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Home My WebLink AboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:14 / MODEL:CAYMAN 1516 / ELEV:B2 /LANAI JOB#: 73329 MASTER#: WRMSCM1516B2L OPTIONS: 16X10 LANAI Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 Y = Q-1 ROOF These truss designs rely on lumber values established by others. TRU55E5 A FLORIDA CORPORATION RE: Job WRSCM1516B2L A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1516 Address: Subdivision: City: County: St Lucie 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: FBC2017/TP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 3I�,.0 psf Floor Load: 0.0 psf This package includes 40 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 d15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date . No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0118050 A01 8/29/18 13 A0118062 1301GE 8/29/18 25 A0118074 CJ3L 8/29/18 2 A0118051 A02 8/29/18 14 AO118063 B02 8/29/18 26 A0118075 CJ3T 8/29/18 3 A0118052 A03 8/29/18 15 A0118064 B03GE 8/29/18 27 A0118076 CJ5 8/29/18 4 A0118053 A04 8/29/18 16 A0118065 B04 8/29/18 28 A0118077 CJ5AT 8/29/18 5 A0118054 A05 8/29/18 17 A0118066 C01 G 8/29/18 29 A0118078 CJ5T 8/29/18 6 A0118055 A06 8/29/18 18 A0118067 CO2 8/29/18 30 A0118079 HJ2 8/29/18 7 A0118056 A07 8/29/18 19 A0118068 CO3 8/29/18 31 A0118080 HJ5L 8/29/18 8 A011805% A08 8/29/18 20 A0118069 C04GE 8/29/18 32 A0118081 HJ7 8/29/18 9 A011805� A09 8/29/18 21 A0118070 C05 8/29/18 33 A0118082 HRT 8/29/18 10 A0118059 A10 8/29/18 22 A0118071 CA 8/29/18. 34 A0118083 J2 8/29/18 11 A0118060 1 All 8/29/18 23 A0118072 CJ3 8/29/18 35 A0118084 J5L 8/29/18 12 A0118061, 1 Al2G 8/29/18 1 24 A0118073 I CJ3AT 8129/18 36. A0118085 H 8/29/18 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided. byA-1 Roof Trusses, Ltd. I Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE. -The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and d use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Draw!ng(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering DocIuments j are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of profession I T engineering responsibilityfor the design of the single Truss depicted on the,TDD%V.0Vie. T Building Designer is responsible for and shall coordinate and review the TDDs for i compatibility with their written engineering requirements. Please review all TDDs and all related notes. a�:uai xrz:a. Tr 38 BCA2210000GO00.4C3287DF' Page 1 of 2 A-1 ROOF A, TRUSSES A FLORIDA CORPORATION RE: Job WRMSCM15161321- No. Seal # Truss Name Date 37 A0118086 17T 8/29/18 38 A0118087 T01GE 8/29/18 39 A0118088 VM02 8129/18 40 A0118089 VM04 8/29/18 41 STDL01 STD. DETAIL 8/29/18 42 STDL02 STD. DETAIL 8/29/18 43 STDL03 STD. DETAIL 8/29/18 44 STDL04 STD. DETAIL 8/29/18 45 STDL05 STD. DETAIL 8/29/18 46 STDL06 STD. DETAIL 8/29/18 47 STDL07 STD. DETAIL 8/29/18 48 STDL08 STD. DETAIL 8/29/18 49 STDL09 STD. DETAIL 8/29/18 50 STDL10 STD. DETAIL 8/29/18 51 STDL11 STD. DETAIL 8/29/18 52 STDL12 STD. DETAIL 8/29/18 53 STDL13 STD. DETAIL 8/29118 54 STDL14 STD. DETAIL 8/29/18 55 1 STDL15 I STD. DETAIL 8/29/18 56 1 STDL16 I STD. DETAIL 8/29/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 I Job Truss Truss Type Qty Ply A0118050 WRMSCM1516B2L A01 Roof Special 3 1 Y Job Reference (optional) RUT1. O. 14VS IVVV IG GV 1/- K,1. 0. 14V b IVVV IG CV IT I _UH - ID:ld_OOXyyT61Bi TXoljwHHzefvK-S_EalgJZhjiU9zJQ5KFUPC 7-3-1 111-10-10 , 19-0-0 25-0 4 32-1-9 38-0 0 7-3-1 4-7-9 7-1-6 6-0� 7-1-5 5 O-7 4 0 6.00 12 5x10 MT20HS= 6 17 16 3.00rl = 'Sx12 4x6 = 2x4 11 3x4 11 = 3x6 M = 15-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20 0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.35 14 >999 360 TCDL 7 0 Lumber DOL 1.25 BC 0.88 , Vert(CT) -0.66 11-12 >687 240 BCLL 0 0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.40 9 n/a n/a BCDL 10 0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD' 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' B2: 2x4 SP No.3, 136: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3,W7,W9: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling c irectly applied or 4-2-4 oc bracing. WEBS 1 Row at midpt 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS! (lb/size) 2 = 1482/0-7-10 (min.0-1-12) 9 = 1482/0-7-10 (min.0-1-12) Max Horz 2 = -167(LC 10) Max Uplift 2 = -370(LC 12) 9 = -368(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Its) or less except when shown. TOP CHORD 2-3=-2656/1640, 3-4=-4243/2531, 4-5=-3590/2096,5-6=-3496/2121, 6-7=-3269/1861, 7-8=-2382/1529, 8-9=-2684/1736 BOT CHORD' 2-17=-1278/2308, 4-15=-210/378, 14-15=-2020/3909, 13-14=-1106/2900, 6-13=-996/2 144, 9-11 =- 1414/2374 WEBS I 3-17=-13015/8,42, 15-17=-1486/2693, 3-15=-640/1456, 4-14=-774/724, 11 -1 3=-1 425/2787, 7-13=-14/459, WEBS 3-17=-1306/842, 15-17=-1486/2693, 3-15=-640/1456, 4-14=-774/724, 11-13=-1425/2787,7-13=-14/459, 7-11=-1010/572, 8-11=-389/478, 6-14=-548/704 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 2 and 368 lb uplift atjoint 9. LOAD CASE(S) Standard Dead Load Defl. = 5116 in Iq PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 222 Ib FT = 10% 6'!!dq tleesetlullyHrrs!ie+tie'S-I IPCE 6Pigr5i'SE(lEr'S 6EgEl11IEtNS a (Dk'dll6ss (DSIDNj T11E1'; dCI.tl00isiD dENr I'm iKAI iEdp y010t11n e2(IE'ialss oettislless Pn c1 Ptaviy{RY'!r4 n, dlfiayL ToThl C r.E.ldneae slEe! az-ens. 11ns 1*K+isl11,1 I,:,TPD,a!l dtTetEelresnryktssbillF:redfirthTDDfake edit is a Tins Devia how Y.,.Sleidli 6dra tla In)..ityTOO pwats lesmx� ait, grofltslllclex ee;iler•-gnt1111Iry for IliWIWI[1, 0004n iyldN re he TOO Wy.,Wd1?FT ThinzPassmpiln.inis ..1.smeIlh Anthony T. Tombo Ill, P.E. d asediusinsi'errgrdllia it lie,esynulllihd(u O.ilelkeDnliscfh.ede der lh killJy Desiysl,®C.lsnhddne lK,olS(nl Me bid lalsgnlE Esl rf 1. 11,ad e typal at 111 TOD atfiellne dfiflross.hildn kady. sw.p' nstdldin.6k. sg Sld!Es 6+rciyuvl:!:ryd :: ' Ih hy;lag DesMfcs:n!al.i!!ra!nu!xSfiMTDD nII"uylmnn®1}n(dols dlL•tnlaq(lryoan Sdery lxamEnn;a;r pt7!sWly Ttl eldSl(AneEdK ce„is gelerof p'.laEl. IlN au;9lnsyrsk:TrlsaaCr.!ndlel!ns DedgK,T!ns De:l�,Eidr.Kwatn:s6'sEl11:Rrz1, na:s 4451 St,80083 Lucie Blvd. i2Im..lEtietlllaloo-olqudlpeudaq vlyellytonladIdRattanCerptElynnts1ClCelaiag.esiM.,Tnssn!nEy!llrdml6sil&ag.l0s„.Walik;muenldadhltTl' FOr[Pier[e,FL 34946 Blvd. Eopyrigbf020f6A-IfoofTiosses-AmhonyLTomho111,111 Reproduction of ibis dommentinanyfmm,isprobibhedwithout the written petrmissionhomA-Iflnofirosses-Anthony T.Tomb 111,p.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L A02 Scissor 3 1 A0118051 Job Reference o tional Run. 8.120 s Nov 12 2017 Print_8.120 s Nov 12 2017 Mi T'ek Industries, Inc. Wed Aug 29 11:26:00 - • - • .,-.: , , _ mot,-•. trw o-a-i T 6.00 F12 5x6 = -5 5x6 5x6 4 6 1.5x4 2 W 3 1.5x4 3 7 12 1 W 6x8 = 1 1 B 14 13 11 0 if1 2 3x8 MT20HS- 3x8 MT20 0 3x4 � 3.00 12 3x4 zz� 1.5V5ii4 11 1.5x4 II 4x8 1.5x4 II 30.9-15 Dead Load Defl. = 9116 in LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 50 TIC0.67 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.07 12-14 >425 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.65 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 200 ID T-; f = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 4-8-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 8 = 1482/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2810, 3-4=-4314/2537, 4-5=-3129/1785, 5-6=-3129/1785, 6-7=-4341 /2562, 7-8=-4660/2828 BOT CHORD 2-14=-2402/4233, 13-14=1831/3605, 12-13=-1827/3640, 11-12=-1829/3643, 10-11=-184213607, 8-10=-2418/4245 WEBS 5-12=-1278/2430, 6-12=-850f786, 6-1 O=262/633, 7-10=-319/445, WEBS 5-12=-1278/2430, 6-12=-850/786, 6-10=-262/633, 7-10=-319/445, 4-12=-848/781, 4-14=-257/625, 3-14=-318/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 8. LOAD CASE(S) Standard Ire!m" -nentOff 1115MCM[InW:rrE FEW a(DtMoef(ufTDwr1VEr,1IM Terof10PFalntlenul rnintes n9i%I, DetinO;lvp(KVi ni IN Attuyl. T.W1, I.L rdnent%.I blit,- M. Hus alwAst Avid tatleUD,ta'p Wekwnr pehsskAlMne(hr del20nk,dd. As Orns Desgt Feo—(I.e, SpAllf Gpeeerl, Thl III)..ety Mrepesemsnmru IIJel paLnlaA etpecitg ngnslltlep'tf[beln:Qditsl�eTnn dgind MOOD utte eder I.N.TMltslg1 mvnplees. 111nadnxs,sln011q Anthony. Tombo III P.E. [deftdtilf TiGilTlr leylmllilP illll lnFNvflDlpol7l OYIer,lPt Omtiss4mdthpA of Ike Idifleg Deslptt, Otkeneledmtkt lK,'iei!(aitltI'd 10.rgfill MIMI.Iket?janfellhWalayfi,11 tSld(lITRSS.IY:ItE1C6 ATAiMg.lhrge, hshlidin tel kn!¢F slsleSt i^s re<pyyyAjpd y 1 ' INrti:4:e O!s'.!te4(lgnYfAf.11ifAA3Se7�Y!RI[SIDDe.Ullt !adrt!!CO! ddlllllllelrmldl (t2 wWi Ia rndite;KSD ltlshAk TrleMflgmerelvinl:x ernt 'eme.IPP60"M:re Z 80083 g I v f r� 7 I P r p: penkdnes ad:iesrnluneotdp ,T!nikn:g S,prt warm:wa! er,aln; 44515t. Lucie Blvd. eReMulmiedlpoiev:tdtpedeFteir vriDlggpol Fut:n lc�tdlei lkeTna Dttlge[aguaris AOltk roAagCesgaey erT.msfyi!la Etrieeermep knl!!ag. rll rq;tAadhros lremdeEednlP41. (opyriglif 0 2016 A -I &eof fsusses-AnihanyL Tombo 111, P.I. Pepiodedion olthis 110WITIE S, in aoy form, is ptohibited witheul the wrilten permission from A -I Aaof Trusses-AnthonyL Tomb Ifl, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0118052 WRMSCM1516B2L A03 Scissor 4 1 R j Job Reference (optional) Run: 8.120 s Nov 122017 Print: 8.120 s Nov 12 2017 MI I eK Industnes, Inc. Wed AUg Zy 11:Zb:uu Zui8 Pagel ID:ld_OOXyyT61Bi TXoljwHHzefvK-wAoyFkkxK_rZ51YV_prUOcxaCg6wleKxgMKMFiyiORr �1 77-2-1 r 12-11-12 19-0-0 25-0-4 30-9-15 38-0-0 �9 4 p -4- 7-2-1 5 9-11 6-0 4 6-0-4 5-9-11 7-2-1 1 b 4x8 6.00 F12 5x6 = 19-0-0 LOADING (psi SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 20 0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.5712 >806 360 TCDL TO Lumber DOL 1.25 BC 0.84 Vert(CT) -1.10 12-14 >416 240 BCLL 0. 0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.68 8 n/a n/a BCDL 10 .'0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD, 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP, No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. cross bracing be installed during truss erection, in REACTIONS! (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORDi 2-3=-4676/2809, 3-4=-4314/2536, 4-5=-3130/1786, 5-6=-3130/1786, 6-7=-4314/2551, 7-8=-4676/2830 BOT CHORDI 2-14=-2401/4233, 13-14=-1832/3605, 12-13=-1827/3641, 11-12=-1832/3641, 10-11=-1837/3605, 8-10=-2423/4233 WEBS 5-12=-1279/2431, 6-12=-848/779, 6-10=-254/625, 7-10=-318/464, 4-12=-848/780, 4-14=-256/625, 3-14=-318/465 WEBS 5-12=-1279/2431,6-12=-848/779, 6-10=-254/625, 7-10=-318/464, 4-12=-848/780, 4-14=-256/625, 3-14=-318/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. , 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 Ib uplift at joint 2 and 369 lb uplift at joint 8. LOAD CASE(S) Standard Dead Load Defl. = 9/16 in 4x8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 179 Ib FT = 10% Ererairnri:eneerrnar+ta?salaannss{snn[1[nnn[[nrwsamame+s[nTon{unny e+ceesn[itea.r?irtr[lar,tuiaaenilr�a, s�silreao?a:rmi>Iypc;WtWebtfl.re:b>o-l.r.[.men<se4:F;ei•.ua?r:ma:ecelisn?Too-,aiy Anili<nnirxI'"eisbdibeuellnnxTDDI3h,d.A?errinDurribpee{.?.s�,vuybu?rJn?deiarlDDnrrnrdiav¢px;idne)riffunidq:w,1eaginnantbrlsel n:wrattes.*T"mt?r;adnn?loDodr,rlertxt.aeiarnnopnu.bd:ipoihnees.sincaary Anthony T.Tombo1II,P.E. ad ied16 Nn nr." Wliq a lk—f- nirONO.". N li idne brdia'.fs+,nle aI MI. leeprmi. tIlk, IDoWnradlvir dne Tafi.nllllR ba rir7.Ca'irf, nSnlidne iid b(e13r i[111.5^. M�R?p9ti)I:h It z 80083 hrzltrtpon!r?:«lusMr.il:uzssel.11.NlWaiherrr®uesalFidmsdta?rnlGq(irtpa:nSdghank" WSRrellist brnlialSHAn?id—Edfir,pirila!enc_TFrlle u;3:resµan mesalbti?iw'1?I? nDtVpfftrrnD,iPEo i:rroslrrtsskarwfvl..r We?S 4451 St. Lucie Blvd. !1.*" llfielifro(W NerreElomuvringlyell rnnladeri nelass De,;;a TFrnnrislCi ne ra lal Cigna,rtPe?slTSen biin"e.alaiil, to a?lnrm weir ldAIMI 1. Fort Pierce, FL 34946 (opyritilin02D16A-IAoafbusses-AntbonyLlambaIll, P.I. Reproduttion Disibis document, in any form, is prohibited without the winters permission from A-1 Rooffrusses - Anthonyl. Toorto 111, KE Job Truss Truss Type Qty Ply WRMSCM1516B2L A04 Scissor 1 1 A0118053 Job Reference (optional) 7-2-1 5-9-11 <un: 8.lzu s Nov ix 201 i runt: 15.12o s NOV 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:01 20T8 J in-W nr)Ytn,TRTRi TYMi,u4n-I—fi,1C_DIIARAIICAL�GhniC7k\AAIRA;7. l,.AM.I ec, C—A. 6.00 12 5x6 = 5-9-1 J90 1.5X4 II a-.xry 11 1.5x4 11 1.5x4 11 4x8 zz 4x8 Dead Load Dail. = 9/16 in LOADING (ps2 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.10 12-14 >416 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.68 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 201 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* F1: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. Except: 4-8-0 oc bracing: 2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min.0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2809, 3-4=-4314/2536, 4-5=-3130/1786, 5-6=-3130/1786, 6-7=-4314/2551, 7-8=-4676/2830 BOT CHORD 2-14=-2401/4233,13-14=-1832/3603, 12-13=-1828/3641, 11-12=-1832/3641, 10-11=-1837/3605, 8-10=-2423/4233 WEBS 5-12=-1279/2431,6-12=-848f779, 6-10=-254/625, 7-10=-318/464, WEBS 5-12=-1279/2431, 6-12=-848/779, 6-10=-254/625, 7-10=-318/464, 4-12=-848/780, 4-14=-256/625, 3-14=-318/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle.to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 8. LOAD CASE(S) Standard stdq•ntt«nme�xJt�itwl A110CriliK53{Sf(lErIGEFIAtfEINS6COhtTIttiSNfTOkjE1�A(e9CPc'u4NFA�Iern,feA{Arugo{NenesmrA«deesaIN01"i3611Ore.ie9li[14&A91-11.TaW,I.Ltdeseaek:sWe"I.MISIhr+seOrd ectleNU,w'p VITti«er.ligl es sbdit: rsedkrBx l)Da6e eUtl. MsLms Deslp itpawil.e,Syer«Ity 6glu±t;.ne sed ee nrlOg re{re:ensam«pa:edlle{rdessked esy!eteNpregaullln/kt ke lts!yaetlte s!¢�tTnss ttyAvlarie lDD od{, adaliFl. icel:u{anato{aleel.ItdartnClna!, stndllry Anthony T; Tombo III, P.E. cd esedr¢is1«sskr tey reilteg is lhe«s{ns8ilopdt:A 9neelSe Ormiss;Nmn±d egeatclheldlliry Uesii«r,cNz rakddtie lN.,etSE adNe 6tdbw'fignle ad R4T.Tit q{ma!d of TOO ed en fitllnedoe Tm.1061lreC4s!t«{e, «shlldin nd kmiq SIM, ht ee F00:!dyd 80083 ZtIlAiAeeg Des:gxed ftatCos. All Is sdcd «M:TDD etllit{iW!rtsmlgtitlntsdn:I.iUlq oa{9en Sdery lawndiee{6(Sf,{dluEdey ltl eanl[A nerdvene3yu gnmtd ilat•_1PrTet'ras3tns{toss::nts¢emstsdM.ene«to-d3trr,T:aso«!p'ngrrteraa Tnsc N:vm:ru: a4r. 4451 St. Lucie Blvd. tktnlse lr0ed byo Gsned egstdsyte it vmiq l{dl{tr,:«lHd«LTieTw[UpFy!«erh NOT ra 10•1.1 O.ipa, erTms Sys*s Equsr dmT 1. IMI All tq!yhdk;es wecs MA MIT L Fort Pierce, FL 34946 (oppigh102016A-IBeofTtusses-AnibonyT.TomboIII, P.L teprodooionolibis domment,inonyform,isprobibhedwitheutthe written permission from A-ItoolTmsses-Anthonyr.iomboIII, P.E. Job Truss Truss Type Qty Ply A0118054 WRMSCM1516KL A05 Scissor 1 1 N Job Reference (optional) {full: O. IGu b Nuv IG Gu I P rlllll. O. Icv a Iv ��tl U ID:ld_OOXyyT61Bi TXoljwHHzefvK-tZwigQlCsc5HLcit6Euy510xFUn3DdLEHgpSJbyjORp 19-5-8 1 4 7-2-1 12-11-12 18 6 8 1 25-0� 30 9 15 38-0-0 9-0 7-2-1 5 s 11 58 12 015-5 g 5-6-12 5-9-11 7-2-1 6.00 12 5.6 0- bx6 Iq 1.5x4 II i-axa II 1.5x4 11 1.5x4 11 4x8 4x8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.55 13-15 >823 360 TCDL 7 0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.08 13-15 >423 240 BCLL 0 0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.66 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* :T1:2x4SPM30 BOT CHORD 2x4 SP M 30 `Except` F1: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SPi No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. Except 4-8-0 oc bracing: 2-15 MiTek recommends that Stabilizers and required . cross bracing be installed during truss erection, in accordance:with Stabilizer Installation rauide. REACTIONSI (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 9 = 1482/0-7-10 (min. 0-1-11) Max Horz 2 = -163(LC 10) Max Uplift 2 = -366(LC 12) 9 = -366(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (11 !) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.) TOP CHORD 2-3=4677/2803, 34=-4313/2527, 4-5=-3128/1778, 6-7=-3128/1778, 7-8=-4313/2541, 8-9=4677/2823, 5-6=-2842/1721 BOT CHORD 2-15=-2396/4234, 14-15=-1818/3600, 13-14=-18151,3638, 12-13=-1819/3638, 11 -1 2=-1 824/3602, 9-11=-2417/4234 WEBS 7-13=-833f770, 7-11=-259/625, WEBS 7-13=-833f770, 7-11=-259/625, 8-11=-323/469, 4-13=-833/771, 4-15=-261/625, 3-15=-323/470, 6-13=-636/1220, 5-13=-637/1220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 2 and 366 lb uplift atjoint 9. LOAD CASE(S) Standard PLATES MT20 MT20HS Dead Load Defl. = 9/16 in GRIP 244/190 187/143 Weight: 207 Ib FT = 10% �Pvn-nP4,P n�P4{drr44i4e+� •S l {gCT li'IiSrS rS[EEEC'E 6EP:I:E If141S 8 f0�9IIGfiS IiIS1ON1 EL1'J•j%IChCT��'��u�IdEMi TnR. IGIfJ'JPSIJP rtI1A!1[f4 PdIt�FM?I N111SIn53 DP5'�DnPlAgll(411g II4 A1NGP1. Tt41]Di LL MtPPSP i{v! �!PCS4. IIBIlfl4MHv1SP �tlt118IYPIDD,S3�J IllTeitnePror{:¢hs sbili:+aedfir!tx 19D+o5t olid.4seirn4 DPsge EPgrse;!!,Sx]PXr fPpu?rNtl?LA PP IPJTDD IPprRsetls ve ctupt�;e ti l6gml?nlPvdmeetlrs nspts!IilAr`er lSP rts.n¢'Iks'u$eTtas eT n?Intle IDDsdr,Pvdtr1i41. Tta EasiTa nnmpllPnJvd:P7tnlmn!, tPAdili� Anthony T. Tombo lll, P.E. C�I4P IEteis TrCi4¢!IOr{nllfP4lf+M InrPl!IIIIII'rdhe Onn.ik O.u1 s1;P nv1 FAA 1:iAt Intl lr gtSl{N!.+7 Cd I4Ihd vl!4e IN n?i{: ul He btavkx:ds; tdt aiIRI. ilegpm4i Pl 11e EDD P11 nrtield rse offiP Tnsciod4fia l�1"r}sx;e{P,iuh ldinaitntig sSil!kP!:�ns{ms ::h 41 .t. 80083 ITe trfa30et�gur Rtd�(eP.lOat.t!luls s41ala1le lDD nilu{aartRsra3 gni9nes d1lP kitdrylrrErnm 4lPry lv`amu!n;Inr,:rNlsG; it i71MS{UnPId:IP4LM gevmi �:1?Pr_RH¢e3u.3arP;pai:�0Ps 4slb:iPs v"tnl:ns DNj4R,1:ESs DPSrrJrn4PIL^ll Tuss dd'AT4^P!St; WARS i2t�risP ltti4efl a[Pv:mP ed P»PiP mifie dl Pra IP19ui T{eTn;s ts;al ¢nIt {GI Ge {#1a Dr• n, vrluss- aIa Soon �`4n lPtl9 AlI4� a?lk:m uPcsadadnn{I. 4451 er Lucie Blvd. t a {h { al r '� 4rri r r� Zt Fort Pierce, FL 34946 CnptTigMOtO1dA-Ifaa)Losses-AnlhnnyT.Tom6DI11,P.E. Reprodutlianoiihisdotumenl,inaaylmm,ispto6i6BedwithaulthewlitteaparmissionhamA-IRDDITmsses-AnthonrT.PemEo111,P.E. Job Truss Truss Type Qty Ply WRMSCM151662L A06 Scissor 1 1 A0118055 Job Reference (..,I .. 1 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:02 20Y8 ID:Id OOXvvT61Bi TXo1iwHHzefvK-t7win0lrcr-5HI ritRRrsvBlncrl lnwnriMPI-Inn< 5x6 = 6.00 12 5x6 ZZ Dead Load Defl. = 518 in 6 7 3x4 3x4 4x6 8 5 4x6 1.5x4 4 w 6 9 1.5x4 n 3 10 15 ao W 16 5x12 = 14 1 1 B 1 1 2 17 5x6 WB� 5x6 WB� 13 3x4 c 1 0 1 3.02 1 11Ir? x 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 4x8 4x8 9-10-4 19-0-0 28-1-12 38-0-0 9-10-4 9-1-12 9-1-12 9-104 Plate Offsets (X Y)— [2:0-1-14 Edge] [4:0-3-0 Edge] [6:0-3-0 0-2-0] [9.0-3-0 Edgel [11.0-1-14 Edge] [15.0-6-00-2-12] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.5715-17 >794 360 MT20 244/,190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.12 15-17 >406 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.69 11 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 208 Ib FTi = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* F1: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 12x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. Except: 4-8-0 oc bracing: 2-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 11 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -146(LC 10) Max Uplift 2 = -353(LC 12) 11 = -353(LC 13) Max Grav 2 = 1482(LC 1) 11 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4687/2778, 3-4=-4324/2471, 4-5=-4258/2485, 5-6=-3159/1774, 7-8=-3159/1775, 8-9=-4258/2499, 9-10=-4324/2486, 10-11=-4687/2798, 6-7=-3559/2016 BOT CHORD 2-17=-2375/4244, 16-17=-1755/3587, 15-16=-1741/3614, 14-15=-1746/3614, 13-14=-1760/3587, 11-13=-2396/4244 BOT CHORD 2-17=-2375/4244, 16-17=1755/3587, 15-16=-1741 /3614, 14-15=1746/3614, 13-14=-1760/3587,11-13=-2396/4244 WEBS 8-15=-756/678, 8-13=-285/634, 10-13=-338/496, 5-15=-756/679, 5-17=287/634, 3-17=-338/497, 7-15=714/1430, 6-15=-715/1430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 2 and 353 lb uplift at joint 11. LOAD CASE(S) Standard ten"•IINItltutgHtrnllrrt3eYl RODE IRDSSES(>EOEPd 6EAs!!t TMdT"'fidsiipleiaetm mf «��eit>swlfisLesl Des: Dfs.ns IRw; lyd t�AdYurT,i:sllDt,11 tdeseme S4tes:{enne. Ddesi sllerrin dtld Ieti afe U1Teka—trplotsshd!tertift,14 Bile kubol.ASeTeess Deslpo Ftowy.0y0a!tt1t0Nfftltt Stdll etyTDDetpesms to Dap iit lit plelaulod iq-.,.rlq st'j" llaf*notWeed It,s!q"Tnss isond matt adl,Met 1M. The 91,11a ,foci W.'nie.-smm!7 Anthony T. Tornbo H11, P.E. me rto fin Nester get Rdldiq lstterespwill y dtte ame, 61 Oeues owriai.pee er1h[ E,?Desiret". tsenew ON ItO111 adtte lord tdlspnit 1 MI. As clyrti dtle IDD ud etd field is, dtitTnss, udstig W.r.. ss: LWil!em od kn 3sisftW t*,e sespw idhd r 80083 ' dtei:aapDes:RartHf[ans7i.!!!r[kss0aalks[e1DDedlnpmi[es®dpie:NtsdNtta!Gep(crtp.atnSdtryhgrndist;[(S111tllislelpyE7WICAvertfvmA!npot:lplum TIFEet5a13rnrytci�::sitsadb:issdd:TnsSMsipe,l:css]ay�inpaermifnssPatattn:es:a'ess 4451St.LUeieBlvd. eftrria ddietilsofelsea aped apu it rsiliq It dl ptn:tslmrdad. IheTnssfesea Eq tents ACTIS RalaRDesipn, trhtis STs:afq seer doji-Hap. mtq:;dadhas erem MA40111. Fort 1 St. L ci Blvd. Eoppighti02O16A-1toafliusses-ADlhaayl.Tomha111,P.E. Repredu. nine ofthis domment,inaoytorm,isprohihAedwithcuithe wotteopermissionfiomA-IRaofTrasses-AnthonyLTomb 111,M. Job Truss Truss Type Qty Ply A0118056 WRMSCM1516B2L A07 Scissor 1 1 Job Reference (optional) [tun: 8.110 s Nov 12 2u1 t runt: t1.1zu s Nov 12 2u1 j MI I etc ID:ld 0OXyyT6IBi TXo1iwHHzefvK-U1 5x8 = 6.00 12 5x10 MT20HSzz Ies, inc. vvea Aug 29 i I:Lo:VJ LV to r Dead Load Defl. = 112 in An 4x8 19-1-12 10-0-12 14-6-8 l 18-10-4 19,0-0 23-5-8 27-11-4 38-&0 1 10-0-12 4-5-12 4-3-12 0-- 2 4-3.12 4-5-12 10-&12 Offsets LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.61 13 >747 360 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.10 13 >416 240 BCLL 0.l) Rep Stress Incr YES WB 0.70 Horz(CT) 0.75 8 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS LUMBER - TOP CHORD, 2x4 SP 2400F 2.OE *Except* T1: 2x4 SP M 30, T3: 2x4 SP No.2 WEBS BOT CHORD 2x4 SP No.2 `Except' 6-10=-466/664, 7-10=411/580, B1: 2x4 SP M 30, F1: 2x4 SP No.3 4-16=-468/664, 3-16=-411/581, WEBS 2x4 SP No.3 6-13=-812/1824, 4-13=-815/1824 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORDI Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. Except: 4-8-0 oc bracing: 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS! (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 8 = 1482/0-7-10 (min. 0-1-11) Max Horz 2 = -130(LC 10) Max Uplift 2 = -339(LC 12) 8 = -339(LC 13) Max Grav I 2 = 1482(LC 1) 8 = 1482(LC 1) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4671 /2758, 3-4=-4265/2439, 6-7=-4265/2454, 7-8=4671/2777, 4-5=4870/2671, 5-6=-4870/2671 BOT CHORDI 2-16=-2356/4227, 15-16=-1525/3412, 14-15=-1515/3426,13-14=-1512/3421, 12-13=-1515/3420,11-12=-1517/3426, 10-11=-1527/3412, 8-10=-2377/4227 WEBS I 6-10=-466/664, 7-10=411/580, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8A MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 2 and 339 lb uplift at joint 8. LOAD CASE(S) Standard j 4x8 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 207 Ib FT = 10% tWrdq�rinse dulyHrrniewlk'A-I i0Df 89SSFS ri[00'1G[F91(IONSb(?!ti(I[6SfDS1DN{";ki]';A(CM[h1D5rdEN�le!.:. inifi dNpFaladrn eadrzMedss ntlisiiuss De�D!sviy{if�ed lk deiurl.IwMO;,[.E. rdeeaegz•Isnaresse.Ud!ss ctle!rise slde(I111e IDD,sa'1 IilTetoAttmrl:Akss9AlI F!ne(ilr tFz iDD is be vshl. As ATins Desilthpa!s("s,S,ptodll6tluv),tlesells. my IN uFRSNSSfEEfn�'.J,edifIFSBI!sslnde ee�rc requsiNlnrh; it, eesgnet thes!yeTnss Hp'�n!Ileit TDDedl,udaWl.Ts (!s:pnnuuNuc.6rt:e7avdrou,smdilry Anthony T. Tombo III, P.E. t1�ISeAAIS TnSsfItIR{1ILIp Is Ol nslH!i[Ihh dH.eD»lLQe 0- sedsand1;41r Ike{dI(ly Dtll[I2',!J'JeOd3eId123IK,'�e�a�MEtlelildlAltsph.M. Tle stpul lkelDD mlAntidd nedfi!Tnss. iwh6q R.f ,sk!gt, ieshll!An nitret r3 sSil141a e!F'9Si{'1:hlt a 80083 IHAY:TlJDfs'RJ(LC.wtB'.411..IsWolike14TDDOhspocluesOipIFgOlfdn!rnlfy(t law111!114,li!nn;F(elpm!W;IInundSIGsovele xe34lpetalp uc TF Fkaus2! ulmiltesn'rdD!sd!!tas%Delipter.T!inshi!pJ,0-1[n sVssd.'M.u.nSSS 4451 St. Lucie Blvd. F'1EMn(dOF({Je(1;1'eOI�fF19n10Y1151t{]dlrM!S I61Siill. rAetn!S[�psf4lnr 1, MOTh WhID upte,mT'e!sSo.. Mjaw duj WA,1 lllf�tdad 3!M In Cf dd"!e(1AT[fl. Fort Pierce, (L 34945 (opyrighim2016A-IRoafTrusses-AnlhanyLTomhoIll,P.E. Reprodooilmoftbisdocument, inooyform,isprohihiledwithout The written FamissionhomA-I Roo(Tresses-AnthonyT.Tomho111,P.E. Job Truss Truss Type City Ply WRMSCM1516B2L A08 Hip 1 1 A0118057 Job Reference (optional) tvuv tc cut r nin t etc mouslnes, Inc. Wed Aug zu 11:Z6:U4 ZUTS Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-pxl T56nSODL?awsGDewQBS5CcHUxhWZXI_IZOTyjORn 14 6 3 6 11-10-9 1 19-0-0 25 5 8 30-6-15 38-0-0 9-4 1 6-N 5-7-3 0- - 5 6 5 8 6-5-8 5-1-7 7-5 1 1 4 7x10 MT20HS= 2x4 II 2x4 7x14 MT20HS= DI ad Load Deft. = 3/4 in US = 6x6 = 2x4 11 4x8 = 6-3-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) -0.85 14 >535 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.60 14-15 >286 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.94 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 204 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 "Except' T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 'Except' B1,B4: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2, W5,W7: 2x4 SP M 30 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-&0 oc bracing. Except 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 5-14, 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1496/0-7-10 (min. 0-1-12) 9 = 1488/0-7-10 (min. 0-1-11) Max Horz 2 = -113(LC 10) Max Uplift 2 = -316(LC 12) 9 = -320(LC 13) Max Grav 2 = 1496(LC 1) 9 = 1488(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2736/1592, 3-4=-4341/2374, 4-5=4285/2438, 5-6=-7994/4182, 6-7=-7994/4182, 7-8=-4093/2245, 8-9=-4660/2628 BOT CHORD 2-18=-1253/2392,14-15=-1699/3757, 13-14=-1681/3746,12-13=-1695/3722, 11-12=-2240/4220, 9-11=-2233/4199 BOT CHORD 2-18=-1253/2392, 14-15=-1699/3757, 13-14=-1681/3746,12-13=-1695/3722, 11 -1 2=-2240/4220, 9-11=-2233/4199 WEBS 3-18=-12231746, 15-18=-1415/2723, 3-15=-539/1439, 5-15=-342/539, 5-14=-2170/4507, 6-14=-405/385, 7-14=-2173/4517, 7-12=-172/394, 8-12=-496/537 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 2 and 320 lb uplift at joint 9. LOAD CASE(S) Standard Zi%a�dq•rl««tl«eeskl.rnitrYs'f I INF1r5B8rSfun 6111111. TOWS 6(OeSI'IIDtlS CDSIDx, tl% )!.(CMCAIFD"udlEtl�6eai. iNAj dtilre rotmden eil ftd lNeswtlisl«n Dee 4t'hneiy{IGijed lkt Arthtal7. it etel,11ldutne SimiM.`erene. Udus aler.ise upd«deIDD'Wj WTektwemcp:sks SldiMesedht m, iOD taHrdll. AseLass Deslle hCa«{Ie, Slec«O(Erpsreet;.th!sed«¢g IOD«pneasmca«Maceatte pdneetd eg'e«t«g«gtnililnph; ehe ln:pne!tles'eTrnsE.yAtlRtle TDD n¢, oadttlFFl. 7Fa L•frn nnngnn, ttc3:eDmdtn«:,smehnry Anthony T.,Tbrnbo IIl P.E. .Anedttls l«ss&aq Wdity istk resT«sitilnp Orx O»er. IN Ownis 0b"Zolo6em 0; See Will Onilnr, ntksnha SSW tl(,ae lsC«dHe 11,S]I dse 191 ced MI. lie gpmldth TOD.,I rtefield«e Otte Toss, ieddq Wd"1,4 nrgr•I.O.11dnand We'l shelf, A, teepawifyo A 80083 Ile [Alta;Desy:at.4(mSoda:.All WaulutadelODnd Cn poi«smd perld'HOtn Ildbed Compete Seery la'vntau;t(SfpehrshW hp TM cad SiCd«erdev1ddepetmtaA--llsl ettirssntinpae lies oddnzsdntLns De«lv«,l:ns 0«{aTapixerea}ions Wasdtrwer,artss 4451 St. Lucie Blvd. sYsnitr Idietdlpe(em;ed rpetd ttet ncmig Ipol per,:n i«dtei theTnss C,n� Fgi«« is ICTok taAaT Gt;1n«, rrT«ss Sps+en cgn:er Oap lelYg. All cy� aatlk:ms etas detaed IS11r1. (opyright02016A-I Roofhusses- Anthony I.TemhoIII, P.1.ReproeduSlonof.hisdocument, inanytarm, isptohih0edwithnulthe wrineepermission from A-IRaolTrusses-AenhonyLTombolll,P.L Fort Pferce,FL 34946 Job Truss Truss Type Qty Ply I A0118058 WRMSCN11516B2L A09 Hip 1 1 Job Reference (optional) 7-4-U 5x6 = 4 6.00 F12 1.5x4 3 1 2 o is 16 3x8 = LOADING (p! TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORE BOT CHORE WEBS BRACING - TOP CHORE Structural wo puriins. BOT CHORE Rigid ceiling i WEBS 1 Row at mid cross 1 mull. -y IDXJz2r4vTooSzGfmicVHpDpxlT56nSODL?awsGDewQBS5�.H. h.H..X�5..h..b.u. X�._..IZ� O. 2141-6 27-5-8 31-3-13 38-0-0 ,39 ; 5-6-1 5-9-2 3-10-5 6-8-3 1 4-0 3x4 = 3x6 = 1.5x4 11 6x6 5 6 7 r 8 15 23 24, 6x8 = 3x4 = 3x6 = 14 13 12 3x6 = SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d Plate Grip DOL 1.25 . TC 0.63 Vert(LL) -0.31 14-16 >835 360 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.31 12-22 >408 240 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 14 n/a n/a Code FBC2017/TP12014 Matrix -MS 2x4 SP No.2 2x4 SP M 30 'Except` B2: 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 4-9-10 oc rectly applied or 6-0-0 oc bracing. t 5-14 mends that Stabilizers and required I be installed during truss erection, in vith Stabilizer Installation guide. All bearings 16-7-11 except (jt=length) 2=0-7-10. (lb) - Max Horz 2= -97(1-0 10) Max Uplift, All uplift 100 Ib or less at joint(s) except 24-198(LC 12), 14=-396(LC 9), 12=-128(LC 13), 10=-136(LC 13) Max Gray All reactions 250 Ib or less at joint(s) except 2�771(LC 23), 14=1368(LC 23), 14=13152�LC 1), 12=524(LC 24), 10=382(LC 24), 10=358(LC 1) WEBS 3-16=-338/406, 5-16=-201/505, 5-14=-960/636, 7-14=-330/310, 8-14=-337/213, 9-12=-352/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0,wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 Ib uplift at joint 2, 396 Ib uplift at joint 14, 128 Ib uplift at joint 12, 136 Ib uplift at joint 10 and 136 Ib uplift at joint 10. FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-1056/659, 3-4=-784/505, 4-5=-646/4951 5-6=-120/422, 6-7=-120/42217-8=-120/422 BOT CHORD 2-16=-410/906, 15-16=-56/292, 15-23=-56/292, 23-24=-56/292, 14-24=-56/2k, 13-14=-197/365, 12-13=-197/365 WEBS 3-16=-338/406, 5-16=-201/505, 5-14=-960/636,7-14=-330/310, Dead Load Defl. =1/4 in 1.5x4 4, 9 PLATES GRIP MT20 244/190 Weight: 192 Ib FT = 10% o"e�s�g �P'm;e'ANte}�'¢ texre tke'A'r9JF1U$SE$; $flitr H. zitittjti;i4$ t rCnOT{OM$.C{9A;'ttP€i'jggrt0&1FD-eYi§Ttea iecNdt;:gagaevNtrs aEtifEtveies etftis?wss 6e:ige ktvieg DC}�t!a:aE'tait 7.jaaklli,tE. kFNetr.3settitfert sst.t�R?to'7N.ist ste?ttta3tTCD, tdj �li[gV'dtth4 gl£Iti 5k8:I tt as�hr5a!{tl:itlF O£titE18{.'HE �fip iw-jll±Rflll�>gtf;S:Y(S)+9?NI.Ikt 9tkYtEb/7.'j(ttilCSWi1!jtRt.'ij!t4 j'£1t5i%ik t1);LEf ttSg i!k:i!tN bStf1351g8tt'8R 513g137tt31 t±jt,^ttte2!77aa!¢, txffriP4l,t§attslgE eSlEsy"�S lcatai5e?'it£1; }vM,};Ait Anthony T. Tombo Ili, P.E. eat uxAAiilratsfE3 ¢7g.:>iagit'.=.Wipes t: ,ydt6e Crfs,f6v'Jx£tr't audt td agettar!EtEro +9e3 N,hfit tt,tet'tktlPG. &t ijraad3i lNil kai:'Swj daa+ilPld.T3!agjrotaldd:l9t£fuitieldasfS dt in:s,m:'azj 4aE81nj. shitgv xEa..t'"atad S±Nhj Sul It A!;eEgaEsifrilEt�' r $00$3 �t raatiH¢iYSi¢fE(8!t:eN}C.tti. 198ailS Stl BaI U'ti iag Ftt £pll.fe3 ut gN,a:::Etidtitgro:€niBNjHeBI$t{elj lkrefkA'R9(;]�gd.4titk!jjlX<$Pi{it!(FHttttt °Y. ¢Mt:fl geitE0t8. it¢itt{i9?Stit Rif)93�NI:vH R1t ttli!58i M°t.'t?t F3:gY:t£iStlS�getEgitRFf ied ifY35 �4EtfEtlYti,lMStSi 4451 St. Lucie Blvd. ' eAN+i,eldnettg£ntS}rle,�tN qSe is ariing ki'~tgw^jies iE.al!et. ike inss[ktiphgietfl5 kpi rst tail!iry(kujxet:4'.':ttti 3rslea fte£te tlta!lFilCey.d'33sjihliallws3 rt esvt9tet i£:%i. Fort Pierce, FL 34946 • �e ri bl"29i6A-I Roof frusses-Aathonvi.tombeIII,P.f, 9e,aduoionofibisdonmenl,inan Iaim,is•Snbibitedwilhoulthwrttea elmissioelromA-I Roof I Iombo111,?.1, �P79�'� P Y r P Y- Job Truss Truss Type Qty Ply WRMSCM1516B2L A10 Roof Special 1 1 A0118059 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11;26:05 201$ Page 1 I D:XJzd2cxr4vTooSzG Dfm iF9yj HpD-H8brISo49XTrC4RSnMRgge PLhs2Q? Lgze27wwyj ORm 1 4-Q 49-2 11-0 0 13 3-0 21-4-0 21rS 3 29--0 38-M $9-4-0 44 4-9-2 6-2-14 2 4 0 ' 8-0 0 0-'4-4 7-7-12 8-8-0 1 5x6 = 5x10 1.Sx4 II 13'lnP Dead'Load Dell. = 3/16 in 3x4 = 3x6 = 6x8 = 3x6 = 1.5x4 II 3x6 = 3x6 = 3x4 = PA 29-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.44 1.0-21 >449 360 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.34 10-21 >580 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.56 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except` T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. WEBS 1 Row at midpt 5-12, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 767/0-7-10 (min. 0-1-8) 12 = 1664/0-7-10 (min.0-1-15) 8 = 532/0-8-0 (min. 0-1-8) Max Horz 2 = -101(LC 10) Max Uplift 2 = -204(LC 12) 12 = -605(LC 9) 8 = -311(LC 8) Max Grav 2 = 767(LC 1) 12 = 1664(LC 1) 8 = 562(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 1881772, 3-4=-921/579, 4-5=-747/564, 5-6=-194/452, 6-7=-194/452, 7-8=-532/719 BOT CHORD 2-15=-553/1050, 14-15=-96/569, 13-14=-126/637, 12-13=-126/637, 11 -1 2=-463/399, 10-11=-463/399, 8-10=-448/392 WEBS 3-15=-367/446, 4-15=-219/388, 4-14=-121/269, 5-12=-1230f723, WEBS 3-15=-367/446, 4-15=-219/388, 4-14=-121/269, 5-12=-1230f723, 6-12=-487/454, 7-12=-913/1127, 7-10=-450/347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 2, 605 lb uplift at joint 12 and 311 lb uplift at joint 8. LOAD CASE(S) Standard 38-0-0 PLATES GRIP MT20 244/190 Weight: 189 Ib FT = 10% %e:dg I th.,im!mireW1.1 ltCrlIM!"SElters 631:111 TUZ&[QII":i11GkSf04TONi:L7]'1:TI4tlGk:iuSNE t- TaAi 4d!Eftsea8E—d teAndsspsaisloess Je•.;n)Eeriy lirw; Wi Ad.yI. TexlaL'?, e.Lldneae Rmlw.nrtns 0du,;fit A" dd:drnB,10'"!y 0.76.usEfirriE!es sld{Mesed6rlh lCCIth.did.h0rms Deshs Etprxtn{I.e.S}e[Itflr 6prxEr;.lx sedno!700 Eefteseds I,mpw d 17e frde421ttdetFSF!d1E Rgtss1111A(bf lh lES At{IN sepTmis dg:dEe1ke11rI41,*I?l-1.TI'S Cssif7 nsenpius, 6r4aftndnu:,smslory Anthony T. Tombo II1, P.E. wissedtes irsssfa tg ldliitg is lle resfu:iHfmdC.e9.tEcth Owatis nd5svde,xds!I}a idllits Onilser,lrrendsddliE lK'60' dle btd ta'digEdcadfP4l. legjms dlls WC sAsn Field sse dfit NIL hdrtitalsSla Amin, itdllldinal Will? SSA€4rtw+ten'-Myd V 80083 ' ttef-,+:etfDeEgne!ed R9ltCat.All.!ts W01mIhIDD 11the predus©d piddossdih 94141 [stEftmm Sdrry is mdlrt{K fsllist:d5!TA eASW nereFvexElks ptnd admte IN G nslE tspu!hitdestdb'es s`,lETsr Drnper,i:assUesy»ups:ttesl lrssstlasdttl:n,ss ess: 4451 St. Lucie Blvd. devist ddirdide Ced:sdgrul split Kdq 4 dl F r.1.9ni lheloss Cedm Ftsi—IsH6T nx rdKad Ces+pin,rtTnss SSs•Ea ign?<rdop heCkg. llltq:., i.fhrm trees ddad inllFl. Fort Pierce, FL 34946 (oprgight02016A-1loot Tresses -AnthoeyLTomhoIII, P.E. Reproducion of ibis dommem, in oflylorm, is probilsifid Ohm she written permission from A-1 Rooffrusses - Anhonyl. Tomho III, P.I. Job I Truss Truss Type OTy Ply A0118060 WRMSCM1516B2L A11 Roof Special 1 1 g Job Reference (optional) ID:XJzd2cxr4vTooSzGDfmiF9yiHpD-1 8-3-13 1 Dead Load Defl. =1/8 in 3x6 — 5x6 = 6.00 F12 4x6 5 6 5x6 = 2x4 II 3x4 = 5x6 = 4 7 8 9 3x4 = 3x4 TA ' 3 o 0 0 0 I 12 o 13TgIo o 0 23 22 21 3x8 = 17 16 15 14 4x4 = 2x4 II 2x4 II 6x8 = 3x6 = 3x4 = 3x6 = 3x6 = 8x8 = 6x8 = 4-3-14 8-3-13 0 15 4-0 19-4-14 21-8-3 31-3-0 38-0-0 4-3-14 3-11-15 -8- 6-4-0 4-0-14 2-3-6 9-7-12 6-8-0 Plate Offsets l(X Y)-- [5.0-3-0 0-2-01 [6.0-3-0 0-2-0] [11.0-3-0 0-2-01 [18:0-2-4 0-2-12] [20:0-5-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20 0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 14-16 >791 360 TCDL 7 10 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.27 14-16 >718 240 BCLL 0. 0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.03 16 n/a n/a BCDL 10 0 Code FBC2017ITP12014 Matrix -MS LUMBER - I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* WEBS B4: 2x4 SP No.3 7-18=-1 167/712,16-18=-982/684, WEBS 2x4 SP No.3 9-18=-190/650, 9-16=-707/337, BRACING- 10-1 6=-1 063/1027, 10-14=-604/600, TOP CHORD 20-23=-376/920, 7-19=-78/329, Structural wood d sheathing directly applied or 5-5-10 oc 4-19=-406/270 puriins. BOT CHORD NOTES - Rigid ceiling c irectly applied or 6-0-0 oc bracing. Except: 1) Unbalanced roof live loads have been considered 10-0-0 oc bracing: 20-22 for this design. MiTek recommends that Stabilizers and required 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) cross bracing be installed during truss erection, in Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; accordance With Stabilizer Installation guide. Cat. 11; Exp B; Encl., GCpr0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right REACTIONS (lb/size) exposed ; porch right exposed;C-C for members and 2 = 718/0-7-10 (min. 0-1-8) forces 8s MWFRS for reactions shown; Lumber 16 = 1815/0-7-10 (min. 0-2-2) DOL=1.60 plate grip DOL=1.60 12 = 450/0-8-0 (min. 0-1-8) 3) Provide adequate drainage to prevent water Max Horz ponding. 2 = -85(LC 10) 4) This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live 2 =-188(LC 12) loads. 16 =-626(LC 9) 5) * This truss has been designed for a live load of 12 =-305(LC 8) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 718(LC 1) bottom chord and any other members. 16 = 1815(LC 1) 6) Provide mechanical connection (by others) of truss 12 = 482(LC 24) to bearing plate capable of withstanding 188 lb uplift at joint 2, 626 lb uplift at joint 16 and 305 lb uplift at joint FORCES. (lb) 12. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ILOAD TOP CHORD CASE(S) 2-3=-1114/633, 3-4=-1026/589, Standard 4-5=-571 /384, 5-6=-531 /377, 6-7=-619/3847-8=-356/636, 8-9=-363/654 9-10=-480/1054, 10-11=-364/848, 11-12=-485/843 BOT CHORDI 2-23=-412/961, 19-20=-274/865, 18-19=40/344, 15-16=-302/62, 14-15=-302/62,12-14=-590/368, 4-20=-123/398 WEBS 7-18=-1167171 2, 16-18=-982/684, PLATES GRIP- MT20 2441190 Weight: 203 lb FT = 10% Ze!tiry FlnseticrrayHrewieaf)e'Ad AODi TIDSiF5jSNfCy GFg[rS?TEFS158 (9X:AtIC5S [9SiDM{"il9]'jACCdC7i DiNEl1('Item. TcAp hup pmta0' ¢td!ee.A.set§31!ussMo ire.i IJIM,W1E, At3Stxpl.I.hN,F.Llefucxt SW ihte f. ullessttlerise s131e1lctltlDD,ra!7 FIT!%ts.,",F4`.SSSSil2BStef,,INI)DIBNiene.A,111.1D!tip F[q[2i�fL�S'p4J111f Ftd RATnLduaj TDDupuWst6tf�t',t^uiAd 1h pomllud lR:mdq le3p"Midtfix Th1l dM tgelmss fep!dmtk!TDD aril..HrTf-Lne[S:pn3t!epnen,ttd Ep<ni.net3,slmnirl Anthony T. Tornbo 111, P.E. rd asednis Fc3s!r. tq inl/!y!tlSe respxalilttidFeDnm,IFe0ra3e.^.c:tl tp>fr3le tulGee Desipn,ari..erothddia lM Se uC udile fxdF�s:tbaulerri rd F: tie t}Tnti dt0e?DD cad te.tield oxAtie inss. ul Diu lyd`c}Snrg6itfiiltlnndt eEeg s4ilit. t�. Tetra `::hd z80083 iit EM:t4a 7a.e�x�te.3[s�:lra.ALr:4s 3eiaa�4ttTNDeM iae ttmiaseafpLlmstftle 6t!Uiap R¢p3atfl Sfirylxat!tuiat{eCf,�ptFIi3E!d5)1?I uad S!(At!lyd rze94t pea!ralgalm!_1F.Fk:lefi'G:13(k65 YtA113[4'rfv1.'tld'E'.T!ISSDttIyN,ItKS DeS:¢Yiatt0.91 i1e3t da9Ne:h!fl.RR35 4451 St. Lucie Blvd. '.kF:biufdietdFpc(s9roIIsptWepeiewlinepltdlptrt:nie+eheilSeTnr.Ct;�pFag!vett3'ICiC�Sarday.etymw,rtT.nsips:!sE3;iexrdmrSFort Pierce, FL 34946 JapyrighlD2f116A-1Rocthusses-AnibonyT.Tombe111,P.f. Reproduuionofthisdommem,inanybim,isprobibBedwlthnulthe srinenpermissiantmmA-I Roof Trusses-Anthonyl.Tomb111,P.E. Job Truss Truss Type Qty Ply WRMSCM15161321- Al2G Roof Special Girder 1 1 LbA0118061 Reference (optional) ,Null. U. emu � I- rc curt ream. o. rzu s Nov iz zu-i d mi tell[ industries, me. Wed Aug 29 11,:26:07 20i8 Pagel 0-3-13 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-DWjbj8pKh8jZRNarunT7o5jnRVUaup6zRyXD_oyjORk 1-4-03-10-15 377 M 11-10 15-09 17-49 9-4-14 18 27--2 33-40-0 8-0-0 3124-12-1-4-0 3-7-2 0-0142-5-9-8 4-80 19-40 0-3-13 r.r - 3x6 = 6x6 = 3x6 11 5xl2 = LOADING (psf) SPACING- 2-0-C TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2, T4: 2z4 SP M 30 BOT CHORD 2x4 SP No.2 *Except` B3,B6: 2x4 SP M 30, 62,65: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-0-0 oc bracing: 16-18 10-0-0 oc bracing: 20-22 WEBS 1 Row at midpt 7-18, 9-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1.504/0-7-10 (min. 0-1-12) 16 = 3112/0-7-10 (min. 0-3-11) 11 = 723/0-8-0 (min. 0-1-8) Max Horz 2 = 69(LC 26) Max Uplift 2 = -441(LC 8) 16 = -1281(LC 5) 11 = -491(LC 4) Max Grav 2 = 1504(LC 1) 16 = 3112(LC 1) 11 = 729(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2816/800, 3-4=-3110/883, 4-30=-3001/854, 5-30=-3002/855, 5-31 =-2421/667, 6-31=-2418/666, 6-7=-2656/712, 7-8=-740/2251, 8-32=-661 /2087, 32-33=-661 /2087, 33-34=-661/2087, 9-34=-661/2087, 9-35=-987/828, 35-36=-987/828, Dead Load Defl. = 5/16 in 0 A tO 2Iv Io 0 3x6 II 3x6 = ` 4x4 = T 'J 3x4 = 3x6 = WO = 3 27-5-12 33-4-0 38:0-o i 5-9-84-8-0 CSI. DEFL. in (loc) I/defl Ud TC 0.66 Vert(LL) -0.2219-20 >999 360 BC 0.90 Vert(CT) -0.5119-20 >515 240 WB 0.92 Horz(CT) 0.10 11 n/a n/a Matrix -MS TOP CHORD 2-3=-2816/800, 3-4 3110/883, 4-30=-3001/854, 5-30=-3002/855, 5-31=-2421 /667, 6-31=-2418/666, 6-7=-2656/712, 7-8=-740/2251, 8-32=-661 /2087, 32-33=-061 /2087, 33-34=-661 /2087, 9-34=-661 /2087, 9-35=-987/828, 35-36=-987/828, 36-37=-987/828, 10-37=-987/828, 10-11=-1140/885 BOT CHORD 2-23=-704/2481, 22-23=-226/501, 20-38=-892/3041,38-39=-892/3041, 39-40=-892/3041, 19-40=-892/3041, 18-19=-395/1843, 16-41=-291/0, 15-41=-291 /0, 15-42=-291 /0, 42-43=-291/0, 14-43=-291/0, 1444=-745/553, 44-45=-745/553, 13-45=-745/553, 11-13=-735/978, 20-22=-23/468, 4-20=-109/959, 16-18=-2955/1213,8-18=-417/249 WEBS 5-19=-801/396, 6-19=-89/833, 7-19=-231/743, 7-18=-4404/1279, 9-18=-2724/1522, 9-14=-105/286, 9-13=-63/489, 10-13=-179/251, 3-23=-393/144, 20-23=487/2019, 3-20=-227/423, 14-18=-670/816 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PLATES GRIP MT20 244/190 Weight: 214 Ib FiT = 10% 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 1281 lb uplift at joint 16 and 491 lb uplift at joint 11. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 237 lb up at 7-0-0, 108 lb down and 113 lb up at 9-0-12, 108 lb down and 113 Ib up at 11-0-0, 108 lb down and 113 lb up at 12-11-4, 175 lb down and 191 lb up at 15-0-1, 90 lb down and 80 lb up at 23-4-12, 90 lb down and 80 lb up at 24-11-4, 90 lb down and 80 lb up at 26-11-4, 90 lb down and 80 lb up at 28-11-4, 90 lb down and 80 lb up at 30-11-4, and 90 lb down and 80 lb up at 32-11-4,land 63 lb down and 60 lb up at 33-4-0 on top chord, and 345 lb down and 64 lb up at 7-2-12, 90 lb down at 9-0-12, 90 lb down at 11-0-0, 90 lb down at 12-114, 458 lb down and 128 lb up at 14-114, 42 lb down and 64 lb up at 234-12, 42 lb down and 64 lb up at 24-11 4, 42 lb down and 64 lb up at 26-11-4, 42 lb down and 64 lb up at 28-11-4, 42 lb down and 64 lb up at 30-11-4, and 42 lb down and 64 lb up at 32-114,tand 138 lb down and 95 lb up at 33-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-7=-54, 7-1 054, 10-12=-54, 22-24=-20, 21-22=-20, 18-20=-20, 16-17=-20, 16-27=-20 Concentrated Loads (lb) Vert: 4=-176(B) 6=-128(B) 10=-6(B) 22=-345(B) 19=458(B)5=-108(B)13=-172(B)30=-108(B) 31=-108(B)32=-50(B)33=-50(B)34=-50(B) 35=-50(B)36=-50(B) 37=-50(B)38=-75(B) 39=-75(B) 40=-75(B) 41 =-34(B) 42=-34(B) 43=-34(B) 44=-34(B)45=-34(B) %!rder rlee:etitna7Mrreritatse'Ad IDLE 13:5if5{SELLEPi E<D;II?1EENS8(fR:9yIClS (pS7DMi tt1iTi2(rd6 s}YSMEAi htz Ytt drop imtmdm WmelDoes " her best Der a5-hjjirg{trd the leduy1.IM)9;1l.Id- gK1Al He. Meet ethnist deldir,fit More NlTeictrtemrp:e!es stdlhaselhrele TaDtaie rod. FseLns DHge hpae(1.l.Sp:ivnd 6raee!r;,!!ednnyTDD nprHMsnwn�:m:tdhe pdnond eg!ee!dtg rzgarcilifdp'e; t2e lH:pdne s!c din!slap>:tel!etlelUPwlr,e:Aeri?FI. Re dss!re ns!npmes,hrtz?wtinu!. s.ileeilMT Anthony.'Tombo IIl P.E. .d Heddialreseh•tn Fdtdmphth respwWae ON DameeRt Ownis etalaedepd erol 101ty otoper,a;a;e!Md dth lYfhi6: node flat km n1,1endRN.Thgrnrd dlle MD Do n!lidd VD, d6r Tro"IdtdDieG* } smage, inhOdita tedtrerq sWlsn2 ecf url:hd % «, 80083 ' Ihl tip0!s tsrcm:eRr..All .15s!oet.¢heTDD 19 use p odusled pil4nas.1%briper(Mpsia S61 Inmtlin'"U'.'..reNisled oy Tfl rid SHAve'dumelor peeeefpdne IN feier. e:!:pes;e::ties ec46e'�N@alntthsipe,lefsles is noolrmsgaade!'e!n,neu t@meinddndiyo{eddeged!penwrglyd[FM.H inc-!ed ,®.Allag ida4!!;msorenddaedi,lffl. 51 SC. Lucie Blvd. (opyrght02016A-IRoothusses-AnihanyT.Tombe111,P.E. Reproduction olfbisdocument, inamytorm,isprobibtledwithout the written permission homA-RoDITmssess-Anftrsyl.TnmboIII, P.Tfort. ,FL 34946 Job Truss Truss Type Qty Ply A0118062 WR.MSCM1516B2L B01 GE COMMON SUPPORTED GAB 1 1 k1 Job Reference (optional) -4-0 kcun. o.!<ua svuv §«�aa rsuu. ai. a<va�vvv �«.... �...�..�.. �.....,�...�. .�.... ...... ....y ._.. ...�....,.. �..... . ID:Id_OOXW 1Bi TXo1jwHH1,ZkhjH.TgzSSrQ3X91SU MLIG4ovlpdUz7gcGn} 12-4-0 i 13-8-0 , 4x4 = 5 3x4 = .. .- -- LOADING (PO) SPACING- 2-0-0 TCLL 20 0 Plate Grip DOL 1.25 TCDL 7 ',0 Lumber DOL 1.25 BCLL 0 0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 I LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recorhmends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS! All bearings 12-4-0. (lb) - Max Horz 2= -62(1-0 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8,13,14,11,10 Max Grav All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, orlconsultqualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss Gas been designed for 10,0 psf bottom chord live load nonconcurrentwith:any other live loads. 12-4-0 12-4-0 CSI. DEFL. in (loc) I/deft TC 0.18 Vert(LL) -0.01 9 n/r BC 0.07 Vert(CT) -0.01 9 n/r WB 0.05 Horz(CT) 0.00 8 n/a Matrix-S , 8) * This truss has been designed for a live load of - 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord, and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. LOAD CASE(S) Standard lq 0 L/d PLATES GRIP 90 MT20 244/190 80 n/a Weight: 56 lb FT = 10% �Rx9j•FKk ankY}i!(M:#Y $e�: � i@9rti@SSES r$il!sip.4Ri}t iEkMi C:CW@![.,4AS EflIrONj 6p!fi"jd<r€Oif1E0E�4T":§§m. TNU,c d;4!k,ApB£fit�§s Ckd ftktlNki ky M§Srrk52 @i2f?n (g3's�p0@IIl?r S:li'..!4 jI. E§Silo I1, r.E.1%Ntx§Seckl {klNt W.. �$en`t!26'bNyitk k"t9E t9 AkT@D.kel? NsTsYuwtcb?1Mes staN le redMret[: EakkefH Lskims ksm Ea?iseer(u $per aEa?!�?NS he sednRy E:9!tyksNes�v.tti>$4>�d"'F'crksrwo npa Ns�rks?xa: !Srics §d§sip kSrik sis9l§Tnss iq!dt/saHe?33 ed?, ks€x I141. 11e 1ss!;4esuz9' s.[:adar;ee::St¢s:±rkiJGry Anthony T. Tombo III, P.E. elf ae a': Ms in2s lkr ey8ki3:x?a;.ttn?taix etlet Caks,hPJ+§iei@§Sd vraSN$iBt;-?n;:,taCv±ta'ert!tke iiC,@k lrtr��Ea Ix211riilieresds a53it41.THo?rrekcl�Sri!3 eat �ftielittkhNk toss;Rt€ug'araflrs?,.sMryc.!ksm"t�r&ai S:RitS§117: Vse rep.xsiait'sc ,<•80083 de Dilfier &sniper mltndsavi..11ta§ins sA kaf h!1k 799 krA„zpmiks ecd e«a:`:cs a'±f» 4!imd talued SAa! MrtaRazjd3l]@+§?(skd i?':N ed $biA Rre'xexkl:`a Qrerd pateee. R4S d>?rnsleats7usniFi:x2 eA 7.1is d'.'xi:us @es!cv:,'o55 ttackgxet! ud"nss Maneledxn,�alss tpNseisc dkExedi?}[eehrtk ecd §.!_ R; Mies ii!eike ike irks @esi E 'szkris 43i ht lzil6 tk2f r.e =ckss S?stex Ex aatlk EaNAk dii ek iMiis:rfc;as xt t5de#aed is?ft?. 4451 St. For, Pierce,, FL FL 3494 34946 (apyrigfif�t0i6A-TRoatirosses�Ae<<ihnnyl.fom6a111,P.E. tepcadulionclifiisd,[umsnt:iaanyfasm�ispmdiEittdw;>ficu?lhemittenpesmissiacGemAlPoatikasses Antfianyi,Tam6nEiI,P.E. Job Truss Truss Type Qty Ply , A0118063 WRMSCM1516B2L B02 COMMON 3 1 Job Reference (optional) Kun: 6AZU S NOV lZ ZU11 mrn: ir.IZU S NOV IZ ZUI./ MI IeK Inousines, inc. vvect Aug Zu l l:Zo:Ue7 Zu1t$ ID:Id_OOXyyT61Bi_TXoljwHHzefvK-hjHzwTgzSSrQ3X91 SU_MLIGOBvyedT67gcGl ,1 . n ,o o n 4x4 = 3x4 = 1.5x4 11 3x4 = 6-2-0 6-2-0 12-4-0 6-2-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.05 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 48 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 532/0-7-10 (min. 0-1-8) 4 = 532/0-7-10 (min. 0-1-8) Max Horz 2 = -62(LC 10) Max Uplift 2 = -144(LC 12) 4 = -144(LC 13) Max Grav 2 = 532(LC 1) 4 = 532(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-632/426, 3-4=-632/420 BOT CHORD 2-6=-201 /508, 4-6=-201 /508 WEBS 3-6=-15/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=144, 4=144. LOAD CASE(S) Standard 61 6Erue9-flees! liwvvyMrrelitutk'd119Cf tr5S8YSit1EPS gEr9it(trNSBCigST.iligif(gS1tIMt 5@]'jMnGA.FA5YEXT'Ixc i!!ih dean ruvvtlen nil teM ones ettvsltess)escs grv+izglTfw vrd ltedAwrT. ica5agi,tLreldvaeSltel:eSen?. gdsssghr+ise sldN entlrl{D,smg NITet<evrrht i:v!es sBmnm nelhrftm l9gtave!ili{. ssaLns Dnlp Evprxuji.v, Seenvgr 6dcewptts uelnvvriUDeeprzsevls re c!spu;e vlfle palssslnclew!es:ritr rspnnllia(`ar ltre lnTm<dtle sivp073u espinsl eerieloe avlr, oader i.`Fl. tkss9p nnopitc.iv[ixpoedmns, ssttelifig Anthony T. Tombo llI, P.E. GE695t OI itil T;vsf'er Ovr pcii(Itg ltltlttspwf,t,Ie!1IillOvwl, ItP gYitff[A�IRfe F)till Ptlt{C1I(It4{tSIpS4',®1Yiithit AlliIK03IE:9dtle lw2{a(l�f6IF{tf rAL n![ry�.71i'dnll{gfI(e11 ntU 15li}(92 TRSf.fi�t6Gk'�.S!iTpP, 115M1I111191Fd{[I[23Stt!NA rtSp�iA'I1(1( - w.8O083 ' N.t{mlmggnigwvri RmSvav:. L:uzssetwl tt,IDDIxIkptmirnwdpi{4ussill{s{tilBeg(,atmOSvhglaroch.,Wptlistd4Trlaad Sluvrrel.—It!penalpduetltFluirts!ts,e4mii4I9tsta'�b'.i.ttbLnskeiptt.Ties BespEipu.ITmsk4o+",V.,t,ufss 4451 St. Lucie Blvd. s3ttriu(dittltyofe9rW epet3eNe iv vmiry trdl pert�s lacrel7Yeitess rms.mr>3inet is'ALt:x raiAa3@nlran nT nsSrs*.s ragh!era'wrt+illia3. Illcq io�s02rsas uemdeimti ialPll. Fort Pierce, FL 34946 Copyright D 2016 A-1 loaf pusses-AmbonyT. Tombo 111, P.I. 6epmduttion of This document, in any form, is probiWed without the written permission ham A-1 floof Trusses-AothonyT. Tombo 111, P.E. Job Truss Truss Type Qty PIY AO118O64 WRMSCM1516B2L B03GE GABLE 1 1 Job Reference o tional ID:ld_OOXyyT61 Bi_TXo 1jwHHzefvK-AvrM6prbClzHhhkEOCWbu WoAAIJGMrZGuGOK3hyjORE 1 4-0 6-4-1 11-11-14 1-4-0 6-4-1 5-7-13 1.5x4 II 4 3x4 = 1.5x4 11 6x6 = 6-4-1 11-11-14 6-4-1 5-7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-13 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-13 >999 240 BCLL 010 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 5 n/a n/a BCDL 1010 I Code FBC2017ITP12014 Matrix -MS Weight: 70 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 2) Truss designed for wind loads in the plane of the BOT CHORD 2x4 SP No.2 truss only. For studs exposed to wind (normal to the WEBS 2x4 SP No.3 face), see Standard Industry Gable End Details as OTHERS 2x4 SP No.3 applicable, or consult qualified building designer as BRACING- per ANSIITPI 1. TOPCHORD 3) Gable studs spaced at 2-0-0 oc. Structural wood sheathing directly applied or 6-0-0 oc 4) This truss has been designed for a 10.0 psf bottom purlins, except end verticals. chord live load nonconcurrent with any other live BOT CHORDI loads. Rigid ceiling directly applied or 8-2-7 oc bracing. 5)' This truss has been designed for a live load of MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a cross bracing be installed during truss erection, in rectangle 3-6-0 tall by 2-0-0 wide will fit between the accordancelwith Stabilizer Installation quide. bottom chord and any other members. 6) Provide mechanical connection (by others) of truss REACTIONS (lb/size) to bearing plate capable of withstanding 100 lb uplift at 5 = 434/0-3-8 (min. 0-1-8) joint(s) except at=lb) 5=191, 2=107. 2 = 518/0-7-10 (min. 0-1'-8) Max Horz 2 = 264(LC 12) LOAD CASE(S) Max Uplift Standard 5 =-191(LC 12) 2 =-107(LC 12) Max Grav 5 = 434(LC 1) 2 = 518(LC 1) FORCES. (IbI Max. Comp- /tI ax. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-599/184 BOT CHORD 2-6=-4701484, 5-6=-470/484 WEBS 3-6=0/274, 3-5=-551/535 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp�; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 fiE!dap r HStfAFf@OpHI re!Ie+1k �A p IN! I{!SSB {S1111n Milli TE{A758 ( F"dTl[rS lDS1DXj �re7;=(Il?fCT:V4iIdEMr lain. Tlrlfr ltdp@ p0andtr5 Sid IMl DaI?S Da14i1!G53 DPs 01 DfiY1191([4@'� tFJ I{t d@IT4i(T. Te5{a Dl, r.tlPlt2llE E{:47 h2:TF5£. DAIISS ifv�LY11e S1Atl I[}{tTDD, S'p p1d'.". ,Fir.-Uite a5tdlerb15Dfa4etalid. Asa Trni Desipftoue(I.e,Spmtt6p,t;,'p?Lot t@0Is, prd?Ssind e1.4"gnspnslidelybt& das:p!sIN szaeTnis lepin!d ae fie)Wad(, ralerl.6l.Tt, les7ans'.plies. Wap<ndfeu.s@ildUy Anthony T. Tornbo III, P.E. ph"di6is «80083 Its raanr Dn^a'vx oa:nCal.Al:u'n St1 w;@thTPD cad lSe pi�iaeplp iqe sdtl. rnlligran}�En Sdtry laanaAe,Kf(!@NiEleDty lPl aadSlfA@!?;d E9_natdi pt@erdr.lmt TPFIktir,>fnreipnti 4;14et5W'?fd@ET!/fSDtii}RH,1�S55 JP3.!l3laEer�drr:e5 xaada?'E!e!,�lti5 4451 St. Lucie Blvd. 4 ' Etevise ldiesElpeieafrN@7reEl eietunTiliq{p dppm:Es 6asiaei lSeTreS>.e,-m,a;ueertS MCi �:x{a,Aar Ces,paer,trTnss SpA?aE+le?erdmy 9@il5?p. ulna.=daeA4ins nemddaedinlPil' Fort Pierce, FL 34946 • (epiTipS102D16A-ltoefTeusses-dnfhanyT.Torok III, P.E. Peprnduaiunoflhisdummenl,inany form,isprohibited without the written parmissicnfrom A-IRaetTrasses-AelhoayT.TomtoIII, P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L B04 MONOPITCH 2 1 ` A0118065 Job Reference o tional Kure: 6. ILU s Nov -tz 20i r Print: 8.i20 s Nov i2 2ul 1 MI Fek Industries, Inc. Wed Aug 29 111:26:09 2018 Page 1 ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-AvrM8prbClzHhhkEOCWbu WoAAIJGMrPGuGOK3hyjORi 14-0, 6-4-1 11-11-14 1-4-0 6-4-1 5-7-13 1.5x4 II 4 3x4 = 1.5x4 11 4x4 = 6-4-1 11-11-14 6 4 1 5-7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 62 Ib FT, = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 518/0-7-10 (min.0-1-8) 5 = 434/0-3-8 (min.0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -107(LC 12) 5 = -191(LC 12) Max Grav 2 = 518(LC 1) 5 = 434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-599/184 BOT CHORD 2-6=-470/484, 5-6=-470/484 WEBS 3-6=0/274, 3-5=-551/535 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=107, 5=191. LOAD CASE(S) Standard rtedry•rletseStnyHrmisrt3e'Ad IDGf ItDS�rSPSEttfl'ysEratt 1EW58CGM' IIGlSf8fIG1A{ElR9 jAtirgd EDGNENi'6!g. iadp kdSt ratadtrs of gelLdes LLiSisLa!s Des':g:8!r+iegjirf td lE?Adhurl rw:ND':,r.Ltduta,gut kh.w—, thinsttlenist si autieTD .1 M1Ttintrsmrrxxssailit?LsedUrtlxiDDiaftediLAstirnsDesrytGttrxtt(I.e,Stt:ldgEtdete;5eudnmyTD11.1—et—repggdMetrd!sslwNersseYitgreynAtitnra:f➢eIn'ga<da?t'trelnesC!r;!.4esIke lDDall..WON. i&en!prxsempitaledmgutdnxeteattilar Anthony T.TontlloIII, P.E. Gd YstdlT!riiiSS'tGJ EeiI1041f Ik RSiNdtillhdHe Ovtle,lhO%2elf Clt3'IZt1 FR]t ti tit l4!IIIF GtlItf!!,p1diNMddl#I/S3u.9dMlIleJ ld�d'tt/FIS.dKI.iilt'D�?eiErdltt IDD G3Ite!Add eStdhe l'eSS.i;hiiefr:Cf,f3'et!, IedellflliMWOE111!Sdi!'?12 R'j:aLt'ihd z80083 ' IhsEtil3p0es a'Ld4aMGs!.AlldsAlm! Me7GDtellnpmaudel;!�.Iuus,11h 1.1U.pedsdetpEromdiultCNrtNn&d4PIASNAmaedes�est,pst.fivI;te_IP�ta;nste:ts�.e:ntsoodMeseoalussotelp.'Tessa"eta;wotrrressr�arte!:t!,!t!ts: 4451St.0083 Lucie Blvd. sft!fise ddittlkid Ldlm tpedotttharalry lydl pro cinched. heiress Cts:pEryiven is 7G1@s raSlDg Dtsr}aer, nT'rsiSrs'!m Eatn!erd®r ptD9al. Allgp Laetterastrergddeelielf". Fort Pierce, FL 34946 • Copyright 02R16A-Iioathusses- Anthony LTomhoIII, P.I.Repsdeeafion of this doummenf, in any form, is probilthed wilheuttht written permission from A-] RaniTrasses -AmthonyL Tomb Ifl, P.L Job Truss Truss Type Qly PIY A0118066 WRMSCM1516B2L C01G GABLE 1 1 4Job Reference (optional) Run: 8.120 s Nov 12 2017 NMI: 8.120 s Nov -12 2017 MI s eK industries, Inc. vveu Hug Zu , ,.au. w c , o rays ID:ld_OOXyyT61Bi TXo1jwHHzefvK-e5PkL9rDz368lrJQavlgQjLL2ib95LrP7wltb7yj01 19-4-0 , 20-M , 4x4 = 10 5x6 = 2.0-14 1-5-14 1 5 9-8.0 17-3-2 19-4-0 1-5-14 0- 7 7-7-2 7-7-2 fET"M— LOADING (pit) SPACING- 2-0-0 TCLL 20 �0 Plate Grip DOL 1.25 TCDL 7 O Lumber DOL 1.25 BCLL 0j0 Rep Stress Incr NO BCDL 10A Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc pudins. BOT CHORDI Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 11, 9, 7, 13, 15 MiTek recoiilmends that Stabilizers and required cross bracing be installed during truss erection, in accordanceiwith Stabilizer Installation ouide. 2 = 19 = Max Horz 2 = Max Uplift 2 = 19 = Max Grav 2 = 19 = FORCES. Max. Corr when shot TOP CHC 2-3=-134( 8-10=-898/4 12-14=-9051 16-18=-9551 3-5=-348/19 7-9=-350/19 11-13=-350) 15-17=-3501 BOT CHOR 2-22=-459/1 (lb/size) 892/0-8-0 (min.0-1-8) 892/0-8-0 (min.0-1-8) 90(LC 33) -341(LC 8) -341(LC 9) 892(LC 1) 892(LC 1) Ten. - All forces 250 (lb) or less except , 3-4=-955/372, 6-8=-905/401, , 10-12=-898/428, 2, 14-16=-928/383, 3, 18-19=-1340/531, 5-7=-350/199, 9-11=-350/199, 9, 13-15=-350/199, 9. 17-18=-348/196 6, 22-23=-459/1156, 56, 24-25=-459/1156, 56,21-26=-459/1156, CSI. DEFL. in (loc) I/deft L/d TC 0.45 Vert(LL) 0.1819-21 >999 360 BC 0.59 Vert(CT) -0.2919-21 >780 240 WB 0.22 Horz(CT) 0.03 19 n/a n/a Matrix-S BOT CHORD 2-22=-459/1156, 22-23=-459/1156, 23-24=-459/1156,24-25=-459/1156, 21-25=-459/1156, 21-26=-459/1156, 26-27=-459/1156, 27-28=-459/1156, 28-29=-459/1156, 19-29=-459/1156 - WEBS 10-11=-264/578, 11-21=-122/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=341, 19=341. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Dead Load Defl. = 118 in PLATES GRIP MT20 244/190 Weight: 108 Ib FT = 10% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)103 lb down and 73 lb up at 2-1-14, and 103 lb down and 73 lb up at 17-2-3 on top chord, and 91 lb down and 44 lb up at 2-0-0, 31 lb down and 44 lb up at 4-0-12, 31 lb down and 44 lb up at 6-0-12, 31 lb down and 44 lb up at 8-0-12, 31 lb down and 44 lb up at 9-8-0, 31 lb down and 44 lb up at 11-3-4, 31 lb down and 44 lb up at 13-3-4, and 31 lb down and 44 lb up at 15-3-4, and 91 lb down and 44 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-10=-54, 10-18=-54, 18-20=-54, 2-19=-20 Concentrated Loads (lb) Vert: 21=-24(B) 22=-22(B) 23=-24(B)24=-24(B) 25=-24(B)26=-24(6)27=-24(B) 28=-24(B) 29=-22(B) wE'eilg PL•slNulyNJl:•itaIw'Att7D'-ltii��(Y{6{('�6{DEte{6{titi8(i�Ei1T E%CJSTuk("eVil';d(CM[nsD 14EXi'Ixs Ee:APlrsip talnelrn rArcderl?sallisiees: Desciravi iEPi;liiel AINuJT.itabs C',t.E EdxenlS!?stnS!!lss. Udessctlenisr stefei es BeTDD,sa:'P bAk"MI., jrts shdb-'db,tta TUD I,h1!L Aselrns Desi6l hpalrj,.e,S6ePdq Epee?t,sS?wile nrTDO apeseds tl artpm:e Nste paLssind eq:celrlrPrzgmtlilatm ltll?ssav'INf:Ef:eTflfLJ[I?I¢e11rTDD MI(.NtfTY�I. TLt F?S'�,PA 3S3tll{(IIC.I![i�Qrteltln!!!. sln1IIIIT Anthony T. Tombo III, P.E. V•fasedrsisr:rss`!recjld!dirs isite res6nsitilA.dCeOn?r.lFti).arise;!:anrtt e¢at es ne tdline 0lsgrar,�;a,nhtldtae 6A(,�?it: cel6e bid t;<{;e3ndtralrRl. legpd dike T0DW.,t&W IFs Ldlb Des ru fc?rins:. AI!u'es sfla!!stt2lDD exAI'X r�!cessas -INa srftL•hUli! Cre a idaatlin;6(!f eN!ste3 1?I a?l Stu trinW xe7tlr eeu! due TMh ras'l:re res'ti�;nes Edifa"?s t'leT:ass D<;i x,l!lss Jes: s rermJ lelss Naa+lt^!:lr,niss 8Luc 3 9q' 1 3e ! it �7 P S9 3e Ui' F 1' �`� • 4451 St. Lucie Blvd. Ete!rise lrfirr4tpoClatral opeFl aJrnrxrmar lr dlpusls im:;sei ikeT¢ss Cr,i {y,neer!s fCi.x BaAngGr;tsa, rrinss Sp:?a ape?e, r:'mr S>uL�g. AD,mtdr?dle.©: rtecs lNadielPf 1. Fort Pierce, FL 34946 kCpyrighi 020I6A-1k(A russes-Anthony1.Tombo116P.T. ReproduaionoNhisdocument, innoylorm,ispohihiiedwithout the arivenpermission hem URmsMusses-dnthonyl.TnmboIII, P.E. SCM1516B2L ICO2 (COMMON 12 1 I A01180671 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 111 6:11 2018 Page 1 ID:ld_OOXyyT61 Bi_TXo 1jwHHzefvK-6ly6ZVsrkNE?w?uc7dY3zxuXy6tEgnDZMaVR7ZyjORI 1 4-0 5-2-9 9-8-0 14-1-7 19-4-0 20 8 0 1 4 0 5-2-9 4 5 7 4-5 7 5-2-9 1- O 4x4 = ! Delad Load Defl. =1/8 in 4 4x4 = 5x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL- in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 8-14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.30 8-14 >782 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 1 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 791/0-7-10 (min. 0-1-8) 6 = 791/0-7-10 (min. 0-1-8) Max Horz 2 = -90(LC 10) Max Uplift 2 =-205(LC 12) 6 =-205(LC 13) Max Grav 2 = 791(LC 1) 6 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1182/782,3-4=-897/583, 4-5=-897/583, 5-6=-1182l782 BOT CHORD 2-8=-555/1035, 6-8=-566/1035 WEBS 4-8=-275/557, 5-8=-342/383, 3-8=-342/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=205, 6=205. LOAD CASE(S) Standard } I� 0 PLATES GRIP J MT20 2441190 Weight: 87 lb FT = 10% wc�tr�newmma!lt.r=eitw>�•darocrn:�fl{sr¢rr•IDrDietrtrusadnhxnfesenTamt�ra•;x+sD�:[�,utrerfmz rcApdrsigsruonderseadseNeslxsaefis7trssDncsha+ia;Iirtluat&ItlYus7.isniai.r.LMeiereSltstS¢a!ene.DdessdFeni«slvlNtoMeTDD,ca'y dDTekcaestnri'eYs shdi:as;edMlp l)D«heediL As oTrns Devge Gginutl.e,S«htiF/ hp?e,le wale. !TDB «presemsncT«Ts« d Me prslesslonI q!e«tirg«s!psilliryS!tSe 1n;PSulles�s�!ei«ss datmtege TDD al!, MUMlEe d:sigan,mpun:IrN:tlus5n«s,srncsur! � Anthony T. Tombo III, P.E. ¢.d 9etdbla 7«f54!av!rnliieP is lAe«sta:iHNhdteeDnselle Dwuistdae!issltyxm ar lke tdlliec Oni3nr,ad5eseanudfalK,Ss!A: ad Beletd ka:dsPn/eatirtxl. lle gTmdd Oe IDDad-al Deli netthe Tnss. adsEipla+d 6st.sR[ers, bshlleAa aad Mtbgslile:a ee re!tcas ed.1.1 <-80083 ' I�k4k8�Dnir"-ttd G.MtC9!. Ali Ws"Wil th IDD eA InluWas.1 pkhesdth eslliet(oelaen Wet!M-A SHAe:rde!:aedrn PtaWpillme, 7tlelellns Devgsetitos Aevp Elf—d r«r. 9-11"W:t;u1tss dM.l.0.d lye Glad oiled qa nwdhq IT ell turns Whet ThTnn DomralcaT Is NOT Vit Mai CHIAtr, «7aes slue. Eq.., d®r eidAaa Alltq �dN4;ns nen ddad IaTPi I. Fort Pierce, FL 4451 St. Lucie Blvd. ' Blvd. (ophight (L 2016 A -I Roof Tsosses-AntbonyL Tombo III, P.E. P.epro34946 dDdion of this document, in onyfamr, is prohibited without the wrilfee permission from A -I Roolhusses- AnthonyT. Tombo 111, P.E. Job Truss Truss Type Qty Ply A0118068 WRMSCM1516B2L CO3 COMMON 1 1 A Job Reference (optional) Mull. O.Ieub IVOv ,e-, "a". cr.,e. .,vvv ,c cv,• ,v,,,cn ,,,uuuu,u.a, .,.u. ...... ,...y �.. ...�..... �.. ... . ID:ld_OOXyyT61Bi TXoljwHHzefvK-6ly6ZVsrkNE?w?uc7dY3zxuW16uhgnOZMaVR7 9-8-n 14-1-7 18-11-14 I 4x4 = 4 4x4 = 5x8 = 4x4 = Dead Load Defl. = 3/16 irr Io 9-8-0 18-11-14 9-8-0 9-3-14 Plate Offsets l(X Y)— [7.0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20 ,0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 7-13 >999 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.82 Vert(CT) -0.30 7-13 >749 240 BCLL 0110 Rep Stress Incr YES WB 0.20 Horz(CT) 0.03 6 n/a n/a BCDL 1010 I Code FBC2017/TP12014 Matrix -MS o Weight: 84 lb FT = 10 /o LUMBER - TOP CHORD 2x4 SP No.2 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) BOT CHORD 2x4 SP No.2 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; WEBS 2x4 SP No.3 Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) BRACING- and C-C Exterior(2) zone; cantilever left and right TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber purlins. DOL=1.60 plate grip DOL=1.60 BOT CHORD 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling irectly applied or 7-5-8 oc bracing. chord live load nonconcurrent with any other live MiTek recom mends that Stabilizers and required loads. cross bracing be installed during truss erection, in 4)' This truss has been designed for a live load of accordance With Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS. (Ib/size) bottom chord and any other members. 6 = 700/0-3-8 (min. 0-1-8) 5) Provide mechanical connection (by others) of truss 2 = 781/0-7-10 (min. 0-1-8) to bearing plate capable of withstanding 100 lb uplift at Max Horz joint(s) except (jt=lb) 6=165, 2=204. 2 = 99(LC 12) Max Uplift 6 = -165(LC 13) LOAD CASE(S) 2 = -204(LC 12) Standard Max Grav 6 = 700(LC 1) 2 = 781(LC 1) FORCES. (Ib Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1157/777, 3-4=-872/578, 4-5=-868/5761 5-6=-1140/763 BOT CHORDI 2-7=-612/1013, 6-7=-592/975 WEBS 4-7=-268/5301 5-7=-307/362, NOTES- 1) Unbalanced roof live loads have been considered for this design. Grdsp PleeuncnrlMp re!iee lk'A-I IOGE nOSiES�ii(IEI;G<AE121a SdKG!.Gi110i1(DAONS DL>PB ji;CXOti:'vShcFlt' Ill. 1015edp pmmden nad 2!9,d>.sae l5islmss Dr. Dla,riapEtfv',ed ns AdluapT. iesieD Il.Idaexe A:si4sxesaa. Ddessdlvsue dd4 Atie TDD,a7 111ekus,emlpldes;ldf5e,sednr I,RDIs ie,did. Assirns Desilv[,pttx{i.e,Sse;irNr Gtlwu„3e sell el llpRD stp—lne4Q.r-',.l:e[E ne plB�iSIBRI If�iH�'IeGfeSp1141iIlil(S'ne �E5�e4i ness�eTnss@yineAmne mo aeq; vxrrT�-T;k Aary: nse�ptur:, lcu�ep<nemee;, s.nenlry Anthony T. Tombo 111, P.E. lit �ese dns Tims'eeat kildila is use respnsitAlipol,brut, It, O-es"twurs!'PA erlke Will? .12War llVa itt,"W:; at tit but bliijah at MI. tleepp�,`ldlkLDDW.kV,W.i,rine Less.id �xl..l:kl.mr"a,i,snlldieeud Enc�,,siil!ief+.sFav3d.hd t80083 nel:fea DesV!.1crs40.;. All acts sdad!a NTDD$It lie FWIles®9 psddbesdnek[AllKwpaal Sdetp Ksmdinillor, p,ll'stdl?M pd AKA 1wil seAder jawlp nm 4451 St. Lucie Blvd. ' e�Ra.iseldi,rklpousf;adopeelegevievrfiaplpd[pm�esicscselraepress0es!EayeenislGlEaA�7Ge,:}ier,rtTnsSis'cafe;ievrd®yard,S.Alisq:>vu>g!er�:ueu0efae11a1PE I. Fort Pierce, FL 34946 • Sop?Tig51CU4016A-IfeoELusses-AlddunpT.TotnhaIII, P.LReproduction of this document, in assyform, is probiblied without the written peronission from A-1 RoDiTiusses - AnlbDnyT. Tombo Ell, P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L C04GE GABLE 1 1 A0118069 Job Reference (optional) rvvv r< <v e r rnnc o. rzu s Ivov iz zui / mi I eK Inaustnes, Inc. wed Aug 29 11:26:12 2019 Page 1 I D: I d_O O XyyT61 B i_TXo 1 j w H H z e f v K-a U W U m rtT V g M sY8To h K31 V 8 Qf R W D S Z 9 E i a E E_gOyj 0 Rf 14 5-2-10 12-9 7 19-M 25-8-0 2 11-8 4 - 5 2-16 7�-14 6-2-9 6 8 0 -8 6.00[12 5x6 = 6 7 3x4 � 3x4 = 3x6 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 133: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 11-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except 0t=length) 2=0-7-10, 12=0-2-12. (Ib) - Max Horz 2= 322(LG 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-166(LC 12), 12=-390(LC 12), 9=-149(LC 8), 10=-280(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=739(LC 1), 12=750(LC 19), 9=258(LC 24), 10=688(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1106/610, 3-4=-768/331, 4-5=-600/346, 5-6=-88/321, 7-8=-144/293 BOT CHORD 2-14=-860/977, 11-12=-613/428, 6-11=-462/397 WEBS 3-14=-430/525, 5-14=0/382, 11-14=-509/580, 5-11=-716/622, 8-11=-291/367 3x8 = 194-0 9-8-3 18-9-12 18- 1 2 25-11-8 9.8-3 9-1-9 0- - 6-7-8 CSI. DEFL. in (loc) I/defl L/d TC 0.58 Vert(LL) 0.08 9-10 >940 360 BC 0.85 Vert(CT) -0.3312-14 >691 240 WB 0.55 Horz(CT) 0.02 12 n/a n/a Matrix -MS NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s)12. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 2, 390 lb uplift at joint 12, 149 lb uplift at joint 9 and 280 lb uplift at joint 10. LOAD CASE(S) Standard Dead Load Deft. =1/8 in PLATES GRIP MT20 244/190 Weight: 188 Ib FT = 10% wadiF nertnmrFElrrtvreNe•AalocinGsssrslanle[t;tt[t[tttsa[aE: lcn[tsToatasna';a[uca'.asn[erWin. rtt hop retndtntAa.M.9naNsItusar!s,artYlttlU;eMnNamaeri.ta:Earf,t.I.td.iine%4!t4rmk.Mi!sdst!.i:e0et1ttneTok-! diTtkntee!nrFires lahi,did.A![Tf1!SG!!II4II�IIS[!Il.Is �IKldh NmNY„n:L•d to W(TDa!etreIMStG pOxPl;wine ltd:!SigdtAlFe11@fe!rBtSililih(':N nt d[S�¢Adnt!'PETfe!!d!IldaecnttocxtlT,aMaT?I-l. ik lx>pemmkitp, nrltpotdinw!. srildll Anthony T. Tombo .�80083 II? P.E. t1Ms . eled ni Txin, Wifiq is lke respo Nnh ON13—' e9-ise*9'{Iedipn orb, rdl6rtDLSlgx?,m tuaded TIN K,ihlW-1nt Wd k'.10gg W, sMI. Tito t-1 E101100 mdntfldd ese dnt TRss,A-,AWf4 aaryz isdtlldm xdtw,;A hri=mpti:!.10 ' ' ne W1,1Ors :P!0Itaw. AN esas sd rot. b IDD.4Inplasal phimsiftse killle1I.Fraed sdef hnrmen(KSPJOSE04M.JSICA nt:d—d1a P-1FA.mTil at9etine:tiFFlbn:Sinesfidbt�J doe TRss DBslltm,,m Derts r9�i8tt C9t IRIS Mnadt!R!lr,. tE:tsS rttniu ddit!2 E1o[uealtTrerd cFttuwmiq lTdl Fan[sitte6ed. Heiress Grr^.n l�narls 7Gl"„eta9sl Ge:iliw,rtl us sps2a iaynterdceF 9atlffia9. Allr•�i�,7kx,Rs ernas deNaedmnFl. 4451 St. Lucie Blvd. CoPpighl FJ 201 d A -I kodbusses-AmbonyT.Wba III, P.E. Beprodudian of this dmument, in onylorm, is prohihBed without the wrinen permission from A-1 AaofTrrnses-AalhonyLTomb III, P.I. Fort Plerte, FL 34946 Job Truss Truss Type Qty Ply A0118070 WRMSCM1516B2L C05 ROOF SPECIAL 1 1 6 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:12 2018 Page 1 ID:ld OOXyyT61Bi TXo1jwHHzefvK-aUWUmrtTVgMsY8TohK31V8QgvWDDZ2miaEE_gOyjORf 1-3 5-7-12 12-10-3 19110 25-11-8 1�- 5-7-12 7-2-7 6-1-13 6-11-8 6.00 12 5x6 = 5 6 hit 5x8 = 2x4 11 4x4 = 194-0 10-0-0 i 18-9-12 18-11,2 25-11-8 10-0-0 8-312 0- 6-7-8 LOADING (psf) TCLL 2010 TCDL 7 BCLL 00 BCDL 1010 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.55 BC 0.87 WB 0.96 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) 0.09 8-9 >909 360 Vert(CT) -0.35 12-15 >653 240 Horz(CT) 0.01 11 n/a n/a LUMBER - TOP CHORD, 2x4 SP No.2 *Except* 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BOT CHORD 2x4 SP No.2 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; B3: 2x4 SP No.3 Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) WEBS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right BRACING- exposed ; end vertical left exposed; porch right TOP CHORD, Structural wood sheathing directly applied or 5-3-0 oc exposed;C-C for members and forces & MWFRS for purlins, except end verticals. reactions shown; Lumber DOL=1.60 plate grip BOT CHORD, DOL=1.60 3) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 6-0-0 oc bracing. chord live load nonconcurrent with any other live MiTek recorrlmends that Stabilizers and required loads. cross bracing be installed during truss erection, in 4) * This truss has been designed for a live load of accordance lwith Stabilizer Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the REACTIONS, All bearings 0-3-8 except at=length) bottom chord and any other members. 2=0-7-10, 11 0-2-12. 5) Provide mechanical connection (by others) of truss (lb) - Max Horz 2= 322(LC 12) to bearing plate at joint(s) 11. 6) Provide mechanical connection (by others) of truss Max Uplift to bearing plate capable of withstanding 168 lb uplift at All uplift 100 lb or less at joint(s) joint 2, 354 lb uplift at joint 11, 139 lb uplift at joint 8 except 2-168(LC 12), 11=-354(LC 12), and 296 lb uplift at joint 9. 8=-139(LC 8), 9=-296(LC 9) I Max Grav All reactions 250 lb or less at joint(s) LOAD CASE(S) 8 except 2=728(LC 1), 11=675(LC 19), Standard 9=726(1-0 3) FORCES. (Ibil Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-1043/580, 3-4=-715/342, 4-5=-62/303, 5-6=-174/388, 6-7=-236/347, 7-8=-255/337 BOT CHORD1 2-12=-822/914, 10-11=-602/390, 5-10=-560/457, 9-10=-360/355 WEBS 3-12=-419/505, 4-12=0/368, 10-12=-496/540, 4-10=-703/612, NOTES- 1) Unbalanced roof live loads have been considered for this design. Dead Load Defl. = 3116 in PLATES GRIP MT20 2441190 Weight: 152 lb FT = 10% �icdy tieesttlueyHrr?!ier tke%4 i9Uf fNLniB;3Ett8j 6ENY;E lEf}758CU!(NRCNS (Uf7UNj NLRB S N6SE@uNENr Ins.TeX(dtslp poentltn a?I«Med?s se lds less Uriga 7ra+viyll[s",ers ne ddio-e7T. ic�4a irE.lderext tlefi±sareesa. Udess dhni:e ndelrt lit IDU,W1 U3TFka,",p:e'.es s4tMasedter lEe iUU to 4e edit.As,Inf Unye Eegrz[!fs?,ipe:idip&uuar;.a?s:dnnrTUD sepreseds re u¢p,3s;edsle pralnveed ex1mrlteryns1lndt'a;tl'1.:pd1?,VpThssdy!14tctk,TUUaly.Dah1•-T.ds tes pa nsmWias, b[szpnteanxs, sMelitry Anthony T. Tomba III, P.E. eSt dtlii lTlf 4r tettdll tl if tlt llgelnHlltrdt"s O59n. NP O*'asif F{"3 Z?IF)P]I6'telldld114Oe51![1P,9Cd WHeld VC."ndF M. lle l{FIiE'LI I9C IDP pad EB!Alld Sedi. 119Sf,li.IefICiDSd:G",j.f!E!6SF, IeShIIdHO aIO MI[�f4dS4?r'9'e�l ns5:'.ard t 80083 it, 1"Ofs35esp~a!e (smAem%INW,,s,tea: elkelUD ndl4ep�as�dprid?Eaesrftle lettiy(cepaed Sdery tazrnme?{B(;f pHisldl: TB and SE(A m?:alv re,5r 3eem!aaas TP�I de5nsHe:tynf4?nes ced�!i>sdt!?7!essUevpn,7:ss 3es gnia3i�eneed T¢ss Kaode: e�es,a'xst 4451 St. Lucie Blvd. ' d'kMteddindIT, (e:d,deptal p.i, ffigl1opw.wine:sel h0r.liop p is NOT Gx(nAa35esipnw'.rTms5(smblimend®TleilLag. A'O4!d11AsrnsI'm IF. a0TPt1. Fort Pierce, FL 34946 6yrightCQ2016A-Itaofimsses-Anihanyl.TomhoIII, P.E. Reproduction of this document, inaflyhrm,isProhibited withcutthe wriven permission from A-1Roof fusses-AnthonyLTomb 111,P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L CA Corner Jack 10 1 A0118071 Job Reference (optional) .o,,. o. ,cu a Ivuv rc zu I r rune a. izu s Nov iz zui t Mi I eK Industnes, Inc. Wed Aug 29 11:26:13 20y3 Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-2g4szBu5G_Uj912?F1 aX2MzxSwlUlkOspu_YCSyjORe I -1-4-0 0-11-11 1-4-0 0-11-11 0 0 0 ,n 0 Plate Offsets (X,Y)— j2:0-4-4,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP; TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 10o/a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -3/Mechanical 2 = 166/0-7-10 (min. 0-1-8) 4 = -16/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -3(LC 1) 2 = -70(LC 12) 4 = -16(LC 1) Max Grav -3 = 12(LC 8) 2 = 166(LC 1) 4 = 20(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 70 lb uplift at joint 2 and 16 lb uplift at joint 4. LOAD CASE(S) Standard ZtG',!dry Iletse6utgNrtt!It+Iw'A11DCFil0is8 i'iEUEt'T�WFU(iflNs8[OA:40U6S (110M{s-shT�'J I(rU07i�3SNEXi lore Yvily ers it Ae6asT. Lx1a0l,t.Liderea,S!'41Ss?e!eess. Udessdlenise udd,r AtUD,%)i klTtitr,unrt lxkss491:e nedferBxTDDnSe'dil. sesirm Desile leptee{I.e,SFerIdIF Fnleex;,ti: sed eeery711D!etfKMfR[1QjnAtdl'tp,inel,ed,M'"rnere,/e,elilleF iet 6, dngaflws&pETrnS d,F;:td ec6eTDD ae7, wdttii4l.Ttees FEnnmpi,e,ledhgteefin.'s'ndllry Anthony T."Tombo III, P.E. eat tst'Ift In O, artedldi,l is III r"F"uWq.INow'tlt 0-isa,wizaeiedm lie Mimi Dnige, of m@ddtw IK'69 T(aid, btdlehgtdt.1MI. 'Ike typit'd Ike MD.4kfild eye fit inss.W'd.argsh!e(t,i"Itdi. udl180083 IR,W:liD Dngm ed CssNM!. sl!rskndtdirillaesime Fntins®!d'Mipfrywilllicl(trtF:asnideryhitodia{tI',gF,lOsh35p Rl ad l6FAmrlagt-9f!VtrmstomdrieTOFILtt!>r,spt^sre ttlnm9dsD:sdintrs, osnFtg,7!ess De:,n rapxeresa rnsF�auttm:e!,aless 4451 St. Lucie Blvd. eAtMulfiedlya{ed!N,ged eq,e it MfylF dl Fertin in¢ird. llelnss(rst2a F�imrts d0i�iu�sUriE;�:ir,nTnss Syre�n EyieeerfaF h'UL:g. ill rq�ad'etos enmddmdraTFFI. (opyrighi ID 2016 A-1 koolhusses -Aulhonyl. Tombo 111, F.I. litprodudirm of ibis document, in any fork is prohibited without tht Written Fermission from A-1 Roof Trusses -Anthony T. Tombo III, KI. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0118072 WRMSCM1516B2L CJ3 Corner Jack 2 1 .+� Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MITek Industries, Inc. Wed Aug 29 11:26:1a 2018 Page i ID:Id_0OXyyT61Bi TXoljwHHzefvK-2g4szBu5G_Uj912?F1aX2MzxSwkplkOspu YCSyjORe -1-4-0 2-11-11 1 1-4-0 2-11-11 0 2x4 = 2-11-11 2-11-11 LOADING(psf) ' SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20j0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7j0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 010 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1010 Code FBC2017/rP12014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 43 lb uplift at BRACING- joint 3 and 61 lb uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. I LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek record mends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS! (lb/size) 3 = 60/Mechanical 2 = 201/0-7-10 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -61(LC 12) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (lb,) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.1 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mp ; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-d for members and forces & MWFRS for reactions shoi n; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 10 tall by 2-0-0 wide will fit between the bottom chord land any other members. 4) Refer to girders) for truss to truss. connections. W'wder � flere BarrlsHrrs!h+tfe'AI HDC(IIinS2i ifltF1'1 �F;rAC BINS A (DF"!A71D!iS CDf1DMj itil j A:XgCi!oMElf; fx¢. ie:Apd:u;v r[Itadrrs and rea9 att±s Galas i!cv 3esa! Jrraiy IlC4; Iri the ArtYurl. i[xDa G!, r.F, rrluzse Sk�l lean ne. Deless ttYhnise skid IntlelDD,wli id1T±'stnocfiri'Yes sSillt+rdllrltx P/Dsale rdid. AseTrnS DesyvE[grx[r(f.e,f±e:ldl(Ntlu±(;,17±5!d eevlrIDO!epesevls vs u¢eclth pd:sslnd exre[±�Ilg resynslllln(.`e:tlti[s!�[,(t154yPrr1:5E±p;nd latleTMl selp, nderliFl.7G±E±5iy,s,sluFi±es.lert[uanns,sm±lilry Anthony T. Tombo III, P.E. 'r-A uedtlbL ss4r Gel Fdldilgislh lespws2ilmde D.s±r,tkeDruis e~:it[Evwall!tEe leildil¢Dnilee!,mi"B niteddlS±IM,s±:'svlifele[at�'ti3nfe¢sttll. ile gpmddl's IDDad nr field laedtllinss.udetia e�Cmy sh!ge. ilml(efin ead Harr; sSdil±C:±rnrecb!trd r80083 ' tierer Dtfgald Gs:vCal.AI'. s4s tta+e;IhiDDld lu p�iasmdq-Itln sdtAs 8lilagrartax±n Svlet(taammn;t(fOpalDsteEep 171 Gad Sr[Aare;rhr xeah!reve!vl a;su[. Irrl feras'ierespvatil�:Dies[s9it':i'se!'kl!ess D±slpa!r,i:[s: Jes¢, upa±rerml less Naav(t±T!eyafss f4[Mse lditd Sya{ashe0 aped apvla v:lihorlydlpm:[s lxd±el lheT[e!s ue a.ajivevr is rCT laRsr Driraer,wirlss SpS±a!iaar l±erdaar a:ilhap. AD sq id ±dk:os lreaderadlarPl1. 4451 St.Pierce, , FL 3494 � Fort Pierce, FL 34946 tepyrighl02016A-1b0Lusses-Anthonyl.lomhaIII, P.l. teprodudionofthisdomment,innnyfotm,isptohihdedwithoutthe writtenpermissionhamA-1flaofTrusses-AnthonyLTomb III, P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L CJ3AT Corner Jack 1 1 A0118073 Job Reference (optional) 3x4 = Run: 8A20 s Nov 1z zui t vnni: U.1zU s Nov 12 201 / MITek Industries, Inc. Wed Aug 29 11:26:14 20n Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-WseFBXvj 1 IcanSdBol5mbZW4vJ3Q1 BG?2Yj5kuyj0Rd 2-7-3 2-11-11 2-7-3 0� 8 2-7-3 2-7-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.04 5 >991 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.08 5 >459 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 116/0-7-10 (min.0-1-8) 3 = 66/Mechanical 4 = 60/Mechanical Max Horz 1 = 59(LC 12) Max Uplift 1 = -13(LC 12) 3 = -29(LC 12) 4 = -10(LC 12) Max Grav 1 = 116(LC 1) 3 = 66(LC 1) 4 = 66(LC 3) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed 'for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 29 lb uplift at joint 3 and 10 lb uplift at joint 4. LOAD CASE(S) Standard Swdq-xe&uf!<nepll+re!!nrEre•llIDOE IiDiSeS('iEIEEI'16EA9lCTElNSdC4A*iCIGASC7SiDN{'rt�•;z:reea�UsNEMi6uz ir6f flopp¢eaelns ulrteloats" Mims, Desna luwq(ru..i t Ae!len1.lalnD;111time 4rflEri!r— Dde,e OW -in add m*UD,W1 WTeI<ssuetrr!&ts slili'e &sedfu e101s ewWAJs&Tins Duyehpur;i.e,<prAlly Opnsr;.fra sea it eeTTDD sepesnssuuupsuxdlk prdassted eu ue;IrgrgeuiNl!�b;toles:ind14 sepTnss dq'nd Wit TO Dell,PA061. lie da ps xseupua,bdsr<udnns.senetll!ry Anthony T. Tombo 111, P.E. ud&sedtlis i2ts`�ur tdlfiep!s Ma uspeu"LTrtpdi:e0wee6tlt Owuisers5sd elm ee tktdlRre Desigrtr,o"eorteddtls lBE,ilellC udtle tc:la%;;gndr udlFl. le r8ns&!dEre 100 ud uehdduedhe iust tdetiu kdrr,'ysrcege, leshgefie udtnteg sldi'n Yz rz!pas!lr!Drd :80083 ' e4A:!LxODes gu�uACe2:&m.t!!ues ut&uartaIDDealrx ps�!assmlg& pees dire pil0i&ilevp,&u!Sderyls'rnnin;r($pinsWii lA&dilllnerduerd?u peuroE :iuc 1P Idetius8e:espeal;;4ies eedb!iudsteT!Pa3 Dtriper,TsMSDeirAFBpl1:r[9llf&SLNSAPit!!R!ef.iF!!:i 4451 St. Lucie Blvd. sD.eeise dd'udtto{&d:ca eped &pvuwailiy lydlpM:rsiudeei lleiuuCas�CquerislCi tDetn:taA Du'gau,uTnss Sps§x Cy turdmTleilLxg. Fll sq:;dad'eas ue&s deh&dulPil' IDpyTightK)f01AA-IR&olhosses-AnihonyT.TomboIll,P.E. ReproduoiunofIbis dnmmenbinauylorts,isprohihBedwithout the wdt7eopesmissi&nhemA-IRoofTrosses-Anthony LTomboIll, P.f. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0118074 WRMSCM1516B2L CJ3L Corner Jack 2 h'r Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:15 2018 Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD_3CdOtvMobkRPcBNMSd?7n2GyjQfineW9HCTeHKyjORe -1-4-0 2-11-11 1-4-0 2-11-11 I�11111111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20 0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL 7 0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 ' 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP i LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 43 lb uplift at BRACING- joint 3, 72 lb uplift at joint 2 and 27 lb uplift at joint 4. p p TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS.1 (lb/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -72(LC 8) 4 = -27(LC 9) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpA; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Ijas been designed for a 10.0 psf bottom chord live loa nonconcurrent with any other live loads. 3)' This trusslhas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% x'e:dey-Plese tlweryHrmeiex Ik'dliJGTfii'T'i8(SEIIEI�,GAjAt 1TANSSfOvd009SdgS10NrBLTY; AIXdO rp tdE lua inifp dedg pmeaden aslrr�adesaIhsi!ass Oesi Oraviapllf erd ike ddhcsrT.isa!!a0!, U.Idue %,0he!.— Oelesstw.*11e11e11:I1e11D m7 kiie'xtucen!ri€4is®di:*s:eltu llxl)Q Isk14id. rseirxss Desgvfepur.;!.e,<-pendtr Lrarte'!!:uelnerylDU terresensap¢,ra:e aftpls sloeder{4r;ley rsoasiillnpS; ISe les:yaOtkes:epelroubp;dd ee AtED adr,eeeuTPN. Ndespaimpens.leet:cp<a�!mu,seaemry Anthony T. Tombo III, P.E. 'Awd WE Tmssrkr."1619.0 is he respefiClay One he"'MO.uist0bi 0"Imr,mNl"n'tdfelK,Sa:`. sadth bra bse"'th, ec4 M. lfa4p.10dbe IDA.9ee.neld es, aril! Tismidomrg Lq-q, ss:rye,legend,. eilhvirsesliM fae atpar.l d:7d �$0083 ' mt;,.dsgo-esyn WCsruo!.rr.e•eEel:et&TDOss!Nprmtmsm1pikime5dthteldiepfwrm>mSeel I*r tle;6(Ajpllis&95p1ta156(Am:dvnedmgeero{mdet Tr,faiess:n:pas:a:nesr�dadhal!ISSPHje,T!I31te5fEf mNWdrrtSxaden!e,eless 44515t.80083 Blvd. rke.iettfiee(Ap®sdrN opetdaeaie.rmap lydlpert�-es ledaei lheTmss cad.�Fayivet6s6t;msa.ragCeslyaer, erinssSts±ea!Eap eeerdmr gail5!sy. All ug:IdaedbrmsereasddadleTpti. Fort Pierce, Lucie 34946 CPpyTighlC�sPQIdA-IRoetTrussds-AodtonyT.TomtollhP.E. Reprodudionoilhisdomment,imm�ytorm,isprohititedwithcNdhewritleepdrtnissionfloorA-1RoofTrusses-AnthenyT.TontoIII,P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L CJ3T Corner Jack 1 1 V. A0118075 Job Reference (optional) nun. o. rzu a Nuv iz zu i i rnni: o. tzu s NOV Iz zui t Mt i eK Inoustnes, Inc. Wed Aug 29 11t26:15 2013 Pagel ID:Id OOXyyT61Bi TXoljwHHzefvK-_3CdOtvMobkRPcBNMSd?7n2FOjPfineW9HCTeHKyjORc -1-4-0 2-7-3 2 11-11 1-4-0 2-7-3 04-8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.04 6 >992 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.07 6 >486 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 14 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 57/Mechanical 2 = 210/0-7-10 (min. 0-1-8) 5 = 50/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 4 = -25(LC 12) 2 = -56(LC 12) 5 = —4(LC 12) Max Grav 4 = 57(LC 1) 2 = 210(LC 1) 5 = 63(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 4, 56 lb uplift at joint 2 and 4 lb uplift at joint 5. LOAD CASE(S) Standard cFdn riKenw. .FEd: tte'R-IIU0.0�SS{ E[LEt�6E61lEfEUSB[UA:i7CkS[USiO�i%79ISS19U1 36MEMiINsTenffhap famdsrsW loan tMrLesvi 04 Amirryl. Tobr,t.E. Id— 4es1141ess.Udwdtv.isnWd.01,TUO,.a ' MiTe's<ortF!nriks tSdi'r. msdfwtte iUDbkrdK.A!oTrns Desys fFgFxN(I.!.TsecuArNduv„yns!deatelTllU!FFrUMteS[11�Mr0:t FEltlftd?SSINdIkF!;ItT I!SpFSiIIId(i;IEl OK9i4?IfRf'.C,'IETre!SN'id!t FFnrtoo wir, vaaNir�t irx aasipn!mkiFK,leFe�,uFAnx!,smcniry Anthony T. Tombo III, P.E. C.i05ld di5 Ti FSi:e!on FnliiFg inkrnpusikildrdE40nitth flrslse ri:Fl Fye'AF'EZt idldiOp PKttRF',g Ci!BdPddlli lR[, ?ISL 9OHe EFf�IA�P'C�f1AER IP{I.IIF[f�;1IFid Ik IOO RSI FH, AdI KFdb?TBSS. iidfGl�R@CC.�,S!E!FIF,IMIIFf118 F11 EII[ZIShIG E9 t'A R!I3A41-!�hd - w 80083 ' Ile Rv.[e3 U,s!g Fr![ssanr.:Al .1-4t1kno Fxe!AFRIMSKAlardsmauth,p.,1pJ.mTPA fE5ra;?iti(dhK:4:1ie5[6fl�:leShc.T:153 PEdpN,7:155111Sipteff tt�ATli;i NetdF^HN,tEASS 44St St. Lucie Blvd. e4Nrite ldieFd6ja{ed td eyeEd ENFiF wrttiElTT di PEr"KI[E[Ad TFeTnssal.pE�eeeru U6i 4k6d.`l9UEK:gnw,Nl ets STs+ea E�roNrduyl+flA:t3. 111!gNzl eeFK:os Nem ddeei F>IPI I. FOetSt. FL 34946 [:opiiiybi02016A-IReofLosses- AnthonyT.TomboIII, P.I. Reptodurtion dthis domment, in nayform, is ptobibiled without the written permission here A -I RoofTrosses-AnthonyT.TomboIII, P.E. Job Truss Truss Type Qty Ply A0118076 W—1-CM151-2L CJ5 Corner Jack 2 1 S' Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:15 2018 Page 1 ID:ld_OOXyyT61Bi_TXo1 jwHHzefvK-_3CdONMobkRPcBNMSd?7n2D5jNvmeW9HCTeHKyjORc 1 4-0 4-11-11 1 4-0 4-11-11 a 2x4 = 0 0 N 4-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 BCLL 0 0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10 0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SIP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 80 lb uplift at BRACING- joint 3 and 69 lb uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS! (lb/size) 3 = 112/Mechanical 2 = 268/0-7-10 (min.0-1-8) 4 = 59/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -80(LC 12) 2 = -69(LC 12) Max Grav 3 = 112(LC 1) 2 = 268(LC 1) 4 = 88(LC 3) FORCES. (lb � Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp�; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-Q for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 1 qe:eieg.rlerenuergNgr:gsris•'Aig7g; nLiSeSi'iE(tEfi6EAEtti lEWsaLuA.1IILkS(JSTuM{"IL73')I(CYfi7rliiiMEMT'Iws. IaAp 9tSlgl gtlmNsn W AM. setit 700' k lilteioeee!hrg'e'.255gili sesedfie neTDDWSe.eIIL AscTerss Desigv hgirser{Le.Su:ieHt 6tlre:.l,ne sednoJ1U05egresens ee usE.et58M;e el t6egwixsieed erg!te!ie¢espeesllilrtga!ne lesiga(; tieseTnss 4rgasl erne ngait;esdes l?41. Ttx ies'go msenplieL+, nel:eltnlPoxs. seltelilry Anthony T. Tombo III, P.E. rdesedflis in;s4•en tpllie¢is ne respnsikilfidlk0nx. ttx OMaeisn.s ust �sAe lsilfeg �esigr�•,Mtx-eehedne l4(,n+n: urine 65a'gaEigule(sirP.l. le q�mccT lke ng eal ee. fien esedne Tns(,irJe6x!ad:'ry. serge, iuNlelin mdtns sg>f�tAl*e mpz!ta5:n e1 t 80083 L;r'l3l gts'r,a erd L>d'IfNt.:'.p'essaiaai Ane iUDeal ne pre0iasral�+N:In:sefll:gnn!ag@og,+�oM Sdery han[fiee'g(Sg peNfsF.M�I?I se1f6L1 earelnexciie runt a.t. Trlk5u5#:re: tf4�7ies(tAd`:s#itT!ns Gesigser,T�ess)es:¢s �Ir!:erml gns, Nan(e^e!n,a'es> 4451 St. Lurie 81vd. LrMISlgE{IlfligBte�l!(2}e�9lPI8NeRY1111eg iJdl peR:es in(ilti t§CTI{5f.4,1�i E'lg Oeef li MOt:`P.gN:�93 GFSIIAN,efT1.f SJeIeRr7j11eefB`Bf 3NIxRg. AIIIEt.'.^.1k'OS gEM�Ei:AII IAPII. Fort Pierce, FL 34946 CopyrigfilOPg16A-lieotimsses-AntdanyT.Tom6alll,P.E. ReFfoduclion of ibis dommeni, in any form, is inobibited without the wrinen permission from A-] RaoiTtusses - Anftnyl. Tomto 111, 1`1 — Job Truss Truss Type City Ply WRMSCM1516B2L CJSAT Comer Jack 1 1 A0118077 Job Reference o tional Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:16 201-8 Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-SFm?cCw_ZvslOmmawABEg_bNK7ivV5mlVsCCpnyjORb I 2-7-3 4-11-11 2-7-3 4--8 0 N N .."ln9 II 2x4 = 9 19 N O m O Dead Load Defl. = 1/16 in 2-7-3 2-7-3 1 4-11-11 2-4-8 Plate Offsets (X,Y)-- [1:0-0-0,0-0-4] [2:0-1-0 0-2-41 LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate. Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 5 >523 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.12 5 >474 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 198/0-7-10 (min. 0-1-8) 3 = 117/Mechanical 4 = 75/Mechanical Max Horz f 1 = 100(LC 12) Max Uplift 1 = -21(LC 12) 3 = -73(LC 12) 4 = -3(LC 12) Max Grav 1 = 198(LC 1) 3 = 117(LC 1) 4 = 97(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-160/252 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=13ft; Cat. 11; Exp B;. Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 73 lb uplift at joint 3 and 3 lb uplift at joint 4. LOAD CASE(S) Standard Wren' Noptlma)NJ plits!fk'N-I NDCP fINS5s5 run Ire. Tti 160jI )renom pi INbtllprl.l,ae>,il, I.E Illd�l UMS AA!!ES!. U11GS: LI14!�IIt SIN!I IF}jFTUU,LS'J gMka,",Omessldio pedfirtteTN!px!dlL Nserrns Desl)t hgpc{I.e,SJmlllJ 6punpTh ud It elJlDDteppMtpraukxxd At lrlWend egxewl@uSlatulilrt{SrllP 1pipdnes teTnzs e!g rN ptk,TDDpIJ;p1nfil.7txN'SlJa nsmJnlp,UH2)wdsins, undiPoJ Anthony T. Tombo III P.E. ad pe dio, r tsslir nJleldil) is lM reiiptililig dh� DnPelle Owes s sxe�izt4 ,^cal wt7e leillitp D!siJcw, a l"amhtl dlu lY.,d:6:ultle H!d lk d egnl! pCIiC1. lF Lyme! ettk lDD oal ro.field Pse et9tTnss. ad!tiu lasl'wg m!ege, ioshlleBp pf knigs4dl:?!5a rc!poeS!.h d ' Ih Rr fa Dtrm' IKuatrl¢r. All pas srae D,Nx TDD/H lie Was.1 ido.5 dth IN16. rev dSd DJ:T'IiFiip;d(51; tNlsFed. Tri Ind SNG nerdrevintt Itle!'R �Il1? TP�I eFilnii?t!S T.11115[F�f#"?S d'�?T!IfS DIJ'Ift, 1:F55 �Pii ,f 280083 N 1 N° 1 Ap° df P �1 T F t nos )ipermr Tlsss ka,denleep!us - 4451 St. Lucie Blvd. rkfMst dd16H1Jered�l)IlH/Jlttt w11N1)NJ dI)r1;E31Haief TStTnu rESl�re)IIpF�f NUlf�lai0a)D[4ig1H,NT'esS SjY!x E4n:trd®JS!ilSp. rllFct�'DP9.nas uPef ddaNhRll. Fort Pierce, FL 34946 eoPpighl02016A-1Roolhusses-AnthonyT.Tombs 111,H. Reprodudienoffhisdotument,inonyform,isprobibdedwithentthewriNenpermissionhomA-1Roof fusses-AnthonyLTombodll,R.E. Job Truss Truss Type Qty Ply A0118078 WRMSCM1516B2L CJ5T Corner Jack 1 1 tA' Job Reference (optional) LOADING (p,, TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD BRACING - TOP CHORD Structural wo, purlins. BOT CHORD Rigid ceiling c cross 1 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:16 2018 Page 1 ID:ld_OOXyyT61Bi_TXo1 jwHHzefvK-SFm?cCw_ZvslOmmawABEg_bNVT_V5mIVsCCpnyjORb -1-4-0 , 2-7-3 4-11-11 1 4-0 2-7-3 24-8 3x4 = L-f-J 2-7-3 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.10 6 >604 360 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.16 6 >365 240 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 5 n/a n/a Code FBC2017/TP12014 Matrix -MP 2x4 SP No.2 2x4 SP No.2 sheathing directly applied or 4-11-11 oc ectly applied or 10-0-0 oc bracing. nends that Stabilizers and required be installed during truss erection, in REACTIONS.1 (lb/size) 4 = 107/Mechanical 2 = 284/0-7-10 (min. 0-1-8) 5 = 74/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 4 = -64(LC 12) 2 = -61(LC 12) 5 = -5(LC 12) Max Grav 4 = 107(LC 1) 2 = 284(LC 1) 5 = 93(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpf�; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-Clfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This trussl has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girber(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4, 61 lb uplift at joint 2 and 5 lb uplift at joint 5. LOAD CASE(S) Standard 0 N N Dead Load Deft. =1/16 in PLATES GRIP MT20 244/190 Weight: 20 lb FT = 10% G t4e:dq-PlnsetlungNrff±ie?! Ise'A-I IDPr Ob'fSf1 SEllfrj 6Eg;iSi frtNS d [6h:9r![SS CIiTDNe" R9";tIXtl[u;i SNEM' fxa. icily 9:slp PomJen mf rci nflx afNdsl!ess Jtsp hr iyllfM; frL R. Asdu7l. resff ci, P.E ldnexf R!s! aSreesf. Uslfss dknis, stAel m.A,ED,w"J glTska .*1!.n,,Ul I neliukIDDIs h,dti. As sifns Dnireffllrxe(!.i,Spe.idfybon!,fies•dnniTOD apesfnsfeusepmedlit pd-nitid enrceuln ses7eniN!iryke tSelH c�efNu sr:eTnss i:Ps!el ee He IDD sdP,riled'il.Thinipmnnpifesl.d.eg<utimn.smfNiry Anthony T. TOrtIbO III, A.E. aA sse d+sis lrcss4!nridldisy is lee nspesilil!hdta0nv.Ya Druiss:yri±sfsy^ce srfke hvNiss Duigre:,z;t mehedra lil,dsl:I ssdt3f hf2ks+#v; ssds mEIPH.Tit spmfdfA, TOD visit field is, dlifTnn.'xd'tq kx iq. m!""Wtellsfin d krm� ssfliM fe:esrasif 6h if t80083 IFhfSCfiDff�!"t If3I( 1f4!.A'Nxe ielni 6 fif TOD esl lie pml¢sm1g+JAn'010"lelq(sePa±e Seel li t'li[Ilff(rISM1PtNISifSfr]IPI PA SAfAIR.lefY TG$l geeefeNi]el..rPe)4451 St. Lucie Blvd. f6isefdindljetar;ollsg!eedsgseievdill4dlWin led!dlit Tint [11!pfilt'efrlsoCTGurnAagDWTu,erTrim Sps'.:stEytufemr4+ilfisq. All e",y:.Waro'e:astit nlsfaeibTPfl. FortPlerCe,fL 34946 (Ip)TigbiD2DldA-lieaETmsses-AnihonyT.Tombolil,P.E. Reprodueiono(16isdossmem,inonyfosm,isprobibiledwithout the uriffespermission hoes A-IRoDiTmsses-Anthony T.Tombo111,P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L HJ2 DIAGONAL HIP GIRDER 2 1 A0118079 Job Reference o tional Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:17 20V Page 1 ID:Id_OOXyyT61Bi_TXo1jwHHzefvK-xRKNpYxcKD_9ewLmUffFCC8bRX5oEYORkWylLDyjORa -1-10-10 2-9-3 1-10-10 2-9-3 Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 >999 360 MT20 244/1,90 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fT'P12014 Matrix -MP Weight: 12 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 45/Mechanical 2 = 242/0-10-7 (min.0-1-8) 4 = 18/Mechanical Max Horz 2 = 80(LC 4) Max Uplift 3 = -2(LC 9) 2 = -127(LC 4) 4 = -15(LC 19) Max Grav 3 = 47(LC 24) 2 = 242(LC 1) 4 = 63(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=13ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 3, 127 lb uplift at joint 2 and 15 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 59 lb up at 1-4-9, and 75 lb down and 59 lb up at 1-4-9 on top chord, and 24 lb down and 34 lb up at 1-4-9, and 24 lb down and 34 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 6edq rinr1lueslNT cleat§'Rd TJDF fl!KSB{'iEEEE['t Milk TEN A on aM%ss 5no im4i;([i. ui lEs Aartas7l.TeabaA!, E.t [do., %.Beare eis, Udas aivrisa Odd eatleIDD odi, eimavM Fides sldikosNfaetlDDahe Is. Teem De:yv hpav{Ie,SPeaaDP 6prevj,9?adnoyloDapeadtavapa:edDe pdxslad erdsnrieenynflliltltS5f4e wloatees4,Tr,5d-p&I a1ktIDDalE,wdaTPFI.TCt drsilessnnFtup, 6sA":Tuvemee, sdEesory Anthony T. Tomb III, P.E. dta Cl.,e s Tress Aeae ImI6.1 is lie aspuiWDe or Ow. b CoinEres sadlepd rtie Willie Oni1w.,8l ft.o ldEeeIt',9?iii edHe bid l�?It'nad"SMI. Ile gined d thTOD 9Id eeT hillI5e dR'di e Tali, 'l Wi%svmn1 idAe1ea Wd ba"; 51dii? ti, n!po':hd A!'C"a'pyrighl dUa'es aled!IflnD W lit podiasesd piddhesdweMld!ei(upmsdai egho;ndin(tCfPaNisidt? In ad SIU nenL•rae!!n pomlp— TPA us!Ee.opeviftes a time,Imbn heipvi $Q083 ,less Desg��paartai (nssgssde:t:v.aess4451 St. Lucie Blvd. Fort Pierce, FL 34946 D2016A-IRoofLosses-AnlhonyT.Tomho111,P.E. Repeodudionofthisdonement,inonytorm,isprohihdedwitheolthe weittenperroissiontromA-IReoffresses-AothonyLToesho111,P.E. Job Truss Truss Type Qty Ply A0118080 WRMSCM1!516B2L HJ5L Diagonal Hip Girder 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Pnnt: 8.120 s Nov 12 2U1 / MI I eK Inclustnes, Inc. we0 Aug ZU 11:Zb:lb ZU1 b rage 1 ID:XJzd2exr4vTooSzGDfmiF9yjHpD-Ped1 uyE5W6?G3wyl bAilPgkTxNyz_7bz9hJNORZ 1-10=10 3-7-5 6-6-8 1-10-10 3-7-5 2-11-3 A N U4= 6-6-8 r 6-6-8 Plate Offsets (X Y)— 12:0-1-1 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 , TC '0.36 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 6-9 >761 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 28 lb FT = 10% LUMBER- ' TOP CHORD 2x4 SP No.2 i BOT CHORD 2x4 SP N0.2 } WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. I (lb/size) 4 = 64/Mechanical 2 = 363/0-10-15 (min.0-1-8) 5 = 166/Mechanical Max Horz 2 = 134(LC 4) Max Uplift 4 = -55(LC 4) 2 145(LC 4) 5 = -90(LC 5) Max Grav 4 = 75(LC 19) 2 = 363(LC 1) 5 = 171(LC 3) FORCES. (lb)1 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-295/65, 3-10=-288/89 BOT CHORD 2-12=-128/272, 12-13=-128/272, 6-13=128/272 WEBS 3-6=-297/140 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 4, 145 lb uplift at joint 2 and 90 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8, and 32 lb down and 41 lb up at 4-2-8 on top chord, and 63 lb down and 35 lb up at 1-4-9, 63 lb down and 35 lb up at 1-4-9, and 14 lb down and 40 lb up at 4-2-8, and 14 lb down and 40 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 13=-9(F=-4, B=-4) 6euq.tlee:eticngPlJrerlre Ih't1 I00f 11195rslltf ;MAIL TIN t FITIM05TOMjatErj:.(4141„5AH"Im Teofghi.yI.lestU,g.Lttlueae SIe:Ikh�e ns. Udessdh"sf aed u!TUU" HlTex—MI' isltit!ndto,110N)hkWit AseLns Deslga hdaNP.!.ke:ieOr Ntlue;IP!5!el eB leJ¶I�rgrntefSlCIXQr.u9Jdlll gtd!fsi!edegx!tOg t!S]B!SIYIIQ(il'ISP{n:gpeilG l4j PTtr!S{tga!le!neroo Gl(. WerYrr.T[S{!5'g13i!t3g1i1tl.ICd:6gO1H1iN!,f�ItYtli!] Anthony T. Tombo 111, P.E. rd nediss Tsnfi eq tdlragisMe rzsgw!iFiIAJdCaOmr,lkt Oaaisasaa!tln ed n!Pe tdltira Uesgn,aik txteddtie lC,b!D,;ndU!buUta:Fag n{ee:i RFl. ile sggnti dlielDD nal vnfiell sed6!Tnst.4i Ogl:�'g.s9:ge, hshlipinul Mlsa sgsllMha!etga t':trd 280083 ' Retalagtefgz:!dl4aa:.arne!Paonunetronung:arttsaspdde!sen!!pilagg gunge rt:em.alnJPMI,Pee,grnmsuan!tdeev3egnml�9nn_tr.Inv!P;!n:P!aa.ntsIXaasrn:T:mkape,r:IXs�ng,Jg Wegnssm�,!:!t:ass 4451St.LueleBlvd. efP!'rise IPUedlgoCeaFeaeped ogee iexTUi!g PJ dI gm n i!eaet tteTnss Cr, �gng veer ;1Crtsa talag Cn:gse,eT,v!s ggf.!a Eg!!er dug tdlLng. Ali taNad:erm nem da"ad @IPI I. Iop�TighIC41h16AdfoafTrasses-ArIt.yl.T.bh I,l,P.E. ReprodudionoNhisdommenl,inanyform,isprohihtledwinc�ulthewritteUpermissienfesmA-IRoolLotses-Aethooyl,Tomho1ll,P,L Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply WRMSCM1516B2L HR Diagonal Hip Girder 1 1 � A0118081 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 Mi iek Industries, Inc. Wed Aug 29 11:26:18 201$ Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-PetlluyE5W6?G3wylbAilPghhxK7zvRbz9hJtfyjORZ -1-10-10 4-7-4 9-10-1 1-10-10 4-7-4 5-2-13 2x4 = 1.5x4 II 3x4 =° 4-7-4 9-10-1 LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 4 = 143/Mechanical 2 = 519/0-10-6 (min. 0-1-8) 5 = 307/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -145(LC 4) 5 = -50(LC 8) Max Grav 4 = 143(LC 1) 2 = 519(LC 1) 5 = 307(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-818/130, 11-12=-755/155, 3-12=-755/145 BOT CHORD 2-14=-230/748, 14-15=-230/748, 7-15=-230/748, 7-16=-230[748, 6-16=-230/748 WEBS 3-7=0/285,3-6=-790/243 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 145 lb uplift at joint 2 and 50 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, 32 lb down and 41 lb up at 4-2-8, 32 lb down and 41 lb up at 4-2-8, and 56 lb down and 87 lb up at 7-0-7, and 56 lb down and 87 lb up at 7-0-7 on top chord, and 24 lb down and 35 lb up at 1-4-9, 24 lb down and 35 lb up at 1-4-9, 20 lb down at 4-2-8, 20 lb down at 4-2-8, and 38 lb down at 7-0-7, and 38 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-72(F=-36, B=-36) 15=-9(F=-4, B=4) 16=-61(F=-30, B=-30) 6rdq • rleeutlsnyFlTrttieeth'ad IDCF nJSS!Si'STUfij 6Te9Al nU158 (DE(d11ClS (131D8rdSRn'; AQIDOT v,gErr Sax rerify hop J.-his e>a rededx quhims Desk Di-iylW, ed 64 Adufl. TnbiE+', l.t.ld!uae kni tau ns . Udess ohenise udel.e4eTDD,,,r WGkmuemrliees shdltt nedbr dx nDrokntd. ASeTms Desge hpnn{I.e,Sie!IsDt 6pa! .5!udn urlDD rrires!nssopv�evudsle pal>vl!vdreT'sedsgrlynuuinrbile ass:lz<tsles+*Tressss dy!ndaneTDDadr,aa(aTtFt. its ass!pamsmpird. brd ca!dnus, unri!D:1 Anthony T. Tombo III, P.E. ednedlos Imshreeylollielts lkresise!8ilthdt`s!Oa>:clle Oevisraro!i:tl eyYalnlh ldlfiu Desil s:,mGeteehndfiv lK,dslA(aatle lad l;!(zl tde udT.r 1. Thstp.. !etlit TOD ed relhdi ere dtlaTnss."udrtia yz{c}s1�!,inhlldin ullnehgs4dih!t!!reslstia".ftd E80083 ' IkeM.;Oes'P!edwarr. All sees amen. brut nlin lWas mrpiddnss dsL•MINel(reluul Sehy lx`xodse;ttSf pNts&d' M W SnA nerilmdM aural pl.!, lrrl ktiuslemrca�l4aiu udd=!sMtAel!ru Deupa,T:!ss 9es�a BpxerwlTre:sYratener!r,a:as r'lr.Au ltfied! o(e9:We eue nvnUe 1 dl M3s iudud neTnu Cr;MaE uerft NOT tk M1a Ces. er, nlms5 n u.�dn h.&T AD ort P er Lucie 3494 e3i r 1s P'' dl� 1 1 rr}�;xNhscs nemd�ad is all. (opyright02016A-1RootTmsses-Anihonyl.TomboIll,P.E.Reproductionofthisdocument,inonylorm,isptohihAedwithcutthewdtte;permissionfloorA-1RoofTrusses-AnthonyT.TDmho111,P.E. FortPferce,FL 34946 Job WRMSCM1;516B2L 4 Truss HRT Truss Type Diagonal Hip Girder Qty 1 Ply 1 A0118082 Job Reference (optional) mizu s Nov iz zu-i r not t ex industries, inc. vveo Aug za iw:wo:oa zu I o rage i ID:ld_OOXyyT61Bi TXoljwHHzefvK-6aK3acxVYhb271LcPJdlgzO3uYOgeP75_gRnujyizWM 1-10-10 2-2-0 3-7-5 47-2 9-10-1 1-10-10. 2-2-0 1-5-6 0-11-12 5-2-15 3x3 3x4 = 4-7-2 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.20 9 >578 360 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.44 9 >267 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.12 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` B1: 2x4 SP No.2, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. T REACTIONS. (lb/size) 5 = 146/Mechanical 2 = 582/0-10-7 (min. 0-1-8) 6 = 364/Mechanical Max Horz 2 = 182(LC 22) Max Uplift 5 = -99(LC 4) 2 = -162(LC 4) 6 = -91(LC 8) Max Grav 5 = 146(LC 1) 2 = 582(LC 1) 6 = I 364(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-365/0, 3;14=-311/1, 3-4=-1649/452 BOT CHORD 3-8=-547/1602! 8-17=-547/161 1, 7-17=-547/1611,3-10=-24/362 WEBS 4-7=-1639/5561 4-8=-18/407 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 5, 162 lb uplift at joint 2 and 91 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-8, 77 lb down and 61 lb up at 1-4-8, 39 lb down and 33 lb up at 4-2-8, 84 lb down and 27 lb up at 4-2-8, and 62 lb down and 80 lb up at 7-0-7, and 59 lb down and 71 lb up at 7-0-7 on top chord, and 24 lb down and 35 lb up at 1-4-8, 24 lb down and 35 lb up at 1-4-8, 31 lb down and 29 lb up at 4-2-8, 30 lb down and 22 lb up at 4-2-8, and 47 lb down and 30 lb up at 7-0-7, and 46 lb down and 31 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 10-11=-20, 9-10=-20, 3-6=-20 Concentrated Loads (lb) Vert: 4=-18(F=-8, B=-10) 8=-53(F=-21, B=-31) 15=-72(F=-31, B=-41) 17=-93(F=-46, B=-47) Dead Load Defl. =1/4 in A PLATES GRIP MT20 244/190 Weight: 45 lb FT = 10% Wemq Ple:se nsrrgdrreriatk'di l)6; lDSSBi'i(tIECs 6(REIetfElnS a (DN(dil(eS fDSTDM,16lRY) rQ1D&.EDDNEIem. fe!ifT d!dp ier!a:ten!sd rec! nlx s! Ytls ieess Detip L!visrl(Cb}!ri tt2 rrtlurl.leala II`, ri.lderex! fkt!f;oh!! eso. Oalessdlwii slsle(sgtleTOD,sap rLT!%ara!iePekS Sldi t113t(M1tih TDDll ePrdlr. rl6T!MID!Slf!F1�If;N.112.SfP:I!II(6�H!fI,M1:L!I!!OTT119"p!!iSRCNjrv^A'eFl!Lefd!?LI!1!II!EkF!IIA!!SiP!SIIflRr]'n!IfStiditfs:F,timLS(?t0'.4!ed!TDDWI.,de141. Tfxts'pannnpnes.brL:el oetin!n, s.il!lilfr Anthony T. Tombo III, P.E. e11-1Mlr!ssl-q Who is l9! LspwUnr dt}a 0.etit!O.vissdsi:sle es Ike ldif'!Dtslar,ahz:!shtl ONlx,5e lh altk 6di.,fgall ad r4l. le qp ,,! I it, IDD 0.0411 sse dliaTnsthJrEas s-}tt!g!, isshildisv at tne3g 15iIM!:!reyas 't.d :: $0083 ' Ra41:rOts:easp(sfi!Ca.{5a]ssd tal9tle1D0!iliiep��nesoi}nN.n.1tseenirg(wpa!dSeel h-t'nrf�!!,7LisrrNnik pp MWitt wdurudl. p—! plutm TPA k5ees!!respra:Itiesml&.-,:sd'!-T!rss D!dpe,l:eu)tspblg nlfnsstlmU^euyaess 4451$t. Lucie Blvd. r#eviu(dirrllro(ed2d oiled gacuvriBnr 1polpert:ssi[r rei lelress CeslpEq'ae+; iGTtk ea`rar D!s'rne,ul'rss 57ts!a igh!ttd®p5n14q. Ilirq'N,a:dkmsrncs OsFaN iolll' Fort Pierce, FL 34946 (op}'righ,52016A-]loofimsses-AnlhonyLTomboIII, P.i. Reproduction of this document, inonyfarm,isprohibited without The written permission from A -I Roof Trusses- AnthonyT.Tornio III, P.E. Job Truss Truss Type Qty, Ply WRMSCM1516B2L J2 JACK -OPEN STRUCTURAL 9 1 A0118083 Job Reference (optional) Run: 8.120 s Nov 12 20i r Print: 8AZU s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:20 20t, Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-LO?WRazUd7MjVN4L9OCAggm7hk71RvluQTAPyYyjORX -1-4-0 2-0-0 1-4-0 2-" T m 0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 176/0-7-10 (min. 0-1-8) 4 = 44/Mechanical Max Horz 2 = 57(LC 9) Max Uplift 2 = -58(LC 12) 4 = -30(LC 9) Max Grav 2 = 176(LC 1) 4 = 46(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 2 and 30 lb uplift at joint 4. LOAD CASE(S) Standard ou tr¢dttFitt.!nntytrnwKl asuDrn ESCSIulr•`s1041TEtmsarDaanotsctsnn�nas;aereeate>m[irtruoTuerardg,r¢�dmoaeae�uo!tslesm!>yEtr!a�<am�rt.rae�c,rt.tdueae%t!tbMteo.D!i!ss!n!nit!Nei !enem9'.1t WTttto¢tNrtkRs 309109 nelUrex lDD toteolil. As cTnss Desigs 6p¢ei1.e,$tondtrimotnrn!udnoTlDDntresatn!anttamdne prdessl¢decgbtldtg rest!nliilrtt'!s ne lst!tatl ne s!ey'eTmsletln!l eanetoDedr, nluTr4i. Tte l!slgnnnnptnn,na:!gtudlixs.smdilrt Anthony T. Tombo llI, P.E. ¢d sit tsTtss`ntot tdlletis lie nntxtuny.11N.ePnn.NQwaziseosdift"d r To! 10161 Des11.,,. Wittig 0iee EU,ne LE ulnel¢di,Tnile.1TP0. As 4puldlit IDD oN¢. bell no dtoo Trost, md!6e;L-44s+•gt,infilt¢m ultrtrsgsSallt! no respoilyd K80083 ZE �r:rtan3a:!dEr,M:.rtluksesonahlDDnlarsatasaf�lldindn!rultiqrs¢ramSAeqhhobn;t(SfrStsWSptArdStA¢znlnemtnnedQrneuelPlleSuslentrsh.mes¢ldtnd3l:n!D!nnn.LesOepyrinovlisnsYav!«¢,.aess gg515t.0083 Lucie Blvd. !fsnisr Idled Iro (!S!n sged tpenvrAiq lydl twits i!gni. TaeTnss Cesta Equees is 901 the ra!ragDnigaer, ¢Tn<.sitVn i bpe r ear'ndiq lll tgl�anls;ns!nm dd!eltalral. fopyright02016A-I Roof tisses-AntbaoyLlialso111,P.E. Repsodudionohhisdocument, incloy lists, itptobibiledwilbcolthe writtenpermissionhomA-1RoofTrusses-AntfinyLTombo111,P.E Fort Pierce, FL 34946 Job Truss Truss Type city Ply A0118084 W.1--ve 51-2L J5L Jack -Open 6 1 � I Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Wed Aug 29 11:26:20 2018 Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-LO?WRazUd7MjVN4L90CAggm32k3nRvluQTAPyYyjORX -1-4-0 . 4-8-0 J 1-4-0 4-8-0 m N 4-8-0 LOADING (ps II SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 4-7 >692 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 4-7 >813 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 17 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. I (lb/size) 3 = 104/Mechanical 2 = 257/0-8-0 (min.0-1-8) 4 = 54/Mechanical Max Horz 2 = 116(LC 12) Max Uplift 3 = --75(LC 12) 2 = -93(LC 9) 4 = -44(LC 9) Max Grav 3 = 104(LC 1) 2 = 257(LC 1) 4 = 82(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;. TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss F as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-01tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girdelr(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 93 lb uplift at joint 2 and 44 lb uplift at joint 4. LOAD CASE(S) Standard C'uuq-rieurtlmrrHir-rlex oe'Rd d7C; uCSSFii'SftlF1'�Efg(IRt rEINS8[fFC111051 (CSTCN{3n8'; E([dOX'�StdEnif-! TC4 dt:prEi13lItr101dflidE3t?S?!ti151!E516ls gt g19�'IAg(l(9i 11'3?{1 i11{LErI,It'd{9CI rE.1lLYtfiES{i41F9ST B5}.g�ES: G?LLf�IS13f9i1r 181{etL�P,W'( MIlri:ouemq:h5s!>iIF!r>edUrttx lggtoKrdiL AsoLns CEsiSe(lpunjf r,Ss"rat Etau?SeelnnyID0 relresuls ee[mpa:t[dllryril?tsind eu uetlrg retrnsi111itdS; Ile lEt!uAtles ferns hT n?lurie igU uir, aaderl?Fl. itw ds {s xtmgira.6rfaAmlmxs, tEOslilry Anthony T. TomhO II?, P.E. erd ese d?rsfrs5!eef ldltirr istu res{„<iHtilydtk0»Er,tkEC xisceairEl nriclie{pltiry OcsiSu?,at4 nEhddlie llCri?id(ulrielenika:ti3 nlrulf4l. le gA!rs': EIsh lCg e?ImM1etd ne AtSeTnst.udE6q{a4'.sa:g4ishgatin udtnrsg s5ilite P.arztFntilihd z80083 ' ?Se dalxAJes!t2!uiG:4�N!. Ali rsts utw!uthND �d lSep�rtn mlgnl!lus rltl?kiilnd[rs{te?m Briery lzevtliu.',t(Sf drN!th!{rI?1 u1S1f1 nereldexed%geceril adan.1F>tlEroilsn:raa5.7iesuSb5af4>LnE[au{rer,Les ges;augreerm{rnss pemir;?e!er,[eer> 4451 St. Lurie Blvd. r3eniu lrtirsd tra ul'w r7aervir mfier{r elidmas lF•It?ed l6elnss CeclaFa{�eeerlclClL46ailsd Cs:{se,rtTn<.s5�?a Eagieertmr6rilfiy. Ali [a,: a!J'e:as uEcs detael"P,I. Fort Pierce, FL 34946 �' (opiTigh0 2016 A IR"fLasses-A'11"yT.T"bolll,P.E. hptArl"noftbisdomm"f,inonyf""ispro6ibifedwith"Ith, 'n'ol,"issionf?am4 RaotTrosses-AethonpT.iom6oIII,P.E. Job Truss Truss Type Qty Ply WRMSCM1516B2L J7 Jack -Open 1 1 ' A0118085 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:21 201$ Page 1 I ID:Id_0OXyyT61Bi_TXoljwHHzefvK-pDZufw_60RUa7XfXjUPN217x8KoAM?1f7w2UyjORW -1-4-0 7-0-0 1-4-0 7-0-0 3x4 = 7-0-0 m m� 9 A [h Dead Load Dell. = 1/8 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.17 4-7 >478 360 MT20 244190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 'Vert(CT) -0.22 4-7 >386 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 164/Mechanical 2 = 340/0-7-10 (min. 0-1-8) 4 = 85/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -117(LC 12) 2 = -79(LC 12) Max Grav 3 = 164(LC 1) 2 = 340(LC 1) 4 = 126(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 79 lb uplift at joint 2. LOAD CASE(S) Standard a'e:dq •rievselluryHrreE6Kr3e'A l IOCF nUSiBj SEOEPA 6Ea'li;lfrN58 (rFrAI10AS f0[TOMj SiRsl'j i(AAB ,[a0sk111' hra. iesAp deapE peEaden [drecAaaes n 1[isl:Ess pe:}s8rniy�fPRu/ 1[E Aat[a71. rxr!>Ci, r.E ldenae Ues[b[Ere Kr. Ilaess dprniss dad ra 6elllltdy MieYusEemrpE]sshiliMKedUraeTAD Is serdd. AseTins Oe:gv6C[au{I.e,SpeslEllp Frpiner;.tee seAnrg100npeseas it sruftaralG rrasnlEE:leyx±:iEpnyres1111ar'e!Ae1Kp[dIN seftbudy,ad itthMaar,o2luIre[. ns aas!po asvuN!v�•IEd:[Tudmns.smot!uy Anthony'T. Tombo III, P.E. cl nedhu isss5•up rnllupfslAr respu!iklardt`e0nE61h OwaissasedspKfrlAE lnl&rp 0esipnr,®Ccnaeaa[ie lK,os�A: ad0e 6[d[d'fri cElE¢!f�[. Tit Rand m d nE 100 ailNdlK1 a De Tms.®9E6g e.44ways, nfillmre niimiyseahta 6 resp:nu5u9Ta 5. 80083 ' MAnlap Ots •rdfeeaaE•.All nosulwhfit ED rd W aamsod tild9ms it as htaq(.tsaed Wq temmaimrI'liv 41n WSill eer&— lK print p>llase-1YI aE as4snvra 4CTEs[xad."ESRiLns OEupEe.T:Ks Oes!p7up�[rmlinss YsMt^s:eea Es[ 4451 St. Lucie Blvd. A deFtaltl dml[diJa[e1['eae)ted 9ply®vaaq Aydi paeK iKdn1 lAETnSS raaa[lJatlrr it acl we raA!ap GEsiNtl,IfT,n!s Srh9CrpnnrdnySldliap. AO [�.aad4:01 peas ddad irlril. (opyripht02016A-I Roof Trusses-AnlbonyT.Tomha111,P.I. Reproduaionof this dommeni,inany form,isprohibited without the written permission Was A-1RaofTmsses-AethanrLTomEo111,P.E. Fort Pierce, FL 34946 Job Truss Truss Type City Ply A0118086 WRMSCM15102L HT Jack -Open 4 1 4 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MITek Industries, Inc. Wed 2-7-3 1.5X4 II 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.23 6 >363 360 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.26 6 >322 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MR LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 12x4 SP M 30 *Except* IB2: 2x4 SP No.2 BRACING- I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 4 = 162/Mechanical 2 = 359/0-7-10 (min.0-1-8) 5 = I 95/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 =-108(LC 12) 2 = -70(LC 12) Max Grav 4 = 162(LC 1) 2 = 359(LC 1) 5 = 130(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 3-7=-131/297 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;, TCDL=4.2psf; BCDL=5.Opsf-, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions showjT; Lumber DOL=1.60 plate grip DOL=1.6( 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 4 and 70 lb uplift at joint 2. LOAD CASE(S) Standard C7 N M Dead Load Defl. =1/8 in PLATES GRIP MT20 244/190 Weight: 27 lb FT = 10% ca•�n.nfnethuiigtlyr!i!FMtk•ea goDEnns~sl•srudD eran:! rwlsaeoscmossnsTDnt sertn•;auaeT,v;sfugr6�av gIXo-�afdg.rIXiadfn eaan:aFa�:s nlxegrnsk:gags*iagin�;i�!k (mnrT. re,aae; rtrdffene�t:�eks�f n!. udf:s Fne<.ai seed ienemo-,arJ N,1FisFiunr�:res slil::±itedfir!k iDDlikFdiL 4!elrns Dnlra kyirxs(L•,sstaFAr [ipne ti?edi!nTND«gretftlinrmr:edlh pol:tdndeu'in7ig nsgndlilag%cnf ln:gadlee tiptlnftd?ga:d eedt lDDuig, MIXTYr.Tkd?s pa nnogtnu.br3sg tnhnnf. sa!diDj Anthony T. Tombo III, P.E. d tiedfus Tnss`i•iF}raldiFq is lSe nsgufiNDh, dCeomt.tkD+s(si.mrrzfl �e9rtktalrii oidgttr,IXtam4ndla ltl,5ir'ssd Bfnmga!ds;rodf al rT�l. Ile ygnnl Fllk tDDdin fieune dn!Tress.mdihwlmfi:}sF;igf. fisR7efin wfGti�g.iilike:s re?re!s:!:gir a80083 Zt the gDfs�gz:erlQ±:FAn. GII FEasl4!w!rslk lDD iad lk gtWiasaigiiddn?s dtl: MllOiig (F( em Sdtry laanfan;l(S¢grHiskd Sr iPo m(S6U neFda xesM geuritadaue lYlk4n;�>:e.pFa:!,aiesr,aK!si`i!Tnss Drsi}iH.T:F±sDts:gs Fngfnnmd TR!t bSMl?te!FI,nR1S 11"*te lffiFftFya(!afrml ogred tgeiDvrlaag lydlger.fs It±;$ti lleTnss Desha raglaen saCl.xraldsg^rn!gver,nT•F!s Syse!s EagrznitaybiilLag. dllfq»d±?d'eros nendfrad laTPl1. 4rt Pier ,FL 3494 Fart Pierce, FL 34946 (op jtighl02016A-IPooMossts-AnlhonyT.TomboIII, P.E. teprodu(lion o(thisdommem,inany form, ispmhibhedwitheulthe written permissionfrom A-]2cotTrusses-AmhonyT.Tombolll,P.E. Job Truss Truss Type Qty Ply WRMSCM151613121- T01GE Common Structural Gable 1 1 ' A0118087 Jab Reference o tional ' Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc- Wed Aug 29 11:26:22 20V Page ID:Id_OOXyyT61Bi_TXoljwHHzefvK-HP7GsG?19lcRkhEjGQFevFrRmYojvonAunWt)QyjOR` 3-5-8 6-9-4 1S 1-8 9-5 8 3 5-8 3-3-12 1 4 4 1 4 0 4x4 = 6.00 12 2 1.5x4 II Mi) = I.Ox9 I I LOADING (psi') SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) 0.01 8-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 8 9 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.09 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 212/0-3-8 (min. 0-1-8) 7 = 451/0-3-8 (min. 0-1-8) Max Harz 9 = -98(LC 8) Max Uplift 9 = -92(LC 9) 7 = -176(LC 9) Max Grav 9 = 212(LC 1) 7 = 451(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-155/313, 2-3=-1701326, 1-9=-185/341 BOT CHORD 7-8=-119/263 WEBS 3-8=-383/243, 3-7=-327/497, 4-7=-134/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI1TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 9 and 176 lb uplift at joint 7. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 50 lb FT = 10% W'edry ileeutlResgHrtuirsr ek'Ad UC'r 07S56rSELlE1'i 6L58A[ffW5 I(Dhr11O USTOR1mi9'lAl"CUiMArlum Ut Itsi;,pradmrdrede'eeI"bess Des:csh-iyliCCl,WIN AMwfl.Text?D:1E 10—Reef fear, ese. Ddex sRa+ue dddnAtED,ce'i Yl Oalah, givaesidlke dhrMe no15ked!e. As tbtss Des4e hVier(I.e,S;vatf hpunrat sul nmfTDOmpuesrrm�:ed Mlyd?sved etlur?deg,eslnsiWar fir lk duird lie s!.if Tnss hp,14 it AtTOaeIT,edu RH.Tk kslla tsstarim. IedzpueHnuf. sdidinf Anthony T. Tombo llI, P.E. .de, dtlis Tneshetq ruling istkrelftuiblAr dMo.". Iha uisr -de setk idifi?cDesifrsr,mI"mted dlu lt,di IM Wlit red FulsiMeW Mi. lle gynddlk iDDtsl re!fieline dti.Ties, ier'dg1,.�mm"iuhlidin nd rsrthgs4dikek req.3:lmrf ' Ike klaD Duigas RifMatds!.AD is sew 4&Wed fit preas©fgdldiiseltk 9.0.1ftrknd sdellinrndS80083 iu;U31,�ledisee8Q3 r±I r1SlG Rzrtlu?aeD!u gete,da;lar iPtl LtStelh?rrfeuslaieseDd'?sd4?brss[4dpR,i:ess9e4ga hgitncelTmspc dereeser,aasl e;EaMuldied 1paied;ed egede»ehrrtneg lldl gRfes is+deri lleTnss&t."aEelheer is CCTMrdilagCespR,uheetSRha EghaudagkilSry. Allrgivadhrm Ryas gdadhlikl. 4451 St. Lucie Blvd. • Fort Pierce, FL 34946 (epnighl(4PDI6A-ItnafTtusses-Anlhonyl.TosnhaIII, P.E. Reprodo0iuoo(thisdommenLinany farm, isProhibited svlthcDlthe writleopasrnissionhnmA-I$onlTrasses-AothonyT.Tom6olll,P.E. Job Truss Truss Type Qty Ply A0118088 WRMSCM11516B2L VM02 Valley 1 1 0 Job Reference (optional) Y a 0 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 11:26:22 2018 Page 1 I D: XJzd2cxr4vTooSzG Dfm i F9yjH pD-H P7GsG?19l cRkhEjGQFevFrVSYgrvpFAunf W OQyjORV 2-0-0 2-0-0 2x4 i 6.00 12 LOADING (psf] SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix-P Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 1 = 51/1-11-8 (min. 0-1-8) 2 = 37/1-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min. 0-1-8) Max Horz 1 = 28(LC 12) Max Uplift 1 = -8(LC 12) 2 = -29(LC 12) Max Grav r 1 = 51(LC 1) 2 = 37(LC 1) 3 = 27(LC 3) FORCES. (lb)l Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph� TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever -left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load jnonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the,bottom chord in all areas .where a rectangle 3-6-01 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 29 lb uplift at joint 2. LOAD CASE(S) Standard wvrj-ran, EiaenT:ttlnut. fit't ION BUSSES lsN(IPr.REIM IRAs t(CNOSE11KE tU7CN;0fr,,A(KE9NII0,"116rfr.a iarhlt!:p+preaaes nE rnlEaes nrtis Evers fxslTt CtriryQ00s ed at iyUTi.Trait III, E..tt`a<t!n SIDeI lelaeest. Cless a�rxist sYxdte ttt 100, uIy t11tlY«nnav ilEfes Sita It itldME]±ICSnEt IifIL S19I.Rii vfii�I9�2atlpl.SNP=T�'>Za;:tlt5t4�WtLjI.:laXtit550fatEIDItC±IMNi!niWt5I."itg n5Nad-tyh!!k dtult tfra i!rylt?ae.±egile2eatltlEO td+, nix Rl l.fs±dnlE6 p:G3E`kffi,�i9ft➢E;1[:^tE::!P:!.Ilt Anthony T. Tombo it7, P.E. etitsraras Tt>rs la Q7 tas;i�uti mlosw4dat C"K.J O-tv's Seward tpOwb+Wq it&tow, 0.11CA ec d!t.t r4u1>nlral:.1V4 IN-L bl'IrmlVIhI Otu er fidi wo!AtTnss;hd, y .Aq: sM@.its. .ai Ntlol Ad it At tuNEwlof. # 80083 tll ti j:lryC!Slp!f q1 Tld!a7tr. SOaa!es S111a 9:'3111?i tCtpleus KSlT.tti't}S ar1Se L#!Gip&mJ>tttlSetdl lutr&#.n(E;S4Eaa!9lIiTTfl tES SEiA nlrt'mtldbpxaEtpEitcxR lltl Et!AtS lie!sSASn�C:ts.114nd11±Ilhs; 4451 St. Lucie Blvd. ' tste(.=s9rmdryt G.has tuaN.Nstt.r_�gyE'SEcties it•eGtd iliTnr1 Cttip&� is AT 1h,1616y kup".V.?rm Sn4a Ery'sterAEntdiitr, Li wlilrlitd lrasausitfitti it 1111. Fort Pierce, FL 34946 (oplyrigbi v'? 2016 A Raul Trusses - Adonr L icmbe ll L P.E. hp!sdunion of itis dcmmant, in any lurm, is pradibited wilEaul hal busses - AathonyT.Tam6o HE, P.E. Job Truss Truss Type City Ply WRMSCM1516B2L VM04 Valley 1 1 A0118089 Job Reference (optional) v 0 t3 Run; a. rcu s Nov i2 20i r Print: mizu s Nov 12 zU17 M1Tek Industries, Inc. Wed Aug 29 11:26:22 20* Page 1 ID:XJzd2cxr4vTooSzGDfmiF9yjHpD-HP7GsG?19lcRkhEjGQFevFrUGYgBvpFAunfTn QyjORV 4-0-0 4-0-0 5 4 2x4 i 1.5x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 13 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 81/3-11-8 (min. 0-1-8) 3 = -42/3-11-8 (min.0-1-8) 5 = 227/3-11-8 (min.0-1-8) 4 = -17/3-11-8 (min. 0-1-8) Max Horz 1 = 69(LC 12) Max Uplift 1 = -2(LC 12) 3 = -42(LC 1) 5 = -98(LC 12) 4 = -34(LC 3) Max Grav 1 = 81(LC 1) 3 = 33(LC 12) 5 = 227(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-164/310 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-Q.Exterior(2)zone; cantilever left and right exposed ;C-C for members and forces 8F MWFRS for reactions shown; Lumber D6L=1.60 plate, grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a.10.0 psf bottom chord live load nondoncurrentwith any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 3 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1, 42 lb uplift at joint 3, 98 Ib uplift at joint 5 and 34 lb uplift at joint 4. LOAD CASE(S) Standard tlnr..yPro;+liaus}11fntk.ha'd;ItJfTIDSSB;Slt(r;.n'illt IiTMi(t9p07117MS:tTON;"!U?EI', JCPOQD-ee.'ll'k!a tadr kttyarseauat Fdrm!esttsnHis rFeu Mtgekwi+p(DDle:f5a esi syrrtaN IP„r.f.r+eann. Skef 6ttne hi. Due!tc!sn•is1sMNwtpe Pll, rely Malt aott t;hus01 FsedItt"it hltlu+t isaimsDn:pFayaeertie Srysdryfa}s!s}Me red rimylDDo e!detmrnpnFaMllehates;aaa';nliaFni�tetrtesrl!hteFDad!siPFldltstlebest3e)r1FEee9elCaealt,eedxlr4l, t�aelulgan!asyius:Iwfsy;FC.tiecF,!atdiih AnthonyT. Tombo Ili, P.E. .iast Attu h+is tarty ta�Jis)is^a re:gta 1. Alit Ow, At Nw% stdtrrdarnt rtt-ds :gto fit tine,; d! I1G6e lei st4Ct lxel lyd4e diWill.IN al)ntal oititlO044art fitld+staf& loss; WW31W141, sbitrt itatan erdl'Fdo; s4e01 1N rriasiib d 4 80083 Cl led:ai rnigaEf aLtFlnMhl.:D eon fFltFtq 3eTDDeNt4 picxal ni isi:a: r3i Aliadk!X'4)teID)Titl ifi$tdifzsm(rS0)a56tSld ierrl6d SKd QarfrNletftre!dttEi11fl4Cil R}1 ddmS M<FtifR!1lIICFSf.,t lARl 1k 1431 DEi:G'Metfate MDp rFjtnFfD/1lAf MmAittfn,�taf 4451 St. Lucie Blvd. tiverF;sfe!stdh,+[whtd tp!Nsdau._i3 kya�detu:#!dnt`:hToss MsilvEr�us!,itS7l Mtl�ltiry 0nip!r.r.?insSrslFuiryttredn}katfiy. Ei nyiblLNssasa!ni!fieed itllFl. fort1St. Lucie Blvd. (e ri h102016A-1RealTresses•Ambou Clombe111,P.t. Re his prohibited permission.Iambs III, P.E . pr9 - - 7 P� r P G AnthonyY34946 iIANUiARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTLOI CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure.D up to 30' Mean Roof Height. A—j1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FO T PIERCE, FL 34946 Attach King Jack w/ (3) 16d Toe 772-409-1010\7-*--�Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC I Attach Corner Jack's Attach End Jack's w/ (4) 16d Toe Nails @ TC � w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 V A 1 _ i r ich Corner Jack's (2) 16d Toe Nails TC & BC (Typ) Ymn£-Plrortrawp5gmu+be'! IC�i E1ti419�E(lifj.i[£;1iS7E6!£tlltr[r(1`%r-E>:.iVl(t�Ei'jdtMt7iSEiv>t:i' kq tr,dEQ,-»,�,Teesai.+.,i wlttiinP.ttM4�e £E.�41 £Etat£!IL'ryPE(EU e�iilu i+Po{a T„,a�r'�;�E Ptiae±SrSbcit6'i£ee rst �rt��a>'is. tisfrdnb i€i; �f,. /Jit#US114 j1�PfS It15lli�f i(kM£PIt£..�fITYJ55 a£ST)4 ECilt'J(Lf£f�f91t(Enp.6YF�p�1�$HBiJ,E'{1.;P 22'Q3IIEIt tki3E$d (ttb'£ tf�7iSW'AI fEl3tMi l•'»,iik atlh141f •S }if E<M9 A?Pik(®1,!T..�ed�2'f3d39:1£,t.T1t�Ifr1,a9Sti3S.'(ihil�§k9�(d`.�I'�i. :Pi;IJ(' '('1fF�i79f1 T..1 f 'i;,- 111�;P:�. a1a4}t$&:9 iftSSlttS £rd5f OjAi lutai8i el tSfD rt'IM Eiira(f t'�ItUtt Ett Y, NdkddA i!!'�d'.tl F4 wr>c3£hi lY sa;K (MIM 4+aicaua 'Itl Ct ErE,. a31 Y i £ M H 1 i� �lFa!�ffitAtT 7Ltilrz££'!:�na[meTr»t;iidxsspla�'a*.:cash;crna�send�rt�sh>71tMugv;�ilr�d: �t.B0fE8�'� ha£rats,ffm7uodmcmr c=,Fx,:M:d�neie��tr,T,sa�¢e Ufa p tra ae7dsr3 &obis{+�Qaxam nxnat ;�r as rrfla uaz ma nn��tntsetcea su aurae agatt �eTMsa t,,�a,t 4451St Weld Bivd. sSs<n.s£ +�f Mrfrs ge aTas a ha'ta3e wvME tk Tnry E9ap ss;. xrs ;tne£daetprsiyesT ny>°v Enpntei�rz pat g t."i t4yir4me2 ¢i redmteEiN. Fot Pi4ce,. FL "34§46' �[apjn,6T�;iitldAlRtsliiess.l,As£hoayi:TaabaIILP.F.:RtFvadnoiasaiEEsdacuoscEinoay,fare,€sptp�fkitedvir!aa£trtvtnttnptim�ssteehamAdios'iixsus�Aet6tarf.ic�baGl:P.f; I FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL03? f . I 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. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. 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 THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES @ 24' O.C. 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAIL'S 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 END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL 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 SCHEDULE. 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 G' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUST AURAL TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL • 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. I INLAYED STUD NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / \SS / i AN ADEDUATE 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/STUDS ONLY. IJULY 17, 2017 I STANDARDCONNECTION Dp�r TRUSS I STDTL04 -J 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 VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF TRUSSES 4451 PT. LUCIE BLVD. FORT PIERCE, FL 34946 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' O.CJ 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. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Ims pl. FaRtil ionottk'ssImam,I'momyWfTiasses•AmidvyLlomhoIII, E'.E Anthony! T: Tomho !II; P.E. a $0083; 44515t. Wde,elvd. Fori,Pike; FL 34946 JULY 17, 2017 I .TRUSSED VALLEY SET DETAIL - SHEATHED A-1 ROOF TRUSSES 4451 S:T I I IMP RI Vn FOF SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X4.5") WOOD SCREWS INTO EACH BASE TRUSS. GENERAL SPECIFICATIONS: STDTL05 s 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". 5. 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. -E END, CIOMMON 3S, OR GI DER 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 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. „ol oiltsdrmcxnl; in aeyiarm; is pra6i#tredwoiaN the xriilea pemissi�'aom A•1 Roel irsssu>F,�ranm'6 Tom:a tli; P.f. Anthony T; Tolnbo lil; P.E: :&i083 4451,St.•tuciz Blvd. Fort Pterco; FG 34946 i 'I FFF6;RUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL STDTL06 A-1 ROOF TRUSSES --- 11111..1 vn FOF SECURI W/( (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL 'A, 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. Wc�ry•PHoisaixas�! min lk.'7-11"Sf tI:,X3?SiX'.III�.Efkrti,i€IGJ.SilR.17.CSS tvit¢R?•k"�E1'jxt@NCb,?SnMiRi'fps sr:�dri:7is:asu'•^s m@rea?rirpaw M`s7msdryeire iry?IDD;mia:.esAs�i. acuii8, 3.(Rda+,¢rikr.59r:t ne C.Iess rlhxvr;;e s1¢�@atA!sT;D.sa'7 aarr wyVrrs nMtu@rtrrc sr. ;;siitns;ls @q +rits.pa r ;,¢� loam iy„�ssmul�mi �� ang n�rc:pry @ngan;rwilx >pkmfamR ,.tx i.iti�:p +apr.� q,� m aa,J Ariffila T: omtwIII, P.E. m@ttK@=.Sir>;S�N.m}Y.i:>3@Skt Ia�DEiP.�ihaf�i¢,�mri RNC�A5591@tdlclia}m.'UtPdfW�F:I}a-UigCiA2d[It19'lki�l@i:3!I�pj Pd:PS 1�IR.Yj!i@1 tVR.fi�:.t�SW@R.PkI}2tillil�3lR'w�@lSllifV T'IISS.IX�tE1C kID�EJ3:C]lrD5A �T9IV@R,YS18}S�t}61 @IIItS}215'�pfJit /n8+�8: 1 2dtdtra 7T1rrJ(w¢a1c. L71 g sd arm igatneR i sat9dHiwsdmSce¢a(wgaaaSt kS ¢afl 6S 4@3} xi lea Nnm @ql?nc mr R11 GfxesdxDe@as itsd6 eiiFeti ,s& y ;iss uc ?zsskmsa+r r, tse 451 St. Lude Blvd. �'nns@ nsCsnxartlged wo>,1^+#i¢1}Mn mH d, TMLsss Dlryssrsarlss,l+.'n Mfit7G gs_,a in 53*s^xleTalrse c!m}Ra@3�,. IRc7 t.eR'nnlsn ci%NttrtFRF?, FOti Piet[2; R. 34946 * -(cps@i;d@>;a.2D16MIHaalLcssat.A¢t4,syLiaabott:P.E:iepraduttlaeaiiEisc'¢maealxcayfmm,sspta5!trtedw;h.vlttaxr;AmPnatsst¢a!iamA9i¢¢;Trusses��atk¢tyl:Terka�I,.P.; JULY 17, 2017 vvv�v vi %L.L_L- 1 VL-. 1 Lo L_ 1lIIL (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY LINC_.....�_� 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 CLIP MUST BE APPLIE THIS FACE WHEN I EXCEEDS 6/12 (MAX 12/12 P /i\ i, Aal fra; to o•m•A•ni%.dilia An.•.•..i Ar €tinny T: Tore o III, P.C. 80083: 4451 St. Lude'Blvd:. Fort Pierce;'FL 3Q946 17, 2017 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VER'I STUD SECTION B-B A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 ?72409-1010 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. * DIAGOP REFER NOTE: 1. MINIMI 2. CONNI BE PF 3. BRACI 4. 'L' B BETTE 5. DIAGI AT 4' 6. CONS' WITH THE h 7. GABL B. THIS 9. DD N TRUS 10. 10d A RESPI 11. SOUTF BY SI STDTL08 VERTICAL 2X6 SP OR SPF STUDP18RACE #2 DIAGONAL BRACE (4) - 16d NAILS.16d NAILS SPACED 6' O.C. (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) -.10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 3X4 = BRACING ** L - BRACING REFER v SECTION A -A TO SECTION B-B 24' MAX. I GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :TION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO VIDEO BY PROJECT ENGINEER OR ARCHITECT. G SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. _CT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF ICES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR WITH ONE ROW OF 10d NAILS SPACED 6' O.C. AL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM . 0' O.C. IUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 3d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT ]SPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A) STUD DEFLECTION MEETS OR EXCEEEDS L/240 (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. ETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS S. IF NEEDED 116d NAILS ARE 0131'X3.13' AND 0131'X3S' COMMON WIRE NAILS TIVELY. 2N PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12 3/ALSC. MINIMUM STUD SIZE SPEhCIES AND GR DE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12"O.C. 3-8-10 5.6-11 6.6-11 11-1-13 2X4 SP #31 TUD I 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 248 6 311 3 5-4-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5-6-11 6.6-11 1 Y-8-14 2X4 SP # 16" O.C. 3.6-11 4-9-12. 6-6-11 10-8-0 2X4 SP #2 24" O.C. 1 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. I DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH lOd NAILS G' 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. ROOF SHEATHING I Iffiarl, 09, 1 FA i i . TRUSSES @ 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) END 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 BRACING IS BASED ON MWFRS. IT -BRACE / I -BRACE DETAIL t FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 DOTES: f-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACIN[ S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90'/. OF WEB LENGTH. 'HIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS T( :ONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING BRACE SIZE FOR ONE -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 2X6 14RACE 11 2X8 2X8 T-BRACE 2X8 IiBRACE BRACE SIZE FOR TWO-PLY TRUSS II SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE i 2X6 2X6 T-BRACE 2X6 1-1 BRACE 2X8 2X8 T-BRACE 2X8 1 IBRACE T-BRACE / I -BRACE MUST BE SAME SPECIES' AND GRADE (OR BETTER) AS WEB MEMBER. ' I NAILS WEB NAILS I -BRACE NAILS I WEB T-BRACE SECTION DETAILS AFEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. ' iW 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�OOFTRUSSES OF THE METHODS ILLUSTRATED BELOW. W51I ST. LUCIE BLVD. )RT,PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, 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 ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0131' X 7). r ATTACH TO VERTICAL NIBLS(0313WITH )XX) BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING - ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD 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') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' 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 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 END 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 68.4 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 in ri .128 74.2 67.9 58.9 57.6 50.3 0 Z O .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 ri 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 j � I NEAR SIDE j VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X B4.5 (LB/NAIL) X 115 (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE ANGLE MAY VARY FROM 30" TO 60' 45.00' ANGLE MAY VARY FROM 30" TO 60° 45.00' SIDE VIEW (2X3) 2 NA NEAR SIDE NEAR SIDE; NEAR SIDE NEAR SIDE' I' )0° f 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 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 L .131 59 46 32 30 20 Z O -1 .135 60 48 33 30 20 • U7 O .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 F_ Z .131 55 43 29 28 19 z O J LLI .148 62 48 34 31 21 J J_ N Q M Z .120 51 39 27 26 17 O Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J O 148 57 44 31 28 20 N� 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. AL�OWABLE 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. APPLIOABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL 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. s*+� LSE (3) TOE -NAILS ON 2X4 BEARING WALL rss USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S, lE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT . I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 -1.0X4 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. I FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15�' DAMAGED OR MISSING CHORD SPLICE PLATES , A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 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 1 66 48' 3657 1 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 31. 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 + •10d NAILS NEAR SIDE + 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONSIONLY 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR 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 WOOD. 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. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451'ST. LUCIE BLVD. FORT PIERCE. FL 34946 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' 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 OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND- HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES