/PARAPET AT HGHST. PT.

+16' - 6"

T/PARAPET

B/DECK B/DECK

SLOPE

+15' - 4" T/PARAPET

+15' - 2"

T/PARAPET

T/PARAPET AT HGHST. PT.

T/PARAPETT/PARAPET +21' - 6"

T/PARAPET

+21' - 6"

T/PARAPET

+15' - 4"

T/PARAPET

+15' - 4" TB

-2

18 K

TB -3

TB-1

(B E

LO W

)

TB -4

TB -3

(B E

LO W

) (A

B O

V E

)

(A B

O V

E )

TB-1

TB -3

TB-5

TB -5

S-110

T/PARAPET

B/DECK

TB-1

T/PARAPET

32LH07

3' -

0" 5'

- 0"

5' -

0" 5'

- 0"

5' -

0" 5'

- 0"

5' -

0" 5'

- 0"

5' -

0" 5'

- 0"

5' -

0" 3'

- 0"

4' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0"

5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 4' - 0"

2 3 3 3 3 24

TB-1

1 RTU-1 1,252 LB.

RTU-2 940 LB.

TB -3

B-1

1 1

GIRDER TRUSS (MIN. 2-PLY)

T/PILASTER

S-110

SIM.

S-220

S-110

S-220

+18' - 3" +19' - 9"

+21' - 6"

+15' - 0"

+16' - 6"

+13' - 0"

TB-1

S-220

S-110

S-220

S-230

+8' - 0"

5 5

TB-1

3' - 0"

2. 5K

GIRDER TRUSS (MIN. 2-PLY)

12 K

3 14

K 3

16 K

4' - 7"

12 K

4' - 7"

JACK TRUSS. TYP. HIP JACK TRUSS. TYP.

PREFABRICATED WOOD TRUSSES @2'-0" O.C., TYP.

S-110

+13' - 0"

3' - 0"

+13' - 0"

4' - 5"

HOOD (BELOW) 269 LB. COORDINATE

OPENINGS WITH CAPTIVEAIRE DRAWINGS.

2" E

X P

. J T.

1' -

4 5/

8" 4'

- 0"

40 ' -

7 5

/8 "

13 ' -

1 0

3/ 8"

15 ' -

4 3

/4 "

28 ' -

8 7

/8 "

10 ' -

6 "

3' -

4 3/

8" 9' - 2" 57' - 7 3/8" 10' - 3" 37' - 1 1/8" 22' - 10 7/8"

. .

C12x20.7 (FLAT)

S-230

# # # # #

# # # #

S-220 TYP.

+23' - 6"

T/PARAPET

+26' - 10"

+23' - 6"

+21' - 6" T/PARAPET

+23' - 6" T/PARAPET

+26' - 10" +21' - 6"+23' - 6" T/PARAPET

TB -3

ROOF FRAMING PLAN NOTES:

1. ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS REFER TO 0'-0" REFERENCE ELEVATION (0'-0" = +15'-0" N.G.V.D.).

2. SEE S-000 FOR STRUCTURAL NOTES. 3. SEE S-300 FOR CONCRETE BEAM AND TIE BEAM SCHEDULES. 4. FOR DIMENSIONS NOT SHOWN REFER TO ARCHITECTURAL DRAWINGS. 5. SEE S-210, S-220 AND S-230 FOR TYPICAL DETAILS. 6. BRACE TOP OF NON-LOAD BEARING CMU WALLS PER DETAIL 8/S-210. 7. SEE 9/S-220 FOR FRAMING ROOF OPENINGS.

STEEL SYMBOLS:

- 1-1/2" x 20 GA. TYPE "B" METAL DECK. FASTEN PER STRUCTURAL NOTES.

- HORIZONTAL UPLIFT BRIDGING: MIN. L1-1/4x1-1/4x7/64 CONT. FOR LH-SERIES JOISTS AND MIN. L1x1x7/64 CONT. FOR K-SERIES JOISTS. WELD AT FIRST BOTTOM CHORD PANEL POINT. SEE 1/ S-220.

- TYPICAL HORIZONTAL BRIDGING: MIN. L1-1/4x1-1/4x7/64 CONT. FOR LH-SERIES JOISTS AND MIN. L1x1x7/64 CONT. FOR K-SERIES JOISTS. WELD TO TOP AND BOTTOM CHORDS. SEE 1/ S-220.

- TYPICAL DIAGONAL BRIDGING: MIN. L1x1x7/64 CONT. FOR ALL JOISTS. BOLT TO TOP AND BOTTOM CHORD AND AT INTERSECTION. SEE 2/ S-220. HOISTING CABLES SHALL NOT BE RELEASED UNTIL DIAGONAL BRIDGING INSTALLATION IS COMPLETE.

ROOF WOOD TRUSS NOTES (APPLIES TO OFFICE AND TOWER ROOF):

1. ROOF FRAMING SHALL BE PRE-ENGINEERED WOOD TRUSSES AT MAXIMUM SPACING ON 2'-0" ON CENTER. PROVIDE HIP JACKS AND JACK TRUSSES AS SHOWN ON PLAN. THE TRUSS SYSTEM SHALL BE DESIGNED BY FABRICATOR'S SPECIALTY ENGINEER. SEE STRUCTURAL NOTES FOR SUBMITTAL REQUIREMENTS.

2. SEE ARCHITECTURAL DRAWINGS FOR TRUSS DIMENSIONS AND PROFILES.

3. - INDICATES WOOD FRAMING CONNECTOR. SEE S-300 FOR SCHEDULE.

4. WOOD TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING GRAVITY LOADS IN ADDITION TO APPLICABLE WIND LOADS:

TOP CHORD LIVE LOAD = 10 PSF TOP CHORD DEAD LOAD = 15 PSF BOTTOM CHORD LIVE LOAD = 10 PSF BOTTOM CHORD DEAD LOAD = 10 PSF

5. ROOF DECKING SHALL BE 5/8" THICK PLYWOOD NAILED TO SUPPORTS. SEE STRUCTURAL NOTES FOR MORE INFORMATION.

6. # - INDICATES 2x6 BLOCKING. SEE DETAIL 2/S-230. 7. PROVIDE TRUSS BRACING PER 11/S-230.

C.1

54.1

S-110

PREFABRICATED WOOD TRUSSES AT 2'-0" O.C., TYP.

S-230

22' - 10 7/8"

10 ' -

6 "

3' -

4 3/

GIRDER TRUSS

TYP. AT ALL TOWER ROOF TRUSS CONNECTIONS

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

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1 3 8

:5 6

:0 5

A M

S-101

ROOF FRAMING PLAN

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

1/8" = 1'-0" 1

ROOF FRAMING PLAN

NORTH

1/8" = 1'-0" 2

TOWER ROOF PLAN

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

12" CMU WALL

8" C.I.P. WALL

6" C.I.P. WALL

S-230 6

TYP. ALL 4 SIDES OF TOWER

S-230 3

TYP. ALL 4 SIDES OF TOWER

LH-SERIES STEEL JOIST

19'-4" (17'-10" AT SIM) T/TIE BEAM

M IN

. 8"

PL 3/8x6x0'-7 1/2" W/(2)-1/2"Øx5" H.S.

B- OR TB-, SEE PLAN

21'-6" T/PARAPET

19'-9" (18'-3" AT SIM) B/DECK

6" 4 "

13'-5 1/2" T/TIE BEAM

13'-0" B/DECK

K-SERIES STEEL JOIST

JOIST BRIDGING

8" CM U, SEE PLAN

0'-0' T/SLAB

SLAB-ON-GRADE, SEE PLAN FOR INFO. (NOT PRESENT AT SIM.)

S-220 3

S-220 4

S-200 3

58' - 3"

CONCRETE COLUMN. SEE SCHEDULE.

T/PARAPET

+14' - 0" B/WALL

+14' - 0" B/WALL +14' - 0"

B/WALL

+14' - 0"

12" CONC. WALL REINFORCED WITH #6@10" O.C. HORIZ. AND #5 @10" O.C. VERT . EA. FACE

4' - 2" 14' - 0" 3' - 11 1/2" 14' - 0" 3' - 11 1/2" 14' - 0" 4' - 2"

2' -

0" 3'

- 4"

3' - 2 5/8" 7' - 10 1/4" 2' - 11 3/8"8' - 3 7/8"

T/PARAPET

T/PARAPET 6

S-220

R =

5 0'

- 0"

+23' - 6"

+21' - 6"

+26' - 10"

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

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rd o

\D o

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e n ts

\M y

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:2 6

A M

S-110

BUILDING SECTIONS AND ELEVATIONS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

1/2" = 1'-0" 3

SECTION AT TOWER 3/4" = 1'-0"

2 WALL SECTION

1/4" = 1'-0" 1

APPARATUS BAY ELEVATION

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

FOOTING. SEE SCHED.

8" CMU WALL.

1' -

C LE

A R

8"x VARIES TIE BEAM W/2-#5 TOP AND BOTTOM AND #3 TIES @10" O.C. BEND TOP BARS TO MATCH CURVE OF CONCRETE CAP.

GRADE

SEE ARCH. DWGS. FOR ADDITIONAL CAP INFORMATION.

3" TYP.

7' -

2-#4

#4 @24" O.C.

VARIES

CONCRETE COLUMN. SEE SCHED.

16' - 0"

8" CMU WALL REINF.W/ #5@16" O.C. VERTICAL.

AT CONTRACTOR'S OPTION, 8x8x8 BLOCKS MAY BE USED IN STACK BOND IN LIEU OF 8x8x16 BLOCKS.

CONCRETE COLUMN. SEE SCHED.

NOTE:

SEE SITE PLAN FOR LOCATION OF MONUMENT SIGN.

3' - 4"

1' -

1' - 6"

3' - 4"

6' - 7"

S-120

R =1

5' -

5 1/

WF4.0B

3 3

S-120

6 1/

1' -

3 5/

1' - 5 1/2" 1' - 5 1/2"

1' -

3 1/

1' -

3 1/

4' -

COLUMN CAP. SEE ARCH. DWGS. FOR

MORE INFORAMATION.

GRADE

FOOTING. SEE PLAN AND SCHEDULE.

REFER TO ARCH. DWGS. FOR DIMENSIONING NOT SHOWN.

3-#4

SEE COLUMN SCHEDULE FOR REMAINING

REINFORCEMENT.

2-#4

SEE COLUMN SCHEDULE. HOOK (4) VERTICAL BARS

IN CAP.

3' - 4"

7' -

1' -

4" 6'

- 9"

6" SLAB-ON-GRADE W/ #4@12" O.C. BOTTOM BOTH WAYS HOOKED AS SHOWN

4" M

IN .

GRADE

THICKENED EDGE WITH (1)-#5 BOTTOM, TYP. ALL 4 SIDES

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

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:5 0

A M

S-120

SITE DETAILS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

3/4" = 1'-0" 3

SECTION AT MONUMENT

3/8" = 1'-0" 1

MONUMENT SIGN PLAN

1/2" = 1'-0" 2

MONUMENT COLUMN ELEVATION

NORTH 3/4" = 1'-0"

4 GENERATOR PAD SECTION

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

CORNER BARS TO MATCH FOOTING REINFORCEMENT

S E

E S

C H

E D

U LE

LA P

S P

LI C

STRIP FOOTING REINFORCING

CONTINUOUS THRU PADS

SEE SCHEDULE LAP SPLICE

CORNER PERPENDICULAR

PLAN AT PAD

3/4" DISCONTINUE W.W.F. AT KEYWAY

CONSTRUCTION JOINT

ISOLATION JOINT

SAWCUT JOINT

WALL, COLUMN OR SLAB (SEE NOTE 3)

1/2" EXPANSION JOINT MATERIAL

SAW CUT; FILL W/ JOINT MATERIAL (SEE NOTE 2)

CUT ALTERNATE CROSS WIRES AT JOINT

P LA

N S

E E

P LA

N S

E E

P LA

N S

E E

NOTES:

SEE PLAN FOR SLAB DEPTH AND REINFORCEMENT. SAW CUT AS SOON AS POSSIBLE WITHOUT RAVELING CONCRETE (4 TO 16 HOURS AFTER POUR) ADJACENT SLAB POURS SHALL NOT BE MADE WITHIN 8 HOURS.

1. 2.

8" MIN.

1' -

0" M

IN .

#4 x 4'-0" @18" O.C.(2)#4 CONT.

SEE PLAN FOR MAIN SLAB REINFORCING.

12" @12" CMU 8" @8" CMU

#4 x 4'-0" @18" O.C. (2)#4 CONT.

SEE SCHEDULE FOR FOOTING SIZE AND REINFORCEMENT

THICKENED EDGE

CMU WALL BEYOND. SEE PLAN

T/FTG. SEE PLAN

SEE PLAN FOR SLAB ON GRADE REINF.

LA P

S P

LI C

E . S

E E

S C

H E

D U

LE 3"

C LE

A R

CMU WALL. SEE PLAN.

SEE SCHEDULE FOR WALL REINFORCING. PROVIDE MATCHING DOWELS.

1/2" ISOLATION JOINT

T/S.O.G. SEE PLAN

T/FTG. SEE PLAN

SEE SCHEDULE FOR FOOTING SIZE AND REINFORCEMENT.

CMU WALL. SEE PLAN.

SEE SCHEDULE FOR WALL REINFORCING. PROVIDE MATCHING DOWELS.

1/2" ISOLATION JOINT

T/S.O.G. SEE PLAN

T/FTG. SEE PLAN

SEE SCHEDULE FOR FOOTING SIZE AND REINFORCEMENT.

8"8"

REFER TO PLUMBING DWGS FOR SIZE AND REINF.

#4 STIRRUPS @12" O.C. OR AS PROVIDED BY TRENCH DRAIN MANUFACTURER.

(2) - #4 CONT.

6" THICK CONCRETE SLAB. SEE PLAN.SLOPE SLOPE

#4 x 4'-0" WITH HOOK @ 12" O.C.

SLAB EDGE

SAW JOINT (SJ) OR CONTROL JOINT (CJ)

TURNDOWN SLAB EDGE

(SJ) OR (CJ)

CONCRETE COLUMN

INSOLATION JOINT (IJ)

(SJ) OR (CJ)

SLAB EDGE

0' - 2" TYP.

EXTERIOR

(2 ' -

0 ")

M IN

. LA

P S

P LI

C E

(2' - 0") MIN. LAP SPLICE

VERTICAL REINFORCEMENT

HORIZONTAL REINFORCEMENT

CORNER BARS SHALL BE SAME SIZE AND SPACING AS HORIZONTAL REINFORCEMENT.

0" T

Y P

. .

(2 ' -

0 ")

M IN

. LA

P S

P LI

C E

(2' - 0") MIN. LAP SPLICE

VERTICAL REINFORCEMENT

HORIZONTAL REINFORCEMENT

CORNER BARS SHALL BE SAME

SIZE AND SPACING AS HORIZONTAL

REINFORCEMENT.

90° HOOK AT ALL TOP BARS.

BEAM REINFORCING (TOP PLANE SHOWN). SEE SCHEDULE

ADD CORNER BAR AT TOP AND BOTTOM OF BEAM. BAR SIZE SHALL MATCH LARGER INTERSECTING BEAM BAR SIZE.

48 BAR DIAMETERS .

48 B

A R

D IA

M E

TE R

S .

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

u a

rd o

\D o

cu m

e n ts

\M y

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0 1

3 L

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l F ile

s\ 1

2 1

2 0

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F ir e

S ta

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T R

_ E

ce n

a rr

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vt 9

/3 0

/2 0

1 3 8

:5 7

:1 5

A M

S-200

CONCRETE TYPICAL DETAILS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

3/4" = 1'-0" 5

FOOTING INTERSECTION

3/4" = 1'-0" 1 SLAB JOINTS

3/4" = 1'-0" 6 THICKENED SLAB

3/4" = 1'-0" 4

THICKENED EDGE AT FOOTING

3/4" = 1'-0" 3

TYPICAL WALL FOOTING SECTION

3/4" = 1'-0" 2

TYPICAL STEM WALL FOOTING AT EXTERIOR WALL

3/4" = 1'-0" 7

SECTION AT FLOOR TRENCH

1/2" = 1'-0" 8

ISOLATION JOINTS AT CONC. COLUMN DETAIL

3/4" = 1'-0" 9

TYPICAL CONCRETE CORNER REINFORCEMENT DETAIL

3/4" = 1'-0" 10

TYPICAL CONCRETE CORNER REINFORCEMENT DETAIL

3/4" = 1'-0" 11

TYPICAL CONCRETE CORNER BEAM REINFORCEMENT

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

1 REBAR IN SECOND CELL ADJACENT TO OPENINGS WIDER THAN 6'-0".

1 REBAR AT SCHEDULED

SPACING

1 REBAR

1 REBAR IN THIRD CELL ADJACENT TO OPENINGS WIDER THAN 10'-0" OR WHERE WALL IS ONLY 3 CELLS BETWEEN OPENINGS.

1 REBAR OPENING

CORNER INTERSECTION OPENING END WALL

1 REBAR IN LAST 3 CELLS

HORIZ. JOINT REINF. USE PREFAB CORNERS AND TEES AT

WALL INTERSECTIONS.

1-#4 AT EA. LAYER OF STEEL.

CORNER INTERSECTION

1-#4 AT EA. LAYER OF STEEL.

36"

36" 36"

(2)#6 FOR OPENINGS BETWEEN 9'-0" AND 12'-0" WIDE.

PRECAST LINTEL WITH: (2)# 5 FOR OPENINGS 6'-0" WIDE OR LESS; (2)#6 FOR OPENINGS BETWEEN 6'-0" AND 12'-0" WIDE

(2)#6 FOR OPENINGS BETWEEN 6'-0" AND 12'-0" WIDE.

NOTES:

1. BEAR LINTEL A MINIMUM OF 8" AT EACH END. 2. EXTEND BARS 6" BEYOND FACE OF SUPPORT. 3. SEE PLANS FOR OPENINGS WIDER THAN 12'-0". 4. PROVIDE VERTICAL REINFORCEMENT EACH SIDE OF

OPENINGS PER 3/S-201. 5. CONTRACTOR'S OPTION TO USE CAST-IN-PLACE

LINTEL IN LIEU OF PRECAST.

SET FIRST COURSE IN FULL MORTAR BEDDING.

CLEAN OUT OPENINGS AT GROUT FILLED CELL LOCATIONS.

CAST-IN-PLACE REINFORCED CONCRETE TIE-BEAM

PLACE METAL LATH OR WIRE SCREEN OVER CORES NOT TO BE

FILLED (SHEET METAL AND FELT PROHIBITED)

VERTICAL REINFORCING WITH MATCHING DOWELS IN

FOUNDATION, SEE SCHEDULE FOR SIZE AND SPACING.

HORIZONTAL JOINT REINFORCING @16" O.C.

STARTING AT FIRST COURSE ABOVE FOUNDATION. LAP

SPLICES 6". USE PREFAB. L'S AND T'S AT WALL INTERSECTIONS.

GROUT-FILLED CELL. PLACE AND CONSOLIDATE GROUT IN 5 FT.

LIFTS.

MORTAR CROSS WEBS ADJACENT TO FILLED CELLS.

ASTM C 90 CMU

FOUNDATION

MIN. 8"

SEE ARCH. DWGS.

S E

E A

R C

H . D

W G

S .

S E

E S

C H

E D

. .

16 " M

A X

. S

E E

N O

(2)#5 IN ADDITION TO TIE-BEAM REINF. SLOPE BARS IN CASE OF ARCHED OPENING.

ADDITIONAL #3 @ 12" O.C. HOOPS.

CONCRETE TIE- BEAM. SEE PLAN.

ADDITIONAL WALL REINF. SEE 3/S-210.

CMU WALL. SEE PLAN.

NOTE: USE PRECAST LINTELS IN CASE TOP OF OPENING IS MORE THAN 16" BELOW BOTTOM OF TIE-BEAM. SEE STRUCTURAL NOTES FOR INFORMATION ON LINTELS.

JAMB REINF. CONT. THRU PRECAST LINTEL

PRECAST LINTEL

3"x6" BLOCKOUT IN LINTEL

DETAIL A

VERTICAL REINF. SEE SCHEDULE.

PRECAST LINTEL

PROVIDE HOLE FOR GROUTING.

MIN. BEARING 8"

8x8 BOND BEAM W/ (2)#5 TYP.

8x8 BOND BEAM W/ (2)#5 FOR OPENINGS GREATER

THAN 10'-0" WIDE U.N.O.

12x8 BOND BEAM W/(2)#5 TYP.

12x8 BOND BEAM W/ (2)#5 FOR

OPENINGS GREATER THAN

10'-0" WIDE U.N.O.

SILL AT 8" WALL SILL AT 12" WALL

STEEL DECK, SEE PLAN

ROOF JOIST. SEE PLAN.

NON-BEARING PARTITION.

L4x4x1/4x0'-8"

1 1/

2" C

LE A

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

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:3 7

A M

S-210

MASONRY TYPICAL DETAILS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

3/4" = 1'-0" 3

MASONRY WALL REINFORCING

3/4" = 1'-0" 4

BOND BEAM REINFORCING

3/4" = 1'-0" 5

LINTEL

3/4" = 1'-0" 1

MASONRY WALL CONSTRUCTION

3/4" = 1'-0" 2

TIE BEAM DROP DOWN AT MASONRY WALL OPENINGS

3/4" = 1'-0" 7

PRECAST LINTEL SUPPORT

3/4" = 1'-0" 6

SILL

3/4" = 1'-0" 8

MASONRY WALL BRACE AT STEEL JOIST

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

FIELD BEND

L1x1x7/64, TYP. 1/2"Ø A 307 BOLTROOF DECK

TYPICAL ROOF JOIST

ROOF DECKING, SEE PLAN

STEEL JOIST, SEE PLAN

L3 1/2x3 1/2x1/4 CONT. W/5/8"Ø EXP. ANCHOR W/3 1/2" EMBED @

24" O.C. INTO GROUTED CELLS

3/16

SEE PLAN T/STEEL

M IN

. 8"

PL 3/8x6x0'-7 1/2" W/(2)-1/2"Øx5" H.S.

B- OR TB-, SEE PLAN

CONCRETE CAP W/(2)#5 CONT.

SEE PLAN T/PARAPET

NOTE: GROUT CMU CELLS SOLID TO RECEIVE WEDGE ANCHORS

ROOF DECKING, SEE PLAN

STEEL JOIST, SEE PLAN

L3 1/2x3 1/2x1/4 CONT. W/5/8"Ø EXP. ANCHOR W/3 1/2" EMBED @ 2'-0"

O.C.

SEE PLAN B/DECK

3/4"Ø EXP. ANCHOR W/4 3/4" EMBEDMENT

CONCRETE CAP W/(2)#5 CONT.

SEE PLAN T/PARAPET

M IN

. 8"

1/2"Ø A307

L3 1/2x3 1/2x1/4 TYP.

STEEL ROOF DECK

TYPICAL ROOF JOIST

CONTINUOUS HORIZONTAL BRIDGING ANGLES PER PLAN

3/16 1 TYP.

FOR UPLIFT BRIDGING PROVIDE CONT. BRIDGING

ANGLE AT FIRST PANEL POINT OF BOTTOM CHORD

ONLY.

STEEL DECK, SEE PLAN

STEEL JOIST STAGGERED,

SEE PLAN

3/16

SEE PLAN B/DECK

B- OR TB-, SEE PLAN

EXTEND WALL REINF. TO TOP OF BEAM AND HOOK

PL 3/8x6x0'-7 1/2" W/(2) 1/2"Øx5" H.S. ONE JOIST

PER EMBED PLATE.

UPLIFT BRIDGING PER PLAN

STEEL JOIST, SEE PLAN

STEEL DECKING, SEE PLAN

STEEL LH- JOIST, SEE PLAN

L3 1/2x3 1/2x1/4 CONT. W/5/8"Ø EXP. ANCHOR W/3 1/2" EMBED @ 2'-0" O.C.

SEE PLAN B/DECK

3/4" Ø EXP. ANCHOR WITH 4 3/4"

EMBEDMENT

1/2"Ø A307

L3 1/2x3 1/2x1/4

#5@10" O.C. 2'-6"

SEE PLAN T/PARAPET

14'-0" B/WALL

#5@10" O.C. VERT. BOTH FACES

#6@10" O.C. HORIZ. BOTH FACES

1' - 0"

BEND TOP BARS TO MATCH PARAPET PROFILE WHERE TOP OF PARAPET IS CURVED.

1" WIDE x 18 GA. GALV. STRAP W/(2) #12 TEKS TO BOTH THE RTU AND THE CURB. LOCATE CONNECTION 3" FROM EACH EDGE AND 12" C/C MAX. ALL (4) SIDES

SEE PLAN B/DECK

(2)#12 TEK/2 @24" O.C. W/14 GA. x 1"Ø WASHERS

CHANNEL TYP. SEE PLAN

RTU UNIT. SEE MECH. DWGS FOR DIMENSIONS

3/16 3" MIN. TYP.

STEEL JOIST, SEE PLAN

PROVIDE L2x2x3/16 FROM BOTTOM CHORD PANEL POINT TO TOP CHORD AT LOAD POINT. NOT

REQUIRED IF CHANNEL IS WITHING 4" OF TOP CHORD PANEL POINT

MIN. 16 GA. ROOF CURB.

1/4" TEK SCREWS @6" O.C. ALL 4 SIDES.

3/16 3/16

NOTE: SEE PLANS FOR ADDITIONAL INFORMATION

2' -

6" .

OPEN

L5x3x1/4 (LLV) - COPE VERTICAL LEG AT JOIST

PROVIDE TIGHT FIT.

TYPICAL JOIST SPACING

IN S

ID E

F R

A M

E D

IM E

N S

IO N

3/16

1. SEE PLANS FOR LOCATIONS REQUIRED 2. COORDINATE SIZE OF OPENING WITH

MECHANICAL REQUIREMENTS

CHANNEL UNDER LONGER SIDE OF RTU. SEE PLAN.

A/C UNIT CURB

1/4" TEKS @6" O.C.

L5x5x3/8 BETWEEN CHANNELS. 3/16

3" MIN.

L 2x2x3/16 (WELD TO JOIST) TO EXTEND FROM POINT OF LOAD TO PANEL POINT

AT OPPOSITE CHORD OF JOIST.

NOTE: 1. PROVIDE REINFORCEMENT AT SUPPORT OR HUNG LOADS >

300LBS. 2. DETAIL NOT REQUIRED IF LOAD IS APPLIED DIRECTLY TO JOIS

PANEL POINT. 3. COMPLY WITH JOIST MANUFACTURERS REQUIREMENTS.

SUPPORTED LOAD.

H U

N G

LO A

STEEL JOIST, SEE PLAN.

4' -

6" M

A X

EXHAUST FAN

STEEL ROOF DECK. SEE PLAN.

L5x3x1/4 LLV, TYP. SEE 9/S-220

1/4" TEK SCREWS @3" O.C. ALL 4 SIDES.

1/4" TEK SCREWS @5" O.C. ALL 4 SIDES.

ROOF CURB BY EXHAUST FAN MANUFACTURER.

OPENING

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

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rd o

\D o

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:5 1

A M

S-220

STEEL DETAILS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

3/4" = 1'-0" 2

BOLTED JOIST CROSS BRIDGING DETAIL

3/4" = 1'-0" 3

JOIST PERPENDICULAR TO CMU WALL

3/4" = 1'-0" 4

JOIST PARALLEL TO CMU WALL

3/4" = 1'-0" 1

CONTINUOUS HORIZONTAL BIDGING DETAIL

3/4" = 1'-0" 5

JOIST TO INTERIOR CMU WALL

3/4" = 1'-0" 6

JOIST PARALLEL TO CONCRETE WALL 3/4" = 1'-0"

10 RTU SUPPORT

3/4" = 1'-0" 9

ROOF OPENING REINFORCING DETAIL

3/4" = 1'-0" 8

ROOF CURB ATTACHMENT

3/4" = 1'-0" 7

JOIST REINFORCING AT POINT LOADS 3/4" = 1'-0"

11 EXHAUST FAN SUPPORT

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

2' -

2' - 0"

(1) - #5 IN EA. CELL

#2 TIES @16" IN MORTAR JOINT

2' - 0"

S E

E S

C H

E D

U LE

LA P

S P

LI C

FOOTING. SEE SCHED.

8" CMU

VERT. REINF. HOOKED AT TOP

DOWELS TO MATCH PILASTER VERT. REINF.

4-#4 EA. WAY T/PILASTER +8'-0"

S-230

8" CONC. CAP

ALUMINUM TRELLIS BY OTHERS. CONNECTION TO PILASTER BY TRELLIS MANUFACTURER.

TIE BEAM. SEE PLAN.

TRUSS CONNECTOR. SEE SCHEDULE.

PROVIDE (2) 2x10 P.T. WOOD LEDGER. ATTACH TO GROUTED CMU WITH 5/8"Ø HILTI EXPANSION ANCHORS @24" O.C. AND 5" EMBED.

12" CMU WALL

PREFABRICATED WOOD TRUSSES @24" O.C. MAX.

12 5

8" CONCRETE WALL REINF. WITH #5 @10" O.C. BOTH

WAYS, EA. FACE. PROVIDE HOOKED DOWELS INTO

BEAM.

6" CONCRETE WALL REINF. WITH #5 @10" O.C. BOTH

WAYS, CENTERED.

. SEE PLAN.TB-6

+19'-6" T/BEAM

+25'-0" T/8" WALL

12" CMU WALL. SEE SCHEDULE.

EXTEND WALL VERT. REINF. TO TOP OF BEAM AND HOOK.

NOTE:

THIS SECTION IS TYPICAL AT ALL 4 SIDES OF TOWER.

12 5

8" CMU WALL.

PREFABRICATED WOOD TRUSS. SEE PLAN.

T/BEAM SEE SCHED.

PLYWOOD ROOF DECK SEE PLAN

CONT. 2x4 PT LEDGER ATTACHED W/ 1/4"x3" TAPCONS @2'-0" O.C.

TRUSS CONNECTOR.

SEE PLAN.

3' - 0"

TB-. SEE PLAN.

EXTEND VERTICAL REINF. TO TOP OF TIE

BEAM AND HOOK.

8 3/

8" CMU WALL.

PREFABRICATED WOOD TRUSS. SEE PLAN FOR TRUSS AND TRUSS CONNECTOR INFORMATION.

PLYWOOD ROOF DECK. SEE PLAN.

SIMPSON HGAM10 CONNECTOR.

3' - 0"

TB-. SEE PLAN.

2x6 BLOCKING. BEVEL TOP EDGE TO MATCH ROOF DECK SLOPE.

2" MIN.

CONT. 2x4 PT LEDGER ATTACHED W/ 1/4"x3" TAPCONS @2'-0" O.C.

T/BEAM SEE SCHED.

S-230

8 3/

12 5

3' - 0"

6" CONCRETE WALL.

PREFABRICATED WOOD TRUSS. SEE PLAN.

T/WALL +30'-11"

PLYWOOD ROOF DECK. SEE PLAN.

TRUSS CONNECTOR

SEE PLAN CONT. 2x4 PT LEDGER ATTACHED W/ 1/4"x3" TAPCONS @2'-0" O.C.

3 1/

WOOD TRUSS. SEE PLAN.

SIMPSON HGAM10 CONNECTOR W/ (4)-1/4"x1 3/4" TITEN SCREWS TO TIE BEAM AND (4)-SDS 1/4" x 1 1/2" SCREWS TO 2x6 BLOCKING.

TIE BEAM. SEE PLAN.

2x6 WOOD BLOCKING AT EVERY FOURTH TRUSS SPACING. NAIL THRU PLYWOOD ROOF DECK W/10d NAILS @4" O.C.

FOOTING. SEE SCHED.

8" CMU WALL SEE SCHEDULE

C LE

A R

8" x 8" CONC. CAP WITH (2) - #5 BARS

GRADE

7'-0" (5'-0" AT SIM.) T/WALL

SEE PLAN T/FTG.

TIE COLUMN. SEE SCHED.

2-#6

ADDITIONAL #3 @12" O.C.

SCHEDULED REINFORCEMENT.

TIE BEAM. SEE SCHED.

SCHEDULED TIES.

S E

E S

H E

D U

LE 8"

NOTE: TIE COLUMN REINFORCEMENT NOT SHOWN FOR CLARITY.

BEYONDB-1

WOOD TRUSSES @2'-0" C/C

1x4 CONT. W/(2)-8d NAILS TO TOP OF BOTTOM CHORDS AT MAX. 10'-0" O.C. LOCATE AT BOTTOM CHORD PANEL POINT.

PLYWOOD ROOF DECKING. SEE PLAN.

2x4 CROSS BRACING @20'-0" AND AT ENDS. NAIL TO TRUSS WEB USING (2)-10d NAILS.

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

C :\ U

se rs

\e d

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rd o

\D o

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e n ts

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:1 9

A M

S-230

SECTIONS

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

3/4" = 1'-0" 9

SECTION AT CMU PILASTER

3/4" = 1'-0" 8

SECTION AT CMU PILASTER

3/4" = 1'-0" 4

SECTION

3/4" = 1'-0" 6

TOWER CONCRETE WALL PROFILE

3/4" = 1'-0" 1

SECTION AT OFFICE ROOF

1" = 1'-0" 2

SECTION AT OFFICE ROOF

3/4" = 1'-0" 3

SECTION AT TOWER ROOF

1" = 1'-0" 5

TRUSS BLOCKING DETAIL

3/4" = 1'-0" 7

SCREEN WALL SECTION

3/4" = 1'-0" 10

ELEVATION AT TIE BEAM

3/4" = 1'-0" 11

TYPICAL ROOF TRUSS BRACING DETAIL

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

BAR TYPE BAR SIZE (f'c = 3000 PSI)

MINIMUM LAP SPLICE LENGTH SCHEDULE

48 BAR DIAMETER FOOTINGS COLUMNS WALLS SLABS BEAMS (TOP) BEAMS (MID & BOT.) STIRRUPS MASONRY FILLED CELLS MASONRY FILLED CELLS (f'm = 1500)

MASONRY FILLED CELLS (f'm = 2500)

#3 #5 #6 #7 #8 #9 #10 #11#4 #3 #5 #6 #7 #8 #9 #10 #11#4 BAR SIZE (f'c = 4000 PSI)

18" 24" 30" 36" 42" 48" 54" 61" 68" 18" 24" 30" 36" 42" 48" 54" 61" 68" 16" 18" 22" 26" 38" 43" 49" 55" 61" 16" 16" 19" 23" 33" 37" 42" 47" 53"

- - 22" 26" 38" 45" 56" 69" 83" - - 19" 23" 33" 39" 49" 60" 72" 16" 18" 22" 26" 38" 45" 56" 69" - 16" 16" 19" 23" 33" 39" 49" 60" - 16" 22" 32" 43" 69" 86" - - - 16" 19" 28" 37" 60" 74" - - -

- - 28" 34" 49" 59" 73" 90" 107" - - 25" 29" 43" 51" 63" 78" 93" - - 22" 26" 38" 45" 56" 69" 83" - - 19" 23" 33" 39" 49" 60" 72"

16" 18" 22" 26" - - - - - 16" 16" 19" 23" - - - - - - 24" 30" 36" 42" - - - - - 24" 30" 36" 42" - - - -

- 13" 20" 38" 52" 78" - - - - - - - - -

- 10" 16" 29" 40" 60" - - - - - - - - -

- - -

(2) TIES @3" O.C.

ROOF BEAM OR SLAB

FLOOR BEAM OR SLAB

48 B

A R

D IA

(2) TIES @3" O.C.

COLUMN TIES. SEE SCHEDULE

S E

E P

LA N

48 B

A R

D IA

ISOLATION JOINT. TYP.

COLUMN DOWELS PER SCHEDULE W/ ACI STANDARD HOOK

MIN. 2 TIES AT COLUMN / BEAM INTERSECTION (MAX. SPACING 12")

SEE NOTE #2

COLUMN NOTES:

1. PROVIDE #3 TIES FOR ALL VERTICAL SMALLER THAN #11. USE #4 TIES FOR #11 AND LARGER.

2. HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2" BELOW TOP OF SLAB AND 4" BELOW TOP OF BEAMS. PLACE HOOKS PARALLEL TO BEAM SPAN.

3. USE THE SPACING EQUAL TO LEAST DIMENSION OF COLUMN BUT NOT GREATER THAN 12". PROVIDE DOUBLE TIES @3" O/C AT TOP AND BOTTOM OF EA. LIFT OF COLUMN (SEE COLUMN DIAGRAM)

4. PROVIDE A 135° HOOK ON AT LEAST ONE SIDE OF ALL HAIRPINS. VERTICALLY ALTERNATE THE LOCATION OF 135° HOOK BETWEEN FACE OF COLUMN OR WALL.

TYPICAL CONCRETE COLUMN DIAGRAM

N.T.S.

4 BARS 1 TIE

12 BARS 1 TIE 4 HAIRPINS

TYPE A TYPE B

COLUMN TYPES:

6 BARS 1 TIES 1 HAIRPIN

TYPE C

12 BARS 1 TIES 3 HAIRPINS

TYPE D

BAR SIZE BAR LENGTH

#5 3'-0"

#6 3'-0"

#7 3'-6"

#8 4'-0"

#9 4'-6"

BEAM HEIGHT BAR E.F.

30" TO 38" 3-#5

38" AND GREATER 5-#5

INTERMEDIATE HORIZONTAL REINFORCING

BEAM SCHEDULE NOTES:

'C' AND 'F' BARS OCCUR AT THE CONTINUOUS END OF A BEAM. IF BOTH ENDS ARE CONTINUOUS, PLACE 'C' AND 'F' BARS AT END OF BEAM ADJACENT TO BEAM WITH THE HIGHER MARK NUMBER. IN THE CASE OF REPETITIVE MARK NUMBERS, PLACE 'C' AND 'F' BARS AT THE SUPPORT BETWEEN IDENTICAL BEAM MARKS. PROVIDE 'B' AND 'E' BARS AT BOTH ENDS OF SINGLE SPAN BEAMS. DEVELOPMENT LENGTH FOR 'B' AND 'C' BARS IS AS FOLLOWS:

2. 3.

PLACE FIRST TIE 2" FROM FACE OF SUPPORT. SPACE BALANCE OF TIES AS SCHEDULED. SPACES DESIGNATES NUMBER OF SPACES, NOT QUANTITY OF TIES. IN PRECAST SOFFIT BEAMS, SPECIFIED SHEAR OCCURS AT DISTANCE 'HEIGHT' FROM FACE OF SUPPORT. PLACE FIRST TIE 2" FROM END OF SOFFIT, NEXT 4 TIES AT 6" O.C. MAXIMUM AND BALANCE THE REMAINDER AT 'HEIGHT'S MAXIMUM. FOR 30" AND DEEPER BEAMS, PROVIDE THE FOLLOWING INTERMEDIATE HORIZONTAL REINFORCING EVENLY SPACED BETWEEN THE INNERMOST LAYER OF TOP AND BOTTOM REINFORCING OR TOP OF PRECAST SOFFIT. PROVIDE 36 BAR DIAMETER LAP AT SUPPORTS AND HOOK DISCONTINUOUS ENDS.

EXTEND SPECIFIED CONTINUOUS BARS TO THE END OF THE BEAM FRAME AND HOOK, U.N.O.. WHERE NECESSARY, SPLICE TOP BARS AT MIDSPAN AND BOTTOM BARS AT SUPPORTS WITH A 48 BAR DIAMETER LAP. EXTEND ALL HOOK BARS TO FAR FACE OF SUPPORT. WHERE NECESSARY, STAGGER ENDS OF HOOKS 2". WHERE NECESSARY, SPLICE 'D' BARS AT MIDSPAN WITH A MINIMUM 48 BAR DIAMETER LAP. PROVIDE 135° HOOKS AT ALL TIES WHEN BEAMS ARE DESIGNED FOR THE LISTED TORSION PER ACI 318 SECTION 11.6. ARCHITECT TO REVIEW AND APPROVE ALL BEAM ELEVATIONS AND DEPTHS.

7. 8. 9.

10.

'B' BARS

STD. HOOK

'E' BARS

2" CL.

2" .

6" TYP.

'L1' /4

'A' BARS

. .

'L1' /4 OR 'L2' /4. USE LARGER

'C' BARS 'A' BARS

'D' BARS 'D' BARS

STD. HOOK

'A' BARS'C' BARS

2" CL. .

'L3' OR 'L2' /4. USE LARGER U.N.O. IN BEAM SCHEDULE.

'L1' 'L2' 'L3'

NOTE: 1. ADD 1-#4 LONGITUDINAL WHERE CORNER OF STIRRUP IS VACANT. 2. AT PERIMETER BEAMS, EXTEND A MIN. OF 1/4 OF THE MAX. BOTTOM

REINFORCEMENT TO DEVELOP FULL TENSION CAPACITY AND HOOK AT SUPPORT.

TYPICAL BAR PLACING DIAGRAM FOR CAST-IN-PLACE BEAMS N.T.S.

WIDTH

H E

IG H

WIDTH

H E

IG H

PLACE 135° HOOK OF CLOSURE CAP AT EXTERIOR FACE OF BEAM.

INTERIOR BEAM SPANDREL BEAM

CAST-IN-PLACE CONCRETE BEAM DETAILS N.T.S.

MARK

WOOD FRAMING CONNECTOR SCHEDULE

META20

MUS26

DETAL20

MGT

MFR'S CATALOG NO. (SIMPSON U.N.O.)

UPLIFT (LB.)

FASTENERS TO FRAMING

FASTENERS TO SUPPORTS NOTES

1,450

1,090

2,480

3,965

7-10d x 1-1/2"

6-10d

18-10d x 1-1/2"

22-10d

EMBEDDED

6-10d

EMBEDDED

(1)-5/8" THREADED ROD. SEE NOTE.

6 NAILS INTO TRUSS SEAT AND 6 NAILS INTO EACH STRAP

USE 5/8" DIA. THREADED ROD ANCHOR EMBEDDED 12" AND EPOXY WITH SIMPSON SET EPOXY-TIE ADHESIVE

HETA20 1,810 EMBEDDED5 9-10d x 1-1/2"

MARK

COLUMN SCHEDULE

COLUMN TYPE COLUMN

SIZE VERTICAL

REINFORCEMENT TIES NOTES

12" x 50"

12" x 47-1/2"

18" x VARIES

12-#7

#3@12" O.C.

#3@12" O.C. SLOPE OUTER 2 VERTICAL BARS TO

MATCH COLUMN PROFILE. SEE 2/S-120.

-1

C 8" x 19" 6-#5 -4 #3@8" O.C.

B 8" x 12" 4-#5 -5 #3@8" O.C.

6 C 12" x 16" 6-#6 -#3@12" O.C.

7 C 12" x 17" 6-#6 -#3@12" O.C.

D R A W N B Y

TO THE BEST OF MY KNOWLEDGE AND ABILITY THESE PLANS ARE COMPLETE AND COMPLY WITH

THE APPLICABLE BUILDING CODES

S H E E T N U M B E R

P R O J E C T N U M B E R

S H E E T T I T L E

CLIENT CODE/FILE NUMBER:

D E S I G N C O N S U L T A N T

C H E C K E D B Y

D E S I G N E D B Y

A P P R O V E D B Y

L I C E N S E N U M B E R FL-67337

DONATA MERIE WILLIAMS, P.E.

P R O J E C T T E A M P R O F E S S I O N A L I N C H A R G E

S U B M I T T A L S : PHASE DATE

a s s o c i a t e s , i n c a r c h i t e c t u r e - e n g i n e e r i n g r o o f i n g - c o n s u l t i n g c o n s t r u c t i o n - m a n a g e m e n t

AAC001323 EB0004379 CGC010769 2 9 3 7 W. Cypress Creek Rd., Suite 2 0 0 F o r t L a u d e r d a l e , F L 3 3 3 0 9 Tel: 954.484.4000 Fax: 954.484.5588 w w w . a c a i w o r l d . c o m

PROJECT ID - SUBMISSION NUMBER :

A R C H I T E C T OF R E C O R D

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S-300

SCHEDULES

100% CONSTRUCTION DOCUMENTS

10-01-2013

13-016 G01

100 HILLSBORO BLVD. PARKLAND, FL

100% CONSTRUCTION DOCUMENTS

CITY OF PARKLAND

WESTERN FIRE STATION &

PUBLIC SERVICES FACILITY

BEAM SCHEDULE

BEAM MARK

TOP OF BEAM

ELEVATION

BEAM SIZE WIDTH x HEIGHT

(IN)

BOTTOM REINFORCEMENT

TOP REINFORCEMENT #3 STIRRUPS

SPACING NOTESA D

B-1 +12'-9 1/2" 8 x 25.5 2-#7 2-#7 10" O.C. - TB-1 +12'-9 1/2" 8 x 17.5 2-#5 2-#5 10" O.C. - TB-2 +17'-10" 8 x 20.5 2-#5 2-#5 12" O.C. - TB-3 +13'-5 1/2" 8 x 25.5 2-#6 2-#6 8" O.C. ADDITIONAL 1-#6 BAR EA. FACE

MID-DEPTH TB-4 +19'-4" 8 x 22.5 2-#5 2-#5 12" O.C. - TB-5 +12'-7 3/4" 8 x 15 3/4 2-#5 2-#5 12" O.C. - TB-6 +19'-6" 12 x 26 1/4 2-#6 2-#6 12" O.C. - TB-7 +12'-7 3/4" 12 x 15 3/4 2-#6 2-#6 12" O.C. -

SPREAD FOOTING SCHEDULE

FOOTING ID No. FOOTING SIZE

REINFORCING

NOTES BOTTOM TOP

LW SW LW SW

F3.0 3'-0" x 3'-0" x 12" 4-#5 4-#5 - - - F3.0 x 6.5 4'-0" x 9'-0" x 18" 5-#6 9-#6 5-#6 9-#6 -

F4.0 4'-0" x 4'-0" x 12" 5-#5 5-#5 - - - F4.0 x 9.0 4'-0" x 9'-0" x 18" 5-#6 9-#6 5-#6 9-#6 -

WALL FOOTING SCHEDULE

FOOTING ID No. FOOTING SIZE

REINFORCING

NOTES CONTINUOUS TRANSVERSE

TOP BOTTOM TOP BOTTOM

WF2.0 2'-0" x CONT. x 12" - 3-#5 - #5 @18" - WF2.5 2'-6" x CONT. x 12" - 3-#5 - #5 @18" -

WF4.0A 4'-0" x CONT. x 20" 5-#5 5-#5 #5 @12" #5 @12" - WF4.0B 4'-0" x CONT. x 12" 5-#5 5-#5 #5 @12" #5 @12" - WF5.0 5'-0" x CONT. x 16" 6-#5 6-#5 #5 @12" #5 @12" -

MASONRY WALL SCHEDULE

MARK THICKNESS f'm VERTICAL REINFORCING IN

GROUTED CELL HORIZONTAL REINFORCING REMARKS

MW-1 8" 1500 #5 @24" O.C. - - MW-2 12" 1500 #6 @16" O.C. - - MW-3 8" 1500 #5@16" O.C. - - MW-4 8" 1500 #5 @32" O.C. - -

R e v i s i o n S c h e d u l e

Revision # Revision

Description Revision Date

2013-09-23_Western FS Parkland_A-CD_SUNLOCAL

Sheet: G-001 - GENERAL NOTES
Sheet: AS-100 - SITE DEMOLITION PLAN
Sheet: AS-101 - SITE PLAN AND CODE ANALYSIS
Sheet: LS-100 - LIFE SAFETY PLAN
Sheet: A-100 - FLOOR PLAN
Sheet: A-101 - REFLECTED CEILING PLAN
Sheet: A-102 - ROOF PLAN
Sheet: A-200 - BUILDING ELEVATIONS
Sheet: A-201 - BUILDING ELEVATIONS
Sheet: A-300 - BUILDING SECTIONS
Sheet: A-301 - BUILDING SECTIONS
Sheet: A-302 - WALL SECTIONS
Sheet: A-400 - ENLARGED FLOOR PLANS
Sheet: A-401 - MILLWORK DETAILS
Sheet: A-402 - MILLWORK & TRELLIS DETAILS
Sheet: A-500 - INTERIOR RESTROOM ELEVATIONS
Sheet: A-501 - DETAILS
Sheet: A-502 - SITE DETAILS
Sheet: A-503 - SITE / ROOF DETAILS
Sheet: A-504 - TYPICAL DETAILS
Sheet: A-506 - WALL / PARTITION TYPES
Sheet: A-507 - UL DETAILS
Sheet: A-600 - DOOR AND WINDOW SCHEDULE
Sheet: A-601 - FINISH SCHEDULE
Sheet: A-700 - FURNITURE PLAN