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Home My WebLink AboutPROJECT INFORMATION (2)'414#A-1 ROOF ==TRUSSES AFLORIDACORPORATION RE: Job 76515 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. JUN 19 2019 Site Information: L Customer Info: RICHARD K. DAVIS CONSTRUCTION Project Lot/Block: rLNodelr Address: HAMMOND RD AND STEEL BLVD., FORT Pf12'CE; FL 91 City: County: EXEMPT Roof Trusses St Lucie Blvd Pierce, FL 34946 INTERNATIONAL PHASE II State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 2017 COM / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-10 Wind Speed: 170 Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 7 individual, dated Truss Design Drawings and 16 Additional Drawings. SCANNED With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. BY No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2576 A01 6113119 13 STDL06 STD. DETAIL 6/13/19 2 2577 A02 6113119 14 STDL07 STD. DETAIL 6/13/19 3 2578 B01 6113119 15 STDLO8 STD. DETAIL 6/13/19 4 2579 B02 6113119 16 STDL09 STD. DETAIL 6/13/19 5 2580 B03 6113119 17 STDL10 STD. DETAIL 6/13/19 6 2581 MV01 6113119 18 STDLtt STD. DETAIL 6/13/19 7 2582 MV03 6113119 19 STDL12 STD. DETAIL 6/13/19 8 STDL01 STD. DETAIL 6113119 20 STDL13 STD. DETAIL 6/13/19 9 STDL02 STD. DETAIL 6113119 21 STDL14 STD. DETAIL 6113119 10 STDL03 STD. DETAIL 6113119 22 STOL15 STD. DETAIL 6/13/19 11 STDL04 STD. DETAIL 6/13119 23 STDL16 STD. DETAIL 6/13/19 12 1 STDL05 I STD. DETAIL 6/13/19 St. Lucie County REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY EOCC .A The truss dma ring(s)referenced ha beenpreparedbyAlrim Ergineered Products,Inc.undermycireelsupervisimbasedmtheparametersprovidedbyA-1 RoofTnsses,Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE:The seal on these drawings Indicate acceptance of professionalengineering responsgriGtysolelyforthetruss components shown. The suifabifRyand use of components forany partfcularbukling lathe responsibTty of the building designeq perANSVfPl-1 Seo.2 The Truss Design Dm%ring(s)(TDD[s]) referenced have been prepared based on the wnshuction documents (also referred to at times as'Structural Engineering Dowmentsl provided bythe Building Designer indicating the nature and character of the work The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspect8c location]. TheseTDDs (also referred to attires as'Structural Delegated Engineering Documentsl are specialtysbuctuml wmponentdesigns and maybe part of the proWs deferred orphaned submittals. Asa Truss Design Engineer(i.e, Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsmlydyforthe design of the single Truss depicted on the TDD only. The Building Desgneris responsible forand shall coordinate and review the TDDs for wmpatibiGrywith thelrwrilten engineering requirements. Please review aliTDDs and ail related notes Manuel Martinez Digitally signed by Manuel Martinez Date: 2019.06.13 .13:43:50-04'00' "•5•;n NAorGt�' I�' sEnui' mm®mmm,r�az Manuel Martinez, P.E 4620 PadcYiew Dc {�' StCbud,FL34771 It�� '0PV Page 1 of 1 76515 A01 COMN 13 I1y IVu—' 2576 i SEAT PLATE RED. SEAT PLATE REO. �-2'---i Loading Criteria(psp Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00 Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Categdry: Il EXP: D Kzt: NA Des Ld: 55.00 Mean Height: 25.00 tt NCBCLL: 0.00 7CDL: 5.0 psf - Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 a MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpI: 0.18 Wind Duration: 1.60 Top jh� 2�4 SO M-30 Bo), oM2$§Jll ,OOof-2�E:82-2x4fSSr-30: WAhs 2z$ SP , j ` q) :Lt Level Return2x4 SP 3(L :Rt Level Return 2x4 SP #3: ) —2'---1 Code / Misc Criteria. De0/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in loc Weil L/# Gravity Non -Gravity TPI Sld: 2014 VERT(LL): -0.092 H 999 360 Loc R+ / R- / Rh l Rw I U / RL B 1426 /- I- /1230 /1071 /407 Rep Factors Used: Yes VERT(CL): 0.141 H 999 240 FT/RT:10(0)/10(10) HORZ(LL):-0.038 H - - F 1426 /- /- /1230 /1071 /- Plate Type(s): HORZ(TL): 0.059 H - - Wind reactions based on MWFRS WAVE, HS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.963 F Brg Width = 8.0 Min Req = 1.7 Max BC CSI: 0.960 Bearings B & F are a rigid surrace. Max Web CSI: 0.559 Bearings B & F require a seat plate. Maximum Top Chord Forms Per Ply (Ibs) Wgt: 117.61bs Chords Tens.Comp. Chords Tens. Comp. VIEW19.01.00.0531.15 A-B 69 0 D-E 1972 -1972 B - C 2455 -2399 E - F 2451 -2393 C-D 1971-1975 F-G 69 0 Purlins In.lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chard Spacing(in Do) Start(ft) End(ft) BC 71 0.15 23.85 Apply pudins to any chords above or below fillers at 24" O unless shown otherwise above. -'t Wind�� Wind loads S ;ed on MWFRS with additional C&C member design. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 2107 -1988 1- H 1268 -877 J-1 1268 -877 H-F 2101 -2000 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-K 0 0 D-H 579 -459 C - J 953 -587 H - E 954 -585 J- D 580 -457 L- G 0 0 No 047182 a STATE OF m SES ("SELLER•), GENERAL TERMS antl CONDITIONS CUSTOMER (°BUYER-) ACKNOWLEDGMENT- fc 'DO) and Me Specialty Engineer reference sheet before uae. Unless othory a stated on the TDD, only Alpine 1 Engineering #.e. Spedaily Engineer), the seal on any TOO represents an acceptance of Me pmfeaaenn engineed uWar TPI-1. The design assumptions, bading mMitons, auIMbiliy and use of us Nis Truss for any Builds, k Me Irthe BUlldMg Designer,bMecone#OmeIRC,Ne IBC,bratbuddingcedeeMTPI-1. Theappmval of Ne Designer, in Me wateA of the IRC. Me IBC, local bulking code and TPI-1. The eppm l of Ne TDD antl any field baMoraponsrbiUtycf Ne Bulking DesignereMCpn"do, AllnotessetUW[nthe TDDendthepraC aM 1 by TPl and SBC m mfemnwd fwgenem] gWdance. TPI-1 defines the responNbdides and dudea of ft T,um Iefinedbya Comrarlagr uponin"gngbyellpa esinmlwd. The Spedally Engineeris NOT%e terms are e9 darned in TPI-1. rvMID%M VIMMtM1ewnXm mmJavNn NA.t aMTuwn A-1 RRRF TRU55E5 snanm,c�an..vw A-1 Roof Trusses 4451 St Lucie Blvd. Fort Pierce, FL 34946 76515 IyP= A02 COMN 4y 1y aerlucu ltl 2577' Loading Criteria (pap TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" T M 1 i T' i 17 --� SEAT PLATE REQ. SF TPIATEREe. Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: Il EXP: D Kzt: NA Mean Height: 25.00 It TCDL: 5.0 lost BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP 24001-2.0E Bat chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3:W1 2x4 SP #2: :Rt Level Return 2x4 SP #3: �-2'---( Code 1 Misc Criteria Defi/CSI Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in roc L/defl L/# Gravity Non -Gravity TPI Std: 2014 VERT(LL): -0.045 C 999 360 Loc R+ / R- 1 Rh / Rw / U / RL H 990 /- I- 1739 f731 /458 Rep Factors Used: Yes VERT(CL): 0.070 F 999 240 FT/RT:10(0)/10(10) HORZ(LL):-0.017 F - - D 1177 /- /- /1069 /882 !- Plate Type(s): HORZ(TL): 0.030 F - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 H Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.836 D Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.997 Bearings H & D are a rigid surface. Max Web CSI: 0.561 Bearings H & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Wgt:95.21bs Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 511 -287 C-D 1848 -1796 B- C 1396 -1348 D- E 69 0 Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 96 0.00 18.85 Apply pudins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 695 -265 F - D 1555 -1434 G - F 695 -265 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. A - H 680 -374 F - C 1058 -607 H-B 893 -844 I-E 0 0 B - F 665 -555 "WARNING" Please fioreughly review line "A-1 ROOF TRUSSES(°SELLER°), GENERAL TERMS and CONDITIONS CUSTOMER(°BUYER') ACNNOWLEDGMENP form. only costs parameteas end read notes on this Truss Design Drawing CMD) and the Spedaxy Engineer referenm street before use. UNess otherwise stated on the Mo. arty Alpine omedmdatesshallWusedfmdle TDDtobevalld. MaTwn De nEnalneednad.e.SmdalwE an rl.thesealmanv TDDrecresenNana=e nmof Memofesslanelenolnmdna sCI) published by TPI and SaCA sre referenced rmgeneml guidance. TPI-lderm McMSpon WGesaWdu of Oa Truss �ss othenise dented by a Canned agreed upon In waling by all paNes Inv hnx. The Specialty Engirreer is NOT the All sapilalixed terms are as defined in T M. 1.Nera 1—In n+I Ml.tMwo-mr .L of RWn. 'JeA-1 ROOF 9TRU55E5 A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 76515 17-A 1 2578 Loading Criteria (pap TOLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #3 T 12 C=3X4 6 p 1111.5X4 B m io fV 1114X6(R) A 1 F 11AX4 SEAT PLATE RED. �-- 1, 1 Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 18 0.00 1.50 BC -96 1.50 9.52 Apply purling to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Mise Criteria Code: FBC 2017 COM TPI Sid: 2014 -Rep Factors Used: Yes FT/RT.10(0)/10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING" Piease thoroughly review the 'AA Verify design parameters and read notes on MIS Truss De connector plates shall be used fix TOO to be valid. A So 9'8" 8'8" 4'4" —{ Deft/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.064 E 999 361 VERT(CL): 0.097 E 989 241 HORZ(LL): 0.036 B , HORZ(TL): 0.043 B - - Creep Factor. 2.0 Max TC CSI: 0.738 Max BC CSI: 0.537 Maly Web CSI: 0.097 Wgt: 29.4 Ibs VIEW Ver. 19.01.00.0531.15 GENERAL TERMS and CONDITIONS D=2X4(A1) T SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ IR- /Rh /Rw lU 1RL G 648 I- 1- 1674 1377 1111 D 472 I- l- 1401 1278 /- Wind reactions based on MWFRS G Brg Width =8.0 Min Req=1.5 D Brg Width =8.0 Min Req=1.5 Bearings G & D are a rigid surface. Bearings G & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1070 -584 C - D 977 -554 B-C 1014 -481 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-A 5 -3 E-D 455 -701 A - E 448 -698 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 327 -258 seaA� ngireerWerence sheet before use. unless olhenulse Stated on Me TOO, only Alpine illy Engineer), the seal on My MD represents an aeceptance of Me professioial engineering assumptions, leading midNons, suitability and use of Nis Truss for any Baden athe In Me corded al Me IRC, McIRO, brad! building ees and TPI-f. The approval of Me xthe IRC, Me IBC, torsi buil0ing cotle antl TPI-1. The appoval of Me TDD aM anyileld R W Tnmrs. AORAct RRBF TRU55E6 •..mm�ewourr. A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce, FL 34946 ion 76515 I MISS B02 IMIss Type SPEC try 1y ubnzfzuty 2579 Loading Criteria (,q TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.60 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 Sot chord 2x4 SP #2 Webs 2x4 SP #3 �I 2' _'1_ 2�4. i 4�4' SEAT PLATE REQ. f---1, --I Wind Criteria Wind Sid: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf, MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from eridwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 -1.67 1.33 BC 94 0.00 7.85 Apply purilns to any chords above or below fillers at 24" OC unless shown otherwise above. 12 6 D=4X4 2X4(A1) SEAT PLATE REQ. 8'8. 13 Code I Misc Criteria DeftlCSl Criteria ♦ Maximum Reactions (Ibs) Code: FBC 2017 COM PP Deflection in loc L/defl L/# Gravity Non -Gravity TPI Sid: 2014 VERT(LL): 0.008 F 999 360 Loc R+ / R- / Rh I Rw / U / RL Rep Factors Used: Yes VERT(CL): 0.012 F 999 240 B 620 I- P 1595 /539 /117 FT/RT:10(0)/10(10) HORZ(LL): 0.006 F - - E 467 /- P 1381 1277 !- Plate Type(s): HORZ(FL): 0.006 F - - Wind reactions based on MWFRS WAVE Creep Factor. 2.0 B Brij Width = 8.0 Min Req = 1.5 Max TC CSI: 0.416 E Brij Width = 8.0 Min Req = 1.5 Max BC CSI: 0.384 Bearings B & E are a rigid surface. Bearings B & E require a seal plate. Max Web CSI: 0.230 Maximum Top Chord Forces Per Ply (Ibs) Wg1: 37.816s Chords Tens.Comp. Chords Tens. Comp. VIEW Ver. 19.01.00.0531.15 A-B 0 0 C-D 785 -543 8-1 126 -80 D-E 734 -580 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G - F 436 -688 F - E 493 -554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G-B 446 -478 C-F 133 -91 G - C 773 -573 F - D 346 -291 Wind Wind loads based on MWFRS with additional C&C member design. Left bottom chord exposed to wind. "WARNING" Please thoroughly review the-A-1ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER to be valid. Asa Truss Deagn Engineering (i.e. Spedalty Engineer), the seal an any TDD repreaerns an 1 Building ComWent Safety lnfoneagan(BSCq published byT l and SBCA ere referenced forgeneral guidanre. TPI-ldefines Me auy Engineer and Truss Manufacturer, unless other defined by a Contract agreed upon in vrtldng by all ponies Nwlved. The Sine vorTmssSystem Engineernf enybuldNg. Mrapnalbetl lemisare as definedNTPFt. n.t wwrm�-nPmu.m�mw.�tm�n.m.ln.mx.n.w"mu�a�.lwiu"eu. rn;wnr..mlw�,nxn.t wwmaa ZZ" eiyineedng lathe ��TRU55EF NNe nyfed �r�y�.yep�rpy haane ha Truss A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 76515 yPo BID3 SPEC 2580 Loading Criteria goa TCLL: 20.00 TCDL: 25.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0" Lumber Top chord 2x4 SP 42 Bot chord 2x4 SP #2 Webs 2x4 SP #3 i 4'8" 4- —� 12 SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 170 mph Enclosure: Closed Risk Category: II EXP: D Kzt: NA Mean Height: 25.00 it TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Purilns In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chord Spaclngi[m oc) Start(ft) End(ft) TIC 24 -1.67 4.00 BC 94 0.00 7.85 Apply putting to any chords above or below fillers at 24" OC unless shown otherwise above. Code I Misc Criteria Code: FBC 2017 COM TPI Sid: 2014 Rep Factors Used: Yes FT/RT:10(Ou10(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets L/360. Left bottom chord exposed to wind. SEAT PLATE REQ. 8-8" Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): -0.014 E 999 361 VERT(CL): 0.019 E 999 241 HORZ(LL): 0.004 E - - HORZ(TL): 0.007 E - Creep Factor. 2.0 Max TC CSI: 0.457 Max BC CSI: 0.733 Max Web CSI: 0.262 Wgb 37.8 lbs VIEW Ver. 19.01.00.0531.15 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh 1 Rw / U / RL B 620 /- /- /585 /617 1191 D 467 /- /- /339 /351 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D ate a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp: A-B 0 0 C-D 888 -617 B-C 447 -63 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 501 -640 E-D 494 -632 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. F-B 408 -339 E-C 405 -277 F-C 734 -670 No 047182 d STATE OF "WARNING— Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER'). GENERAL TERMS and CONDITIONS CUSTOMER("BUYER"), ACKNOWLEDGMENT° form. NU99E5 A-1 Roof Trusses 4451 St. Lucie Blvd. For Pierce. FL 34946 Job Truss 76515 MV01 TWSS Type VAL Uty riy 1 1 Ub/12J2019 2581 Loading Criteria (aa0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 25.00. Speed: 170 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: D Kzt. NA Des Ld: 55.00 Mean Height: 25.00 fit NCBCLL: 0.00 TCDL: 5.0 psf Load Duration: 1.25 BCDL: 5.0 psf Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use pudins to laterally brace chords as follows: Chard Spacing(in oc) Start(ft) End(ft) Be 23 0.00 1.88 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. My I 15 1 t3„9 12 6 �— 1'10"8 Code I Misc Criteria Code: FBC 2017 COM TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)A0(10) Plate Type(s): WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. L'-11 T co DeflICSI Criteria PP Deflection in loc Udefl I-M VERT(LL): -0.010 B 999 36 VERT(CL): 0.014 B 999 24 HORZ(LL):-0.005 B - - HORZ(TL): 0.006 B - - Creep Factor. 2.0 Max TC CSI: 0.079 Max BC CSI: 0.143 Max Web CSI: 0.000 Wgt: 5.6 Ibs VIEW Ver. 19.01.00.0531.15 ♦ Maximum Reactions (Ibs), or •=PLF Gravity Non -Gravity Loc R+ IR- IRh IRW /U IRL D' 114 /- !- f73 /46 /32 Wind reactions based on MWFRS D Big Width = 22.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -32 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 95 -14 No 047102 STATE OF "WARNING" Please thoroughlyravimthe-A-1 ROOFTRUSSES(-SELLER•), GENERALTERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENPform. �T u9UBF ."uuo.mwwnen A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL 34946 asu $ 76515 MV03 LMSS type VAL ry ly uonuzugu t 2582 1 1 &3"9 �7 12 C 2'10'13 r T 1 Loading Criteria (pall Wind Criteria Code / Misc Criteria DeflICSI Criteria ♦ Maximum Reactions (Ibs), or a=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 COM PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 25.00 Speed: 170 mph TPI Std: 2014 VERT(LL): -0.008 E 999 360 Loc R+ / R- / Rh / Rw / U / RL F• 115 /- /- /87 163 (41 BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): 0.014 E 999 240 BCDL: 10.00 Risk Category: II FT/RT.10(0)/10(10) HORZ(LL):-0.003 E - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: D Kzt: NA Plate Type(s): HORZ(rL): 0.005 E - - F Brg Width =46.5 Min Req = - Mean Height: 25.00 ft WAVE Creep Factor. 2.0 Bearing A is a rigid surface. NCBCLL: 0.00 TCDL: 5.0 psf Max TC CSI: 0.165 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.25 BCDL: 5.0 psf Max BC CSI: 0.152 Chords Tens.Comp. Chords Tens. Comp. Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 A-B 53 -165 B-C 0 -29 C&C Dist a: 3.00ft Max Web CSI: 0.128 .Loc. from endwall: not In 9.00 WgL• 12.61bs GCpi: 0.18 Maximum Bat Chord Forces Per Ply (Ibs) Wind Duration: 1.60 VIEW Ver. 19.01.00.0531.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 7 -11 E-D 0 0 Top chord 2x4 SP #2 Bat chord 2x4 SP 42 Webs 2x4 SP #3 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Purllns B - E 358 -193 In lieu of structural panels or rigid ceiling use purling to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 47 0.00 3.88 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See STD DETAILS for valley details. No 047182 e STATE OF Sa L, -WARNING- Please Moroughlyreviewthe-A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER 0 Me single Tmss dCP=ed on Me Too only, unaar TPI-r. The Scotto assumptions, loading mMlipons, suitabtdyarld use of mis Tess for any avllaing Is Me ofthe Owner,me Owneesa"m doWtw Ole Building Designer,Inmemnt of NelRC,toIBC,W IWiWingmdearWTPF1. TheappeossidMe Ole Ow s aWM1odoed agent wore Building Designer, in the wnteW ofthe IRC, me IBC, local Waling rode and VIA. Tireeppmval or Ora TOD end any field candling, storage, Nstalellon and amdog shell be Me respwstildy date BuildfM Desgner and Cpnirdclor. At rotes setout in Ole TDD end the pradWea and Imwnent SafaNiffr OonfB 11mbUshW TPlwdSBCAarerefemncedfwteneralduWww. TPI-1 defines Ne reswnsibllitesaMtlWes of Na Truss RMTnwvwe. A-f ROOF BTRUSSES TR mvoenm" A-1 Roof Trusses 4451 St. Lucie Blvd. Fort Pierce. FL M46 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 0 r` ttach Corner Jack's d (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe'Nails @ TC & BC (Typ) eiwffias�:. una�Ra INeb4R {1d FEBRUARY 17, 2017- I ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAL. BRACE AT 1/3 POINTS IF NEEDED HORIZONTAL BRACE ///""" 2X6 DIAGONAL BRACE SPACED 4B' (SEE SECTION A -A) / O.C. ATTACHED TO VERTICAL WITH TRUSSSES a / (4) - 16d NAILS, AND ATTACHED TO r 24' DL. BLOCKING WITH.(5) - 10d COMMONS. ` IT IS THE RESPONSIBILITY OF THE BLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM t„ . THE BRACING OF THE GABLE ENDS. END WALL NAIL DIAGONAL BRACE TO PURLIN WITH TWO 15d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE ' FOLLOWING NAIL,SCHEOULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL -MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF'THE SAME SCAB ALONG SIZE, GRADE, -AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR lESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-99, 021 05% 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE TRUSS UKAL AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/('----- _;,mina... No 047102 fi STANDARD PIGGYBACK TRUSS JULY 17, 2017 r,,,,,, STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VAUD FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4094010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURUNS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. ND 047102 STATE OF 0.1fm6S wslAlm MPo Rm JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3'X 0.131'= 10d 2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A'. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASETRUSSES .E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS 42 MAX SPACING = 24' O.C. (BASE AND VALLEY) SYP TO H ROOF MINIMUM I MA�T� 6 PSF ON THE TRUSSES. W945 (1/44.WOOD SCREWS X INTO EACH BASE TRUSS.p410ENg4,'•tiA. yY+ Ho 047162 STATE OF DETAIL A i[nm�awnwiunawviwrxl ouimlw+u�vmruuvna�-mn renTms3npamwasauruexssenv s i. mue5 ber&k BTmDW&*ae fu, speci*+!�.neu�mmytooiep�mmem dnepdmaWe�iai4 'suBngnneiepmddtydna0xe.nead:�claaaaatrso�ga.Aeee,�ldaewGmeegaetrald � oeageadcamm.dm�saelw�aemoxdnecadsmaaymFS�esdnee�ncmgonmisdzhce�(B�pe a�4!s c@eraee bJe Gabd¢�?7�pmnx60t141pa(mmakaTM Qewa/B4iarb Mae63'ay O'SgsaL Cagig6CM1>Af Audirams-9�tsfmd5'sdvoiwd,mmYfmM1epd�4da^Aa-0hnDmBsm6amAlRoc'Trvsttx FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL 1 STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X0.131'=10d �. 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. �_- 5. BASE TRUSS SHALL BE DESIGN ED WITH A PU RUN SPACING EQUIVALENT TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A•1 ROOF 4451 ST. TRUSSES BLED. 6. NAILING DONE PER NDS - 01. FORT PIERCE, FL 3494fi GABLE END, COMMON 7• VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 772-009.1010 TRUSS, OR GIRDER 7 TRUSS / VALLEYY;RUASLS) III �� i II II II IIASE TRUSSES (TYPIC L GABLE END, COMMON TRUSS, OR GIRDER P r2 VALLEVTRUSS TRUSS (TYPICAL) SEE DETAIL'A' BELOW (TYP.) SECURE VALLEY TRUSS " W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH NAILS 6' O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD =50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING =24- O.C.(BASE AND VALLEY) WS3 (114- X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. No 047102 STATE OF SE - JULY 17, 2017 I "` (HIGH WINn VFI n , TYI ^,� I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 ATfAI WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MP MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24' O.C. (BASE AND V, SUPPORTING TRUSSES DIRECTLY UNDER VALLEY l RUSSE5 MU51 Ct DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD Na 047102 � 'life o STATE OF+fit CLIP MUSTS AP 9 b}'f0 J THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) 4 rtmoFr4sz, rkSI51a iaP i FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/IOd NAILS, G' O.C. VER STUI SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDV12X4 #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED G' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - Ir D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES t WITH (2) - IOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - SOd NAILS (4) Bd NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO B 2X4 STD SPF BLOCK * DIAGONAL BRACING ** L - BRACING REFER v NOTE: REFER TO SECTION A -A TO SECTION S-B 24' MAX. / 1. MINIMUM GRADE OF #2 MATERIAL. IN THE TOP AND BOTTOM CHORDS. / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. / BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR S. BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0' D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) - 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING VITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12°O.C. 3&10 5&11 6&11 11-1-13 2X4SP#3/STUD ifi'O.C. 3-3-10 4-9.12 6.6-11 9-10-15 2X4SP#3ISTUD 24'O.C. 24B6 3-11.3 54-12 B-1-2 2X4SP#2 12'O.C. 3.10-15 5&l1 6-6-11 11-844 2X4 Sp '2 i6'O.C. 3&11 4-9-12 6&11 1w 2X4 SP#2 24, D.C. 3-1.4 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. No 041182 t STATE OF ROOF SHEATHING AILS lOd TRUSSES a 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL MAX MEAN ROOF HEIGHT =30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRAONG IS BASED ON MWFRS. FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09 . NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772- 09.1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2XB 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / ]—BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PUES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIEO CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I—B RACE 2X6 2X6 T—BRACE 2X6 [—BRACE 2X8 2X8 T—BRACE 2X8 ]—BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2XB I —BRACE 2XB 2X8 T—BRACE 2X8 I=BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILB i: WEB' smug I -BRACE T-BRACE SECTION DETAILS FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. M.— NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-009-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL C ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHTO TOPR TO ACHORD 1 NAILLS WITH ((01313)X 3'�d \NAILS SCAB (, 131' X 7). r NATTACH AILS TO VERTICAL I \ WEB WITH (3) - 10d BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD k11!44Y1 ATTACH TO VERTICAL WEB. WITH (3) - 10d NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) No 047162 ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) Zll% STATE OF THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN A '+�d`Sv.• N••. p DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' CENTERED ON THE SPLICE AND JOINED WITH (12) - IOd NAILS ..,..... 3�(�{ EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - lOd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 AA ROOF TRUSSES 4451 ST. LUCIE BLVD. FORTPIERCE, FL 3494 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 6B.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J !� .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� o .131 75.9 69.5 60.3 59.0 51.1 J N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' OIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 3V TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60° THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE 77NEAR SIDE . NEAR SIDE No 047162 45.00' 29_: STATE OF SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE MAY FROM 0 60' 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCER 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 z O J .135 60 48 33 30 20 .162 72 58 39 37 25 J 2 0 .128 54 42 28 27 19 F Lo Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 J L J N Q M Z .120 51 39 27 26 17 (� Z .128 49 38 26 25 17 O .131 51 39 27 26 17 .148 57 44 31 28 20 (M NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE,. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 123: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF LBO: 3 (NAILS) X 37 (LB/NAIL) X ISO (ODL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: TZ TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY L NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I.0X4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. No 047182 ,t STATE OF April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011(2'-6") 2x6 #2 SP (Both Faces) 24,O.C. SIMPSON H5 Ha �� STATE $ RUL; AIHLff Wl9lw2Ek M aAR IlK FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTLI5 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2%4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 ,1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2%_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH Uld NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2XS) SPACED 4' O.C. AS SHOWN (131' DIA. % 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C \• ••� � 2 L,(ypl G .A BEAK • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE 6' MIN X' MIN 4 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY ��o1ELM4"A'T,y� -AK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTER @u•; Ees'r!4�',_ = SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICE-f-f No 047102 NOTES: 9't STATE 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR O : OF GOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTI ..'.�¢'-.�0R1�P� TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHE %,,SS1pN'A•t� THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 6Efl1AL 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAI AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W000. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772-409-1010 TRUSS CRITERIA: LOADING: 40-I0-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAS (MINIMUM M2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' D.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS DR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED sEnUL'