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Home My WebLink AboutCREEKSIDE PHASE 2 LOT 47 2601-H-R_2ND REQ_REV1_SHEETS (002)-stamped.pdfz 11 I • • • ■*lil►■1►1►11��►1,� • ■TITIT• hT1►►TILT T V T T T'lT•TYTIt lTlTlllTl ►'A TAT TaT.%�_ *Till■ITITITIKTI! 1 ►TITITI A'AlT►t/ lTL'T .v.� t■iT► 7pA'A'A n� ►.rar r.� rar _ ■ • • T T w • • 'T,T• a...,..TI T ■ ■IT'■ I I v v v ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-11$ ZONE 9 68.00 PSF {68.00) ZONE 3 •66.50 PSF (76,1 ZONE 2e = 66,50 PSF {76.50) ZONE 3B = 78.60 PSF {86.60j ZONE 2n = 76,60 PSF 166.60) ZONE 3r = 91.70 PSF (101.70) ZONE 2F = 76.60 PSF (86.60) 'A"- 4.-0" END ZONE DISTANCE BASIC WIND SPEED, ISO MPH EXPOSURE CATEGORY:'C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT: 0.15 ROOF DLAPHPAGM FOR ASPHALT SHINGLE ROOF. USE MIN 1S13Z" STRUCTURAL SHEATHING EXP T {4042D), FOR CEMENnTIOUS TILE AND METAL ROOFING,. USE LAIN, 1T32" STRUCTURAL SHEATHING EXP I (40720)4SEE TABLE FOR FIELD AND EDGE SPACING) SEE DETAIL ROOF SHEATHING TO CABLE END FRAME USE IW RNA SHANK GUN NAILS @ 4" D.C. E➢G EWISE 2.4 BLOCKING ALL PANEL JOINTS W! IN 4' OF GABLE END. ROOF/ WALU FLOOR SHEATHING FASTENER SCHEDULE SIZE HEAD LENGTH DIA TENSILE STR. SHANK ASTM lad RING SHANK, 2112" 0.131 FT657 SCREW SHANK 170,000 RING {1B-20 RINGS RSAS•03 8d RING SHANK, 2 3[S" 4.113 SCREW SWANK PER INCH) RSRSd11 SO RING SHANK. PNEUMATIC 2 319" 0.113 FT667 C RSRS-01 HAF IEH UK IKU66 -- ROOF SHEATHING -----------_ EXTERIOR SHEATHING USE VT CDX OR 7MG^ OS.B. PLY WTTH Sd RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND Bd RING SHANK GUN NAILS 4' G.C. TOP BOTTOM PANEL AND Ed RING SHANK GUN NAILS AT S" O.C. AT INTERMEDIATE SUPPORTS OR 7116" ZIP SHEATHING SYSTEM {INSTALLED PER MAN LFF SPECS.) SEE DETAIL. BUILDHNG LENGTH b. ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR CABLE END FRAMING GENERAL NOTES: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL. MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS. AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBCUH 2Q24. 71h EDITION ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, TM8 4021602-16 AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 20M, ASCE 7-16 AND AISC SPECIFICATIONS ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE. ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL I$ SHOWN, ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD GO NOT SCALE THE DRAWING$. FOLLOW WRITTEN DIME :NSION S ONLY. ANY DISCREPANCIES SMALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PROP TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORT NG AND STABLE AFTER THE BLIILUNG IS COMPLETE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDRION OF NECESSARY SHORING, SHEETING. TEMPORARY BRACING. GUYS OR TIE -DOWNS. THE CONTRACTOR SNAIL L SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND SLABON-GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SMALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND DESIGN LOADS: ROOF: LIVE LOAD FLOOR- LIVE LOAD 40 psi 20 p9 TOP CHORD alpmruH ht 10 paf BTM CHORD +ioTtppnwn•1q DEAD LOAD DEAD LOAD I8 pH TOP CHORD 20 psf TOP CHORD (7 pV W ASPHALT SHINGLE$) 0a psi r Na GYPCREm 10 pW BTM1 CHORD 5 psf E TTA CHUM DEAD LOAD TO RESIST WIND UPLIFT: IOpsf BALCONY LIVE LOAD 50 p81 STAIRS LIVE LOAD 4D pV WIND: DEAD LOAD SPEED =160 MPH 3-SECOND GUST )ASCE 7.16 (FBC R2020) EXPOSURE C. RISK CATEGORY II) LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 1OIAF,, UNINHABITABLE ATTIC WITH LIMITED STORAGE: 2GMI. HABITABLE ATTICS AND ATTICS SERVED WITH RKED STAIRS- 30pd. BALCONIES (EXTERIOR) AND DECKS40mf. GUARDS AND HANDRAILS: 29009- GUARD IN -FILL COMPONENTS: SOW,, PASSENGER VEHICLE GARAGES: 50pcf. ROOMS OTHER THAN SLEEPING ROOM: 40W. SLEEPING ROOMS: 301e1', STAIRS. 40pd SHOP DRAWING REVIEW: SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT OF THE CONTRACT DOCLA61ENTS ONLY IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH. ELEVATIONS. DIMENSIONS. ETC. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS ICOWTRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN. ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT. FOUNDATIOW SITE PREPARATION: Fool NGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2.000 pM FOOTING ExCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 9S%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY. DETERMINED IN ACCORDANCE WITH A$TM D-1557.. TREAT ALL SOIL FOR TERMITE PROTECTION. THE OWNER $HALL RETAIN THE SERVICES OF AN INDEPENDENT GEO.TECHPIIGAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-TECHNICAL ENGINEERS REQUIREMENTS SMALL BE RE•COMPACTED AND RETESTED ATTHE CONTRACTORS EXPENSE, AND AS OfRECTED BYTHE ARCHITECT, WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO•TECH. ENGINEER CONCRETE: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOW 2.500 PSI REGULAR WEIGHT FOR F OOXTINGS. AND. SLRB-0'IJ�GT2AOE 3.GOD PSI REGULAR WEIGHT FOR BEAMS. COLUMNS. AND 5" STRUCTURAL TERRACE SLAB CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS. WITH WSTCRICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED N"H- PRIOR TO THE ADDITION OF RASTICRER. ALL AGCAEGUIE USED IN CONCRETE SHALL CONFORM TO ASTM G13=3M. MAXIMUM AGGREGATE SSIM SHALL BE N' B R 1RN N RER E i PR@YIDE ary ER r>Ep cG c F xPGsw TO CA" OR WEATHER WOOD: NON•BEARING WOOD WALLS TOP' pLATp$ $STUD$ CAN BE SH•F. ALL EXPOSED EDGES OF DONCRER ARB TO Be CR4MFER&I YN' ALL WOOD MR 105W$, BEARING WALLS, SOLE PLATES. TOP PLATES. BRACING. LEDGER$, SLOCKING. CRIPPLER$, $ILL$, ETC.. $HALL Be SOUITERN PINE NO. 2 OR BETTER M. 1100 PSI AND. A MOOULUS OF PRO M B•M14 CCNtINUCUS POLYETHYLENE YAPO R BARMER IAWBRANE UNCER ALL 5LA8WNGAOUNO WHERE INTIMATEO ON ELASTICITY s TAO0.000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE DRAWINGS. SEAMS LAPPED A INGHFS AM SEATED W1TN ADHESIVE TAPE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE. REQUIRED. WOOD FOR NON-STRUCTURAL USE5 OTO A BORATE TREATMENT LEVELS OF OFOR FORM -WORK: COARROBORATELL AT SHAATIVE TETFWT4EDRAL 4DDT) WOODSTR�LCTURAL USE THLL BE TREATED FOR ANY FORM-WORK. SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, GOLUW4S. WALLS, REASON SHALL. BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST W1 DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT EOITTON'RECOMMENDED PRACTICE FOR CONCRETE FORM_WDRK CONTAINS MORE THAN'la' OF HEARTWOOD. E7CCLU8I0NS FROM THESE PLANS: MINIMUM NAILING PER FEIGN 2020. 7fh EDITION. SEE NAILING SCHEDULE ON PLANS. WATERPROOFING. FLASHING, SOUND ISOLATION. FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDIHG PROVIDE 50Li0 BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2c STRUCTURAL LUMBER ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP#2' WELDED WIRE MESH: WELDED WIRE MESH, SHALL BE ASTM Al OG41A1 004M, GRADE 65 AND 9E PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2" CHAIRS SPACED V-D'OC, EACH WAY REINFORCING STEEL: REBAR SHALL BE ASTM AGI5.A615M GRADE 401N CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM Afi15 GRADE GO IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE W1 THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACJ STANDARDS AND SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEERS REVIEW. TYP. MIN LAPS SHALL BE AS FOLLOWS: A4 BAR - 25' "BAR - 3W is BAR - 3w P7 BAR - 42" PROVIDE 36' x 36" RN COER BARS, BOND BEAM ONLY, LAPPED ANC TIED TO EACH BEAM IREJ3AR, SEE DETAILS FOR ADDITIONAL INFORMATION. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AMC] BOTTOM WITH MINIMUM 101NCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL. INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ENGINEER MASONRY: MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATION MASONRY STRUCTURES' ITMS 402. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES}, AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM CAD, GRADE Pm - 2000 PSI, BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TG BOTTOM OF TE BEAMS. BEFORE PLACING CONCRETE FOR IN -WALL COLUJN$. GROUT USED TO FILL MASONRY DELIS $HALL COMPLY WITH ASTM C.476, Alm SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 9OD0 P$I AT Zb DAV$. UNLESS SPECIRCALLY NOTED OTHERWISE ON FOUNDATION PLAN, THE faROVT MIX SHALL HAVE A MAXOMUM WS' COURSE AGGREGATE, AIYf] SHALL BE PLACED W1 A SLUMP 8" TO 10^ U$S ONLY MECHANNICAA-VIJRATION TO CONSOLIDATE GROUT TYPE'MP OR'S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3fg THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECE NE EXPANSION ANCHORS ANDIOR VERTICAL REINFORCING. LAP VERTICAL REBAR S X BAR NO. OB BAR DIAMETERS).. U.N.O. STRUCTURAL STEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SK41L BE ASTM A361A36M, Fy - 36 k.1 FOR ANGLES, PLATES, AND WSHIPES. STRUCTURAL TLBMIG SHALL BE ASTM ASMASOOM. GRADE B, Fy - 46 MI. STRUCTURAL PIPE SHALL BE ASTM AM)ASSM, GRADE S, TYPE E OR S. Fy 3B kk TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A30 BOLTS WITH DOUIBLE4JUT LEVELING. ALL OTHER BOLTS SHILL BE ASTM P312W3125M BOLTS. WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TUSN-OFF-THE44LJT METHOD. CONCRETESHAL COMPLYWRH ALL THE REQUIREMENTS OF ACI 319 AND ASTM CHCHM OR MEASURING, MXNG TRANSPORTING- ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-SOLTS ARE TO BE STEEL. ETC. CONCRETE TICKETS SHALL BE TIMESYAAWED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL TT IS DBA3GITH1 IN ITS FINAL POSITION SHAM NOT EXCEED 90 MINUTES. IF FOR ANY PEON THERE IS A DELAY N SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES. THE CONCRETE SHALL NOT BE RACED. IT SHALL BE TXE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY i41E OWNERS REPRESENTATIVE AND THE CONTRACTOR OR ANY NON COMPLIANCE WITH THE ABOVE. T ON Ci NOTE GASLES"DROP CABLE END $. {1I AML DROPPED REQUIRED CONCRETE COVERAGE OVER REBAR 9L4L BE. AS FOLLOM ZONE'$HBRTHIN IATTJTC,LS @ 4 C. ZONE 1: TOtl NAILS * 4" O.C. ON EDGE ANDS" O.C. IN FOEL13 TRUSS 2.4 #2 SY? OUTLOOKER RAFTER W1 BLOCKING Q A. F FOR CONCRETE OAST AGAINST AND PERMANENTLY EIPOSED TO EARTH )FOUNDATIONS) ZONE IOd NAILS 0 4- O.C. ON EDGE AND 4" O.C. IN FIELD 1B"O.C. IF NO DROPPED GABLE END. ATTACH 2.4 62 SYP B. FOR CONCRETE DMOSED TO EARTH ANROR WEATHER 3,3o, 3. ZONE 3,3•, 3H: 90tl NAILS 4" O.C. ON EDGE AND. 4" O.C. INFIELD BLOCKING @ IS' O.C. FIRST 4 BAYS W1(2)12d NAILS EA 1-11r FOR OS AND SMALLER END.ATTACH ROOF SHEATHING TO RAFTERS 71 T FOR OB,a1D LARGER NCR'@ ROOF SHEATHING THICKNESS WAS CALCULATED BLOCKING PER NAILING SCHEDULE FOR CONCRETE HOT E,n$ED TO WEATHER 3N"FOR SLABS, WALLS AND JOISTS AND ADHERES TO ASCE 7-16 11;2" FOR TEAM AND COI PRIMARY FENFORCISU NT, TIES STIRRUPS SO RING SHANK GUN NAILS Q 4" O.C. „ TOP 6 BOTTOM EDGES , TYP. EXT. SHEATHING ATTACHMENT FXT TOd RING SHANK GUN NAILS SEE -Poor SHEATHING ATTACHMENT' TABLE FOR FIELD SPACING #E 2' DECK SCREWS @ T4r O.C. MAX EDGES & 12.O.C. MHx IN FIELD. UNTHREADED $NMI<TO EXTEND BEYOND THR:KNESS OF SUB -FLOOR SHEATHING TYP. 3W T&G 5UB•FLUUH DECKING GLUED TO ALL EXPOSED MEMBERS ompliance 1-sal Sal EIngInepnI,icy .ci n cr r- UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WLTHOIXT WOODEN TOP PLATES. WOOD TRUSSES: TO BE DE84GNED AND FABRICATED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS' SY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF O.OW AND BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM AMS,'A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI- 14. 'OESIGN NATIONAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'SCSI LATEST EGTIOM COMMENTARY AND. RECOMMENDATIONS FDR HANDLING, INSTALLATION BRACING METALALATEZONNECTEp WOOD TRUS$E$, TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL OEAD LOADS FOR THE: ROOF LOCATIONS WITH GUSSET$. CRI DKET$ AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMINQ FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSBASCE 7 HIS: 19GO. HURRICANE STRAPS SHALL OR INSTALLED ACCORDING TG MANUFACTURERS INSTRUCTIONS CONTRACTOR SHALL SUBMIT 51nNED AND SEAL Ell DRAWINGS FOR ALTERNATE CONNECTION MYA14S A7 TTKJ$$BS[GIRDE IRS -TO COLUMNS AND WALLS FOR APPROVAL ROOF 4 FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO Be USEDASA GUIDE FOR BEARING DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER 18 RESPONSIBLE FOR FINAL LAYOUT. SPANS 6 ALL TRUSS[HEADER ENGINEERING ANY DISCREPANCIES FROM THERE LAYOUTS THAT AFFECT THE STRUCTURAL SEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY FLORIDA LICENSED PROFESSIONAL ENGINEER. THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE CONSTFl UCT10H SCHEDULE. AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROW DED BY THE TRUSS ENGINEER. THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPE'RCECE THOSE OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEERSHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. FASTENER SCHEDULE WiNDOW AND DOOR BUCK FASTENERS FASTENER PAUHp RFMiAY.B tTr LpH� H G9 ip ulsonRv n-s1c. i W;1YIR{ 4.� 1I,r EHA3Ep.. i'¢A1 O6f_ 860.K UT WW p +ei Hf '$� ++•4:A�.Ox 111191- eEp��wAT. �'a-m6e�s1. Pi.88g NPT{4 nwLIT. Ld.ea $T=Rep wrvrmsan�Hr,o,:ar: tarxnscnRr'o.i.' E" T lur ani NHNrnw Auas H11WFHm DpA `rwllvr vac N*IbbJA Yl'YAbT6E6 WksTPnr to CONTACT THIS ENGINEER FOR SPACING LpHW arncc¢Iep TNrp MAavNBrwHc wacww+coHc REQUIREMENTS RH YHO'pe. [9u HTU9: EA•RA PFDL WaY@lfFNa HOOP exw'+HBLN a�•dr eucu xx PT.aFF Haii6 Hx+P�pN. e�tRER . WKL+o'Cw1C.Su4 YU YMS"HIT •0.1 9E E�=_T • . seen' a*acp�nTn eoaewar. NTREB 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2, FASTENING OF GARAGE DOORS. WINDOWS AND FXTERIOR SWING DOORS TO FRAMING BUCKSSHALL BE ASPER MANUFACTURER'SSP&CS AND OR NDA 3. ALLFASGA MATERIAL SHALL Hp1IJD FRAMED A PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL GAME DIAMETER AS SPECIFIEDHEREIN 6. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER RECUIREMT•lNT' OF THE MA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. I: MEMBERS ARE MAILED AND 2A MEMBERS ARE SECURED WI TAPCONS OR RAF TO THE SUBSTRATE 2194 HWY ALA. SURE 301 INDIAN HARBOUR BEACH, FLORIDA a2937 PH: 321-8023591 www.andeslgng,mp-o AA#; 000a325 J N X W f 0 2 ■ S ulaDIY. Ac r9 CREEI{SIDE PHASE 2 LOT #47 I-FtO 7ECT# 04321.200 047R2 Mo DR: L- 4EHB "2605-HAYDEN" GARA03C SVn]KG: RIGHT P AIU E: DETAILS 60 MPH EXP. ARCHffECT: STATE OF FLORDA -04'00' WCHAEL C. AhDERSON AR NO T7305 m