|
ON3LE-END
<br />s A
<br />ROOF WIND DESIGN PRESSURES
<br />NET (GROSS) A -10
<br />ZONE 1 = 8.97 PSF (19,97)
<br />ZONE 2 = 17.98 PSF (27.98)
<br />ZONE 3 = 33.53 PSF (43.53)
<br />"A"= 4'-O" END ZONE DISTANCE
<br />BASIC WIND SPEED: 150 MPH
<br />WIND EXPOSURE: "B"
<br />RISK CATAGORY: II
<br />APPLICABLE INTERNAL
<br />PRESSURE COEFFICIENT , 0.18
<br />ROOF WAPFItAOM
<br />FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
<br />O.S.B. OR 1/2" COX EXT. PLYWOOD, FOR
<br />CEMENTITIOUS TILE AND METAL ROOFING, USE
<br />MIN. 518 COX EXT. PLYWOOD, WTH So RING
<br />SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
<br />PANEL EDGES AND 8d RING SHANK GUN NAILS
<br />AT 8" O.C. AT INTERMEDIATE SUPPORTS, SEE
<br />DETAIL.
<br />ROOF SHEATHING TO GABLE END FRAME USE
<br />8d GUN NAILS Q 4" O.C. EDGEWISE 2K4
<br />BLOCKING ALL PANEL JOINTS W IN 4' OF GABLE
<br />END.
<br />ROOF/ WALL/ FLOOR
<br />SHEATHING
<br />FASTENER SCHEDULE
<br />NAIL SCHEDULE
<br />SIZE
<br />TYPE
<br />MIN. LENGTH
<br />MIN. DIA
<br />SHANK
<br />TENSILE STR.
<br />SHANK
<br />8d
<br />RING SHANK
<br />2 12"
<br />0.120'
<br />170,000
<br />RING
<br />SCREW SHANK
<br />0 RINGS
<br />PER
<br />8d
<br />SCREW SHANK
<br />2 12"
<br />0.120'
<br />PNEUMATIC
<br />SCREW -NAILS
<br />1, NAIL SIZE PER ASTM F1664
<br />2. INTERNATIONAL STAPE, NAIL & TOOL
<br />ASSOCIATION ([SANTA) ESR-1539
<br />EXTERIOR BHEATNIND
<br />USE 12" CDX OR 7116" O.S.B. PLY WITH Bd RING
<br />SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
<br />AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
<br />BOTTOM PANEL AND 8d RING SHANK CLAN
<br />NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
<br />OR 7116" ZIP SHEATHING SYSTEM (INSTALLED
<br />PER MANUR SPECS.) SEE DETAIL
<br />8d RING SHANK GUN NAILS G 4" O.C.
<br />TOP & BOTTOM EDGES
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<br />SPACES AT EACH END,
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<br />ROOF SHEATHING LAYOUT
<br />AND ENDWALL BRACING
<br />FOR GABLE END FWAMI'KI
<br />8d RING SHANK GUN NAILS .
<br />�6"0 C. INFIELD:`
<br />TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEATHING (O.S.B.
<br />TO BE STRUCTURAL GRADE
<br />Bd RING SHANK GUN NAILS Q 12' O.C. IN
<br />FIELD or Ed x 2 1)7 SCREW SHANK
<br />PNEUMATIC SCREW -NAILS Q 12- 0.C�ILJ
<br />FIEW J\
<br />TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
<br />GENERAL NOTES;
<br />ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SILL BE Mr.
<br />STRUCTURAL DRAWINGS SWILL BE USED IN COW UNCTION WTH JOB SPEGRCATIONS AND
<br />:
<br />WOW:PROVIDE
<br />ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
<br />6%AIR ENTRAINED CONCRETEFIO+OSFDTO EARfHORNEATHER
<br />NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
<br />ARCHITECTURAL DRAWNGS FOR SLEEVES,DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
<br />qLL®EOG�OF CONCRETE ARE TO BE CHAMFERED
<br />ON STRUCTURAL DRAW NOS. APPLICABLE BUILDING CODE STANDARDS: FBCR 2017, bd1 EDITION
<br />ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
<br />AG 318.14, BUILDING CODE REQUIREMENTS
<br />CRIPPLERSSILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb -1100 PSI ANDA MODULUS OF
<br />FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
<br />PROVIDE BdAIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL 3LA840NGROl#D INE]E INDICATED ON
<br />VAPOR BARRIER MEMBRANE
<br />ELASTICITY'- 1,400,000 PSI. ALL HOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
<br />COLD -FORMED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND AISC SPECIFICATIONS
<br />DRAWINGS. SEAMS LAPPED B INCHES AND SE IETAPF
<br />PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NOWSTRUCTURAL USES
<br />ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
<br />FORMA -WORK:
<br />SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISOOIUM
<br />CORROBORATE TETRAHEDRAL (DOT). MOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
<br />SWILL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
<br />FORM -NARK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
<br />REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
<br />EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN,
<br />AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WTHAG 347,
<br />W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
<br />"RECOMMENDED PRACTICE FOR CONCRETE FORMANORK.
<br />CONTAINS MORE THAN W OF HEARTWOOD.
<br />ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
<br />DRAW NGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
<br />EXCLUSIONS FROM THESE PLANS:
<br />MINIMUM RAILING PER FBCR 2017, BN EDITION. SEE NAILING SCHEDULE ON PLANS.
<br />TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
<br />WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
<br />OF THE NARK,
<br />ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
<br />ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
<br />SYP #2.
<br />THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
<br />IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
<br />SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
<br />DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
<br />TEMPORARY BRACING, GUYS OR TIE -OOHS.
<br />THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
<br />REQUIREMENTS AND SLASON-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
<br />DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
<br />TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
<br />DESIGN LOADS:
<br />ROOF: LIVE LOAD FLOOR LIVE LOAD 40 psf
<br />20 psf TOP CHORD nonawDDune t
<br />10 psf BTM CHORD alon•concurrent
<br />DEAD LOAD DEAD LOAD
<br />15 psf TOP CHORD 20 psf TOP CHORD
<br />(7 psf W/ ASPHALT SHINGLES) (10 psf W/ No GYPCRETE)
<br />10 psf BTM CHORD 5 psf STM CHORD
<br />DEAD LOAD TO RESIST W ND UPLIFT: IOpsf
<br />BALCONY LIVE LOAD 60 psf
<br />STAIRS LIVE LOAD 40 psf
<br />WIND DEAD LOAD SPEED .150MPH 3- SECOND GUST
<br />(ASCE 7-10 (FED R2017) EXPOSURE B, RISK CATEGORY 11)
<br />SHOP DRAWING REVIEW:
<br />SHOP DRAWINGS W LL BE REVIEWED FOR GENERAL COMPLIANCE WTH THE DESIGNING INTENT
<br />OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
<br />COMPLIANCE WTH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC
<br />ALL SHOP DRAWNGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
<br />THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW W LL BE RETURNED UNCHECKED.
<br />SHOP DRAWNGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
<br />TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
<br />THE ENGINEER.
<br />IN ALL INSTANCES, THE CONTRACT DOCUMENTS W LL GOVERN OVER THE SHOP DRAWNGS
<br />CHECKED, UNLESS OTHERW SE SPECIFIED IN WRITING BY THE ARCHITECT,
<br />FOUNDATION1 SITE PREPARAMN:
<br />FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,
<br />FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
<br />OF AT LEAST 96% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
<br />ACCORDANCE WTH ASTM 0-1557. TREAT ALL SOIL FOR TERMITE PROTECTION,
<br />THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHMCAL ENGINEER
<br />TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
<br />FAILING TO MEET THE GEO-TECHNICAL ENGINEERS REQUIREMENTS SHALL BE RE -COMPACTED AND
<br />RETESTED AT THE CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
<br />CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION
<br />REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
<br />CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
<br />2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB-ONGRADE
<br />3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURALTERRACE SLAB
<br />CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA
<br />FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
<br />NOT EXCEED S' 4 PRIOR TO THE ADDITION OF PLASTICIZER
<br />CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C44OR
<br />MEASURING, MIXING, TRANSPORTING, FTC. CONCRETE TICKET8 SHALL BE TIMESTAMPW
<br />WHEN CONCRETE IS HATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
<br />TO THE MAX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES.
<br />IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
<br />90 MINUTES, THE CONCRETE SHALL NOT BE PLACED IT SHALL BE THE RESPONSIBILITY OF
<br />THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WTH THE
<br />ABOVE
<br />REQUIRED CONCRETE COVERAGE OVER FEW 8 1AU BE AS FOLLOWS:
<br />A 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY SO'OSED TO EARTH(FOINDATKwST
<br />B FOR CONCRETE EXPOSED TO EARTH ANDOR WEATHER
<br />1.117 FOR 05 AND SMALLER
<br />2' FOR"AND LAR M
<br />C. FOR CONCRETE NOT EXPOSED TO WEATHER
<br />314' FOR S AM WALLS AND JOISTS
<br />1-1W FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
<br />WELDED WIRE MESH:
<br />WELDED W RE MESH, SHALL BE ASTM A165, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE AG
<br />TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. W RE MESH FOR SLABS SHALL BE
<br />SUPPORTED WTH 2' CHAIRS SPACED T-O" OC, EACH WAY.
<br />REINFORCING STEEL'
<br />REBAR SHALL BE ASTM AS15 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
<br />ACCORDANCE W THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
<br />SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAW NGS FOR REVIEW PRIOR TO
<br />FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 8 x BAR NO. UNSCHEDULED FIELD LAPS ARE
<br />SUBJECT TO ENGINEERS REVIEW.
<br />TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
<br />#5 BAR • 30" #7 BAR • 42'
<br />PROVIDE 36' X 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
<br />FOR ADDITIONAL INFORMATION.
<br />ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
<br />THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALLAT THE TOP AND BOTTOM WTH
<br />MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
<br />WALL.
<br />UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE, SEAT PLATES SHALL BE PROVIDED
<br />AT BEARING LOCATIONS W THOUT WOODEN TOP PLATES.
<br />WOOD TRUSSES:
<br />TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
<br />STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
<br />SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
<br />CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036' AND BE MANUFACTURED FROM STEEL
<br />MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT-CIPPED GALVANIZED.
<br />DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESIGN NATIONAL
<br />STANDARDS FOR METALPLATE-CONNECTED-WOOD TRUSS CONSTRUCTION:, AND 'TPIM/TCA BCSI 1"
<br />COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
<br />WOOD TRUSSES.
<br />TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
<br />LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
<br />INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI ASS.1-1982.
<br />HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
<br />CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWNGS FOR ALTERNATE CONNECTION DETAILS AT
<br />TRUSSES/GIRDERS TO COLUMNS AND VW LLS FOR APPROVAL.
<br />RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DCAAEL
<br />INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
<br />ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USEDAS A GUIDE FORBEARING
<br />DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
<br />DO NOT OUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
<br />WITHOUT THE APPROVAL OF THE ENGINEER.
<br />AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
<br />STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
<br />MASONRY:
<br />PROVIDE ENGINEERED SHOP DRAWNGS OF EACH RNDIVIOUAL TRUSS AND FULLY DIMENSIONED ERECTION
<br />MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WTH ALL REQUIREMENTS OFTHE
<br />PLAN SHOW NG COMPONENT LAYOUT. SHOP DRAWNGS SHALL BE SIGNED AND SEALED BY A FLORIDA
<br />"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
<br />MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY eTwl rn Iwcw nun rnuucurawlFwl A.
<br />LICENSED PROFESSIONAL ENGINEER.
<br />PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE
<br />ALL BLOCK WALLS SHALL BE NA -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
<br />MANUFACTURED IN CONFORMANCE WITH ASTM CJ90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
<br />RUNNING BOND UNLESS OTHERW SE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
<br />PLACING CONCRETE FOR IRWALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WTH
<br />ASTM C478, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
<br />SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 318"
<br />COURSE AGGREGATE, AND SHALL BE PLACED W A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
<br />TO CONSOLIDATE GROUT.
<br />TYPE "M" OR"S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT, MORTAR SHALL BE
<br />PROPORTIONED AND MIXED AS OUTU NED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
<br />SHALL BE 318" THICK UNLESS OTHERWSE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
<br />CELLS TO BE FILLED.
<br />FILL CMU CELLS SOLID WTH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDOR VERTICAL
<br />REINFORCING.
<br />LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
<br />STRUMRAL STEEL:
<br />THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WTH THE
<br />SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
<br />9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
<br />ASS, P/ - 38 Inl FOR ANGLES, PLATES, AND WSHAPES. STRUCTURAL TUBING SHALL BE ASTM A500, GRADE B,
<br />Fy = 48 ksL STRUCTURAL PIPE SHALL BE ASTM53, GRADE B, TYPE E OR S, Fy - 35 W. TUBE AND PIPE
<br />COLUMNS SHALL BE CONCRETE -FILLED IN THE SWOP.
<br />ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL
<br />OTHER BOLTS SWILL BE ASTM A325-N BOLTS WTH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
<br />BE TIGHTENED IN ACCORDANCE WTH THE TURN-0FF-THENUT METHOD.
<br />ALL ANCHOR BOLTS SWILL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
<br />THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
<br />CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
<br />PROVIDED BY THE TRUSS ENGINEER.
<br />THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
<br />OF THE DELEGATED TRUSS ENGINEER. W ND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
<br />AND CLADDING W ND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHILL BE RESPONSIBLE FOR
<br />ALL TRUSS TO TRUSS CONNECTIONS.
<br />ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
<br />CONNECTORS" BY LISP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
<br />WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
<br />LATEST CATALOG.
<br />FASTENER SCHEDULE
<br />WINDOW AND
<br />DOOR BUCK FASTENERS
<br />FASTENER
<br />NWUGTIIXJ
<br />SIZE
<br />TYPE
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<br />REQUIREMENTS
<br />EXT.—No DOOR
<br />(21311 e'qA
<br />"TAPCON'
<br />1A QC
<br />11IZ"EMBm,B"END
<br />NON.EARINO HOOD
<br />ilZ" EXPNNBION 1'EMBE0.1"END
<br />24 QC
<br />BUCK 2" PT. BEENDTE9
<br />NO WNaIER
<br />FASTNER
<br />D19T.,11/2"m0Eg8i.
<br />WKLIO CONC. SIAB
<br />WI WASHER BOLT DUST., 3-EDGEgST.
<br />PT TO STEEL COL, Eff 01PAFx2— B'qC 4"END. DIST.. 11?
<br />NOTES W'r3B'WASHER STAOOHim EIX3E q8T
<br />11STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
<br />2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND/OR NOA
<br />3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
<br />4. PAP SHALL BE HILTI XZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
<br />5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILEDABOVE
<br />6. WINDOW AND DOOR BUCKS SHALL BE AS W DE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SW NG DOOR WTH A WOOD DOOR FRAME. ix MEMBERS ARE NAILEDAND
<br />2X MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
<br />1
<br />1441 N. RONALD REAGAN BLVD.
<br />LONGW OOD, FL 32750
<br />PH: 407-774,6078
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