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HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com WANNER BY Lucie County TRUSS ENGINEERNG BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:2 / MODEL:CAYMAN 1763 / ELEV:B3 / LANAI JOB#: 73327 MASTER#: WRMSCMB3L15X8 OPTIONS: LANAI 15X8 (NO VALLEY) A-1 ROOF TRUSSES I A FLORIDA CORPORATION RE: Job WRMSCMB3L15X8 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RENAR DEVELOPMENT CO. Lot/Block: Project Name: MORNINGSIDE Model: CAYMAN 1763 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 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 TruIss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 26 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 G15-31.003,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 A0118512 A01 8/29/18 13 A0118524 B04 8/29/18 25 A0118536 J5 8/29/18 2 A0118513 A02 8/29/18 14 A0118525 B04GE 8/29/18 26 A0118537 T01GE 8/29/18 3 A0118514 A03 8/29/18 15 A0118526 C01G 8/29118 27 STDL01 STD. DETAIL 8/29/18 4 A0118515 A04 8/29118 16 A0118527 CO2 8/29/18 28 STDL02 STD. DETAIL 8/29/18 5 A0118516 A05 8/29/18 17 A0118528 CO3 8/29118 29 STDL03 STD. DETAIL 8/29/18 6 A0118517 A06 8/29/18 18 A0118529 C04GE 8/29/18 30 STDL04 STD. DETAIL 8/29/18 7 A0118518 A07 8/29/18 19 A0118530 C05 8/29/18 31 STDL05 STD. DETAIL 8/29/18 8 A0118519 A08 8/29/18 20 A0118531 CA 8/29/18 32 STDL06 STD. DETAIL 8/29/18 9 A0118520 ' A09GE 8/29/18 21 A0118532 CJ3 8/29/18 33 STDL07 STD. DETAIL 8/29/18 10 A011852j1 B01GE 8/29/18 22 A0118533 HJ2 8/29/18 34 STDL08 STD. DETAIL 8/29/18 11 A0118522 B02 8/29/18 23 A0118534 HJ5 8/29/18 35 STDL09 STD. DETAIL 8/29/18 12 A0118523 1 B03 8/29/18 24 A0118535 J2 8/29/18 36 1STDL10 STD. DETAIL 8/29/18. The truss dravAng(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided. byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renei al 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 use of components for any particular building is the responsibility of the building designer, perANSIrTPI-1 Sec. 2. The Truss Design Drawing(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 Documents) are specialty structural component designs and may be -part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professionalp�th engineering responsibility for the design of the single Truss depicted on the TDD &*neT- Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. 313 BC A2 2100 00 00. 00:4C 12 87 DF Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely, on lumber values established by others. 'AA0 M TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMB3L15X8 No. Seal # Truss Name Date 37 STDL11 STD. DETAIL 8/29/18 38 STDL12 STD. DETAIL 8/29/18 39 STDL13 STD. DETAIL 8/29/18 40 STDL14 STD. DETAIL 8/29/18 41 STDL15 STD. DETAIL 8/29/18 42 STDL16 STD. DETAIL 8/29/18 Page 2 of 2 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118512 WRMSCMB3L15X8 A01 Roof Special 3 1 i Job Reference (optional) A-T Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:57:58 2018 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-yKkxwV4L1Vcq?Ybv71RhZQaj?C4R7Pc1Vx3rHDyj_DN �1 4-P 7-3-8 11-10-10 , 19-0-0 25-0-4 32-1-9 38-0-0 a9 4 p 4 7-3-8 4 7-1 7-1-6 6-0 4 7-1-5 5 10-7 5x10 1VlT20HS= 6.00 12 17 16 3.00l 4 3x6 = 4x6 = 2x4 11 3x11 5x12 = 3x6 = 7-3-8 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 FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP No.3, 136: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` I W3,W7,W9: 2x4 SP No.2 BRACING - TOP CHORD, Structural wood sheathing directly applied. BOT CHORDI Rigid WEBS ceiling directly applied or 4-2-6 oc bracing. 1 Row at midpt 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance ,with Stabilizer Installation guide. REACTIONS, (lb/size) 2 = 1 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 = 1 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2654/1639, 3-4=-4224/2520, 4-5=-3578/2091,5-6=-3485/2116, 6-7=-3262/1858, 7-8=-2382/1529, 8-9=-2684/1736 BOT CHORD 2-17=-1276/2306, 4-15=-211/377, 14-15=-2007/3890,13-14=-1104/2894, 6-13=-994/2140, 9-11=-1414/2374 WEBS 3-17=-1304/841,15-17=-1485/2692, 3-15=-630/1441, 4-14=-767/718, 11-13=-1424/2784, 7-13=-14/455, 11-10-10 CSI. DEFL. TC 0.93 Vert(LL) BC 0.88 Vert(CT) WB 0.99 Horz(CT) Matrix-MSH WEBS 3-17=-1304/841, 15-17=-1485/2692, 3-15=-630/1441, 4-14=-767/718, 11 -1 3=-1424/2784, 7-13=-14/455, 7-11 =1 006/570, 8-11=-389/478, 6-14=-547/700 in (loc) I/deft Ud 0.35 14 >999 360 -0.4811-12 >945 240 0.30 9 n/a n/a 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 8, 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 at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Defl. =1/8 in Ig PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 222 Ib FT = 10% E'anie9•tln:e tiul!IH1 re!Itxlk'Al13CKnDSSESCSfOa'}TERM! TEW58ICF"dilCiS [CSICgj BIREI'j A(rADYitfCCNEoi Eno ye!dl iadla ramdtnl>irriutesnl5i51!ass DesipD,nial li[a;; Iri th Adler I.1=13D!,ILldneme SIMIEe%'eme. Ddms Nht+fSt Odd lntitlMisn VITtzari.mli "Itili'r. meltn IsIDDtoulolil AstLns De:ila llllrxatii.e,S;e dlr6alaee?.t0e ud 11 n1IDDrepesedsnan}:,n:tdlignlnsbnde ua±'asaspnWIll1tm Is, es:pd0,saT!almstp!destill TOD air,raiuT?FE.Ni.n;anssmpl.n.6d:eleu69ll:,smiliry Anthony T. Tombo III, P.E. ed lse d>pis i:ttsSr nE kil/itv is ela leslnuHlihdRa Don,&e Oauisaaiainsi ap9 e; ek telliila OKilxr,mkxtnhddlL•IR(,5a 8E udae 6ld taYagalt afl?l. ➢a a11n!ddIN iDD od In Ale Ked6e inst.adt6p ld Ll. n±ale, itfilldin ui um'sy sSil(h Pa re!1uti1'hit <-80083 ' litdF.i."it, tlefaa71Ca1.tCw'setr:w!stleTOD tallu p,aenessi Ai iHnesdlL 4dGq(sala en Sdtp lx omn{tt'fpH,sle3%T711>eSl[Arte;do Wt,pltn:3TAnn_WE 96la@arcsrani'C1iesaiE+SKdleT11{lDtSiT1N,T!Kf7eeifn Fa'rrEKWlralf Yrdil^f:er,ami 4451 St. Lucie Blvd. I[ . idilti110 uaxe Ipdqu a NI IT dl Inner lu:hei TO— Rs,aT�aer is ACT b Wal CK,Au,I,T.wSputa Ey6eer du11tC11. IP ra...a><e.os neuddadatll I. � I Fort Pierce, FL 34946 (opprigblCC12016A-I Roof Trusses -Anthony I. Tombo Ill, P.E. Reproductionohhisdocument,inoryform,isprohibitedwithoutthewrittenpermissionfromAARoofTrusses-AnthonyLTomk0111,P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X8 A02 Scissor 3 1 A0118513 Job Reference (optional) .-r s, R j i ruSSeS, rust viuic&, r'L _a0401 aeslgnLa lrruss.com rtun: 8.ziu s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:57:59 2018 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-QWIJ7r5zookhciA5hSyw6d6yobQLstsAkbotpfyLDN 1-4 7-2-1 12-11-12 19-0-0 25-0-4 30-9-15 38-0-0 9-0 7-2-1 5 9 11 5-9-11 7-2-114-0 6.00 F12 Sx6 = Dead Load Defl. = 5/16 in ' �"" � ' •""I'.Sx4 I I 1.5x4 II 4x8 1.5x4 11 5x8 1.5x4 11 30-9-15 4x8 // 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 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.84 Vert(CT) -0.80 12-14 >570 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.50 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 200 lb FT = 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 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=-4676/2810, 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 =-1 842/3607, 8-1 0=-2418/4245 WEBS 5-12=-1278/2430, 6-12=-850/786, 6-10=-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. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard tisa�mq•rieasetlanyHrrnie.t3e•a-I iCT fl'Ss81A(IFPi 6EA 1!(fftNSb(DI tiIDSS(dS70M�A7]";:.(e7Ck'3C NFX�tea W4 hop landers andredmits a aNsT,,ss Dna DrMg (TOO,td da liner 1.TtshDI,I.Llessens Simiiaare me. lldess sMerrise need n8e IDp,tay H1hYaamnp:Ees slilthese(irth iDDtaholie. Aaeiras Den@hpreap.e,5pudtr Etaleter;.iS: unnap100 npraens ar, angm;e sd lSgraL•sslead ergaeerbg respet1111ATb!theeslgatith uap!shas€prderle TOO WTI vie PH. lh htiga nsaaNira,idapsndnees, nnaiil"T Anthony T, Tombo IIl P.E. crime 061s Nsiral iailiq is flu,repe!ilility efth Ornr.tie OWLISaJn9'I}df,Y]I of IN lnitin Derider. arttleel ettall(,atit[.1 tit it„IMAah Art MI.TWlerfititnt letypnei 0tit TOOdtilTest,v;tDr;psaA(i�;StiiarF,(osh lain oat iell;egsinit9t trt!rmi!5thd a. 80083 ' nelli'gaw.redha5sft?. Ali tkSWWI 14IhIDO.ihereoalsmsal phnnselse W01(trz;.KatWset'Miaow(e(rA;reNiswir?INdSlUerare(nem7frtptxraiggidnre.TFFIn8ns3e:a�rTtnes¢.ib�zsa'3:hassDengeu,l!asRn!Ta(atiauw!(rosspsne9!er,aiess 4451 St. Lucie Blvd. r1r.Mu IEfiadrpa(eafrnl epedapv ivritiq irdl Artie ir.�r,'tei 1heTreu Dnlia Falinn Is r01 ne raisp Desisau,arinss SSrta Rariner daT 5ai14ar AI tgitAid terns uem dePael IaRFI. (apyright 0 2DI6 A -I Roof busses -Anthony 1. Tomho III, P.E. Repiodutten of this document, in any form, is prohibited withcut the written permission from A-] Roof Trusses - Anthony L Tomho 111, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118514 WRMSCMB3L15X8 A03 Scissor 10 1 Job Reference (optional) A-T Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:57:59 2018 Page 1 I D:ld_OOXyyT61Bi—TXol jwHHzefvK-QW IJ7r5zookhciA5hSyw6d6yvbQLstrAkboOpfyj_DM 12-11-12 19-0-0 25-0-4 30-9-15 38-0-0 19 7-2-1 5-9-11 6-0 4 6-0-4 5-9-11 7-2-1 -4- 6.00 12 5x6 = 5x6 5x6 q 6 1.5x4 w 3 44 3 2 12 W 6x8 = 8 14 13 11 10 m 2 3x8 MT20HS� 3x8 MT20HS-- 0 1 3x4 3.00 12 3x4 4x8 1.5x4 7 9-10� 19-0-0 28-1-12 38-0-0 g-1 n.d g_1 _1 s-1-12 s-10-4 4x8 zz Dead Load Defl. = 5/16 in Plate Offsets;(X,Y)— [2:0-1-14,Edge], [4:0-3-0,0-3-0], [6:0-3-0,0-3-01, [8:0-1-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20 A 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 0.84 Vert(CT) -0.82 12-14 >557 240 MT20HS 187/143 BCLL 0 0 ' Rep Stress Incr YES WB b.93 Horz(CT) 0.52 8 n/a n/a BCDL 10 b Code FBC2017/TP12014 Matrix-MSH Weight: 179 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1-2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORDI Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance ;with Stabilizer Installation guide. REACTIONSI (lb/size) 2 = l 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1, 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 CHORD' 2-14=-2401/4233, 13-14=-1832/3605, 12-13=-1827/3641, 11-12=-1832/3641, 10-11 =-1 837/3605, 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. 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 atjoint(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 atjoint 8. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Bedq Pla:e thmagMrmiex Ih'SIloci IioSSSI'S[(llr'16(RF11(1fIdS8[?k'DITIOgS(DSiDMj d119')llrdDA'.fDSdFDT'term.rer4dedpgasad!neadrerded!s almscress0esignDroving{fGW; sri lae AstSm71.iesasD!, ttlelnexs Q»!i<,'a•enE. Uelessrtlesris!s!eled!!H!TDD,aq Wiek!nnmgaessgilinesedt!r He TDDlskrdid. Aseirn4 Desip6prxlrj!.!,Sresldlr Firlre!r;,tl!ml nary IDD,lFreImslC [S(fji.3eed!ar gfd?44leedl b[!'IrE RlieslYllag'S:DeIF5lT0f(tEt l±tSET'IIS(!in!hetiefDDos!(.WaT?H.iix{!Spasnoptlsm. brl.ryne6tln!. sn!slili� Anthony. Torntso I1I P.E. and ssefts irtss5r ng is+ltieg is tk resgnsikitapdh.!Dalr.ae O.uisska. Ee pin ne kiling Desirnr,a(svd!ddlu lR(,ta!R(adde bid Sa:fzgsdE ndlY.l. He rygmsl E116s IDD a>t ssr ee!d ne dlS!Tnss. ieJ tinR:�Gq.Iz:ry!. iefi!Idire ud Errt gsad; t+r�nycesa:!:hd y n 80083 ! I 11NWfti hs-p,.1(artnidu.ARxkssd.1ad,Too stake grmiasmdpiddiendtit 101iry(earial sell ltemstiaflJt1.9tw 4 TA dsl(Avvdneaedl.pem!pda,e MI M.sItresµ^itn!s.1W!,elelin,Dmprr,I:Hs I'm t,r! dgxerpl gnss Nwf.ynns 4451 St. Lucie Blvd. "Aft"lsiissdlpobt•mu}resis>rsi—tuilITd!pmn lm:fidTeeTnuiNp Fzg Eter is NOT 9era.'dyDEsiper,rtT.essrs'lsEagusrdm1 anlLq. dJlcm-:rdz•m nEmletat11a1PP(. Fort Pierce, FL 34946 (opyrighl©TD16A-IRoalhusses-AnthanyT.Tombo111,P.I. Reprodadionalibisdocument,inanyform,isprohillbedwithoutthewrittenpermissionfromA-1Roo(Tresses-AnthonyT.TomboIII,P.I. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X8 A04 ROOF SPECIAL 4 1 A0118515 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 12 7x6 11 6-2-14 Inc. Wed Aug 29 13:58:00 201$ Page 1 Ig 18 17 SAY 11 tt 3x6 —_ 5x6 = 2x4 II 1.5x4 II 3.00 LL2 3x8 Zz W = 1.5x4 11 11-7-10 21-2-10 23-3-2 I 8-1-0 t 11-1-10 I t 19-0-0 20-11-1023-0-2 29-6-0 38-0-0 8-1-0 t 3-0-10 Os610 7-4-6 1-11-1 1-9-8 6-2-14 8-&0 Dead Load Defl. = 3/16 in LOADING20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.47 11-12 >974 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.65 11-12 >699 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 222 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1,T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 4-14, 6-14, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 9 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -365(LC 12) 9 = -367(LC 13) Max Grav 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2635/1604,3-4=-2700/1747, 4-5=-1822/1223, 5-6=-1717/1250, 6-7=-3863/2402, 7-8=-4601/2946, 8-9=-4661/2731 BOT CHORD 2-18=-1233/2282, 4-15=-310/655, 14-15=-1254/2423, 7-12=-511/558, 11 - 1 2=-1 678/3630, 9-11=-2320/4205 WEBS 3-18=466/340, 15-18=-1123/2282, WEBS 3-18=-466/340, 15-18=-1123/2282, 4-14=-1036/801, 6-14=492/98, 7-11=-794/860, 8-11=-352/502, 12-14=-685/1887, 6-12=-1708/3244 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 8t 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 2 and 367 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 9e:eiq-rleuetkengNyreitnta'AIIgCp nPSS31'S[8(I'AGg:1AtiEtN58(OpfiflCtif (JSIOMt;C70'}A(rrDkll ;gEh� Iti yet buys rutneten urlma'Alr utlisltess 1169 Ds�iytlr�; u�th Aeke"I. hike RLfl. War Simihehre elf. Uns aw. cle stad estlel➢[ItOi 19Ttk nip! Cessbnusts,dhrIts III ItIts Old. AseTress Desire bootir(i.e.SpottyE.O.Wi.thesnitonyMmor—tsmnnp—of6,Inlestindnielsit.1 my nlIMIfor Is, des;gset@eseiftTnss6pladeetaeTOO tdy,wetrTn-tIt, Aeagtontatntm,w4egatnne!"Millet AnthonyT. Tombo III, P.E. r�esedthis Trtsshrtq kilditg it llt rtspat.'hAlihdtk gxaen lke Owats snMrird e;eralle{cillitg Desllrer,mNz:aehtl ti h3lE(,5e1lC aedtle letdla:dridr ra rr4l. llegyn!d tllhfDDaal ny field tsedhtTrets, adefitg RaA�is}shttpr, Itshlldin ud{nttl sbrf;:?454 ttlpai4d_h to u 80083, ' Itetzle3)Drs�gutr4rK•tar.Afxesstisa;.ttleTDDeNiitp IsesadgelelnenfntrtllGcp(tnawenfe(erylai•o[neQtla;plllsFxaFf171ai1SAGnvderzstlhapttatt AnszirHenns�eresptah"�fiestc3b,":esYiznntotnptn,Tttssoes rpannarnssa�use:+�n:n�ns' 4451 St. Lucie Blvd. tkemse Used lye Wrisd spredape hrahq lydl jam irnr?uL Ike loss Crslm;a{neer is 10T.,e 69AaI Ces:geer,nT•ns S59ea Eagtnr t®I la67ir{. All rgs:le---Verses iremdezed ialrll. Port Pierce, FL 34946 Copyright (9tb16A-I Roof Trusses- Anthony 1. Tombir III, P.E. Repredudionof this statement, inany form, isprohibited without the writlenpermission hour A -I Roof Trusses-AnthonyT. Tombs III, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118516 WRMSCMBi3L15X8 A05 HIP CAT 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:01 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-NvQ3YX6EKQ_Os?KUot_OB2BHkP5eKoZTCvHVuXyj—DK 20-11-10 r1�-0 6-1-11 t 11-1-10 1 6-1-11 4-11-15 -2 -2-82 37-74-11 s 38-0-0 1-9 7-7-5 31610.12 1110.9--44--00 1�6 6.00 F12 5x6 = 6x6 = Dead Load Del = 3/16 in 20 19 " 3x6 = 6x6 = 3x4 11 3x4 =4x6 = 1,5x4 11 3.0012 � 4x8 zzz 8x8 = 1.5x4 II 20-11-193-0-2 t 6-1-11 11-1-10 11r7r10 1:1212 ,19-11-421-a-10 23r3-2 30�-1.1 t 38-0-0 i 6-1-11 11- 4-15 0 0 6-5- 1-10.8 0- 0 09.0 7-1-9 1-0-6 1-9-8 Plate Offsets (X Y)— [4:0-5-0 0-3-0] [5:0-3-0 0-2-01 [6:0-3-0,0-2-01 [8:0-1-15,0-0-01, [9:0-0-0,0-1-12], [9:0-3-0,Edgel, [10:0-1-14,Edgel, [13:0-6-0,0-4-121, [17:0-5-12,04-4] 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 0.71 Vert(LL) 0.47 12-13 >968 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.67 12-13 >681 240 MT20HS 187/143 BCLL OA Rep Stress Incr YES WB 0.85 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 236 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP, No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 6-15, 7-1 2, 6-13 cross bracing be installed during truss erect accordance with Stabilizer Installation quide REACTIONSi (lb/size) 2 = 149110-7-10 (min. 0-1-12) 10 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 = -159(LC 10) Max Uplift 2 = -359(LC 12) 10 = 362(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES- (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2721/1649,3-4=-2697/1687, 4-5=-1876/1277, 5-6=-1602/1239, 6-7=-3879/2412, 7-8=-4665/2991, 8-9=4517/2738, 9-10=4689/2737 BOT CHORD, 2-20=-1302/2377, 4-17=-229/596, BOT CHORD 2-20=-1302/2377, 4-17=-229/596, 16-17=-1224/2404, 15-16=-615/1602, 7-13=-532/615, 12-13=-1677/3640, 10-12=-2333/4230 WEBS 3-20=-267/251, 17-20=-1179/2225, 4-16=-975/739, 5-16=-267/546, 6-15=-1358/503, 7-12=-839/887, 8-12=-344/505, 13-15=-823/2180, 6-13=-1821 /3504 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 8t 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) 10 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 359 lb uplift at joint 2 and 362 lb uplift at joint 10. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 5ndq-Pitest tlunitl!seritatu'd-I 13CF IIA551sfun GREW 1(IN58(CPDifthsPlS1Dx('t17WIA(T.ICAIPGAEV fso, Teoff lesip F—tt"stA"d'A.z irtsiOns am 3u+iy(lrvi Wlet ldtull. ka, Di. I.E. Mrs., seal WvtH idess dher.ist ddN wk,l➢D,.)r AM —um, iYesdoll k udbi b151)nknue. As urns Desgt bli-(Le,s-peddltfpns;,5r red try 11[lurueds urmrlsou If Is, phrslud etl etedtereslssntllal br lit en:wdtN s-OsTrns?!prai wit Mrdl, Were t.Thbaln nvoltltn.6elalneGnxs. sdtsllGi Anthony TJTonsbo Ill, P.E. rd ne d!sT OS?try tdlAs is lit reslndNldldill 0-1,lle It, t hit Nflpr'. l".ted it lie IK'i3 MWtle War l *gorlsWRI.5,rllmddlh TDD ue tt!ndent d6e Tnss,fed+Fr; Wbjsays, Itstdit, tre Ertrn itdif: Re n!lnst:!:hd «$00$3 ' tAiNbloor l.411CIrv.AHsent Missasit lDDIII III I'M esollnldas0tle1nity(corptnsettrtinn"4W,10sen15 UsWSW ist dtt_arzd1nl<en11p1mn_TPFEhSuslt:nlrs;i3;enWdaKt'ttl,rssDeuper,Irns7etya6punn3Tns:NaWt:s.er,st45s 4451 St. Lucie Blvd. t3enin ldutlllo Od to eptd tuebrmitl ildlltrt:n,u{ted lheTnts Ce.aE>luen is tCTCx tudal.rase,nTas 5ls:aEa)itxrd®IE+DLa3. 81 va".=.^"J.Mxms neon ed�el is 061' Fort Pierce, FL 34946 (opyrighl02016Alloothusses-Anthony 1.Tombs III, PA. Reproduction OfthiS 11MME111, in any foon, is prohNed without the written pemissin horn AA Roof Tresses -Anthonyl. Tomho 111, F.I. Job Truss uss Type Qb Ply RENAR MORNINGSIDE WRMSCMB3L15X8 A06 T IPCAT 1 1 `A0118517 Job Reference (optional) Kum o.z i u 5 may ids 2uus Prim: 8.21u s May Id ZU18 ME f ek Industries, Inc. Wed Aug 29 13:58:02 2018 Pagel ID:Id 0OXyyT61Bi TXo1jwHHzefvK-r5 Rlt7s5j7FT9vgMbVdkGkUXpPj3EEdQZ1:!.Q-yj_DJ 23-3-2 1 6-1-1 11-1-10 16�12 20.11-10 2 -11 30-4-11 L 1 6-1-1 5-0.9 4-11-2 4-10.14 0-11- 0 7-1-9 7-7-5 1 1-3-14 5X10 6.00 12 5x8 11 3x4 11 3x6 6x6 3x4 II 3x4 = 1.5x4 1I 3.00 12 4x8 —_ = � 8x8 = 7xx83�¢= 11'i�?T-4' 2 6-1-1 11-1-10 11710 16-0.12 20-11-10 21 -1 23 2 30-4-11 38-0-0 rr1-1 5-0-9 0-6-0 4-10-14 0. 0 0- 0 7-1-9 0-8-10 1161A Dead Load Defl. = 1/4 in Plate Offsets (X,Y)— [7:0-2-4,0-2-81, [10:0-1-14 Edge] [13:0-7-0 0-3-101rl5:0-1-12 0-2-01 [17.0-5-12 0-4-41 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 0.64 Vert(LL) -0.52 12-13 >869 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.77 12-13 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.49 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 236 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except* W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc puriins. BOT CHORD Rigid ceiling directly applied or4-8-13 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 6-15 2 Rows at 1/3 pts 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 10 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 10 = -349(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2727/1634, 3-4=-2685/1640, 4-5=-2622/1657, 5-6=-2044/1363, 6-7=-1783/1297, 7-8=-3589/2235, 8-9=-3752/2106, 9-10=-4708/2721 BOT CHORD 2-20=1293/2384, 5-17=-256/572, BOT CHORD 2-20=-1293/2384, 5-17=-256/572, 16-17=-1168/2365, 16-31=-734/1782, 15-31=-734/1782, 8-13=-231/391, 12-13=-2324/4260, 10-12=-2320/4250 WEBS 3-20=-266/257, 17-20=-1203/2211, 5-16=-810/602, 6-16=-316/617, 7-15=-3715/1603, 9-13=-879/776, 9-12=0/281, 7-13=-2586/5316, 13-15=-1702/4204 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) 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) Bearing atjoint(s) 10 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 346 lb uplift at joint 2 and 349 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIfTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard $!!dly rlllel litflgal,t11RN1ae'AtIOCr11.5isS SEtIE[16ERilALfftNSdf0{:d1 Daf(dSlOadj DLRO')A(rdDDiss iNENr too. krdfdWsepalvdns Had estes of tlsbess ksgr drMIJKV; ad the ArrtupT.IA{a"at, F.F. tdti,m Steetb&e eet. Mis tlh ist ddd Bsk'I ,A'p Mieasnnfir the shilia± lilt Sodo 19DIlh 161.4, eTrns Drug, reglntt(se. SpAlif B{lmrj,th sell n By TOO rspesets raaepnm dih irdessiaed eg'eerbgresyaeA{IluffifIII ies!gatd lit dryled rzthe TOO aljr pada 101-1. It. deilpus".p ., Iraq(Bdites, t,IIP11E} ' Anthony. Tombo III P.E. oedutittrs Tass4ran lends.; is Ike aspssiWity dlh9wltr,dx Onds ra:m�ird sy uclae tdulrg oedpc2r, sl lae txtedddaei?T,he&t Bite huilmldegoit udtlll. Thagymeldlae TOO lot or,tiell use dbe Tress, txle6g Wk: sirep, i,shh aled italg AAN to Kepi a �ipd Y z 80083 t tit, tuhsrwBd0a:rm. All ales Wool nNIDDWin patnescadTnddnlsd0elellll1Grrjaeditferyda::venal;tnfpatislxditINviStEAlahn,r!a dperm1plierTrrlEe5res�::esp7sl4:aeslcdLa:sndtleler:oesigaer,Treesues!pEngirtrwssressun,dl:�ee,aler 4451St. GudeBlvd. IYlnlu lstrdipatad;sti rged epenmfiag{y dl iad�n imdeei 7leTsess Clsl Eag earls NCi rxld'"dag Dss'gaer,aT:lesSpsY�Eapieerdapitilti>a. dli sep tdaedxros aemddadutpl d. (opyright©2016A-IRoof Trusses - Anthony LTomhoIII, P.l. Reprodudionofthis dommeni,inonyform, isprohibnedwithout the wrinelpermission from AA Roof Trusses -Anthony LTomho111,P.1. fort Pierce, Lucie 34946 Job Truss Truss Type Qty PIY A0118518 WRMSCMB3L15X8 A07 Hip Structural Gable 1 1 �RENARMORNINGSIDE Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 zu1tt Print: 8.21u s may is 20i8 MI I ex industries, inc. vied Aug 29 ID:ld_OOXyyT61Bi TXoljwHHzefvK-r5_Rlt7s5j7FT9vgMbVdkGkTRI 1�3 6 9 11 11-7-10 14-0 12 20-11-10 23 11.4 29-11-5 38-0-0 9-4 1 4 6 9-11 4-10-0 2-5 2 6 10-14 2-11-10 6-0 1 8 0 11 1 4 6.00 12 5x6 = 3x4 = 5x10 MT20HS:z 22 21--- 3x8 = -- 17-- 15 13 3x6 — 4x4 = 2x4 11 18 16 14 1.5x4 i 1 46 H 3x6 = 3x6 = 5x6 = 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 FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-1-0 oc bracing: 15-18 WEBS 1 Row at midpt 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance ;with Stabilizer Installation guide. REACTIONS] All bearings 14-11-10 except (jt=length) 2=0-7-10, 16 0-3-8. (lb) - Max Horz 2=-126(1-C 10) Max Uplift All uplift 100 lb or less at joint(s)16 except 2=-247(LC 12), 15=-365(LC 9), 13=-158(LC 13), 11=-148(LC 13) Max Grav All reactions 250 lb or less at joint(s) 16 except 2=854(LC 23), 15=1662(LC 1), 13=345(LC 24), 11=330(LC 24), 11=304(LIC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-130V888, 3-4=-966/759, 4-5=-896/7751 5-6=-675/650, 6-7=-577/617� 7-8=0/442, 8-9=0/509, 9-10=-7/403 BOT CHORD; 2-22=-60311105, 5-20=-277/376, 19-20=-326/802, 15-18=-1300/640, 8-18=-421 /214 WEBS 20-22=-596/1007, 3-20=-348/338, 23-11-4 CSI. DEFL. in (loc) I/deft Ud TC 0.64 Vert(LL) 0.1313-28 >771 360 BC 0.79 Vert(CT) -0.3418-19 >808 240 WB 0.40 Horz(CT) 0.01 15 n/a n/a Matrix-MSH WEBS 20-22=-596/1007, 3-20=-348/338, 5-19=-487/462, 7-19=-225/634, 7-18=-984/583,10-15=-392/336 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) 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 2=247, 15=365, 13=158, 11=148, 11=148. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 2018 Pagel ]Z12QyLDJ Dead Load Defl. =1116 in 9 r PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 220 Ib FT = 10% iinaq•Plro;e5rsvglltidk.M.t'i't0oi itU136rlFi!:t^„EE!Edl IRAstfCM0;P7pS:lSlONrpiU?El"drriONL[U£knT'ttta. rash ltrptpreserxs used n!nwKis irvt{Ue:iga [!awie; Dtslsa!?a:4!!n}t.t!a!tui.P:.i:!e••nslilit!Ilrlie t5!.Ok!t;S O'1t!'fitt S1F!t!LB'SwetJD; 311i Anthony T. Tombo III, P.L NdltlaaPfht pldti S!@!I(l atEel4t !IG91¢le lCJ2 dsal±tsl Cesea gi!eerlir.,Sleriaryinl3a!eii; l0e set;¢k aFfrOIE!SDT.iC+YJlehMlLLt p!itHPtt!njl}?i1R.S(lSjSp;iAtNhI IS?!SplA¢t:d?ilkgk(IRii lttl'htLd vt".tt��!tI!,Hlt(eFI,Ie±ttil!¢15Ii8p1t05 !taS�tt66!'�!i 3E!Gt hilt t . eil+lt El lll{ThiSI9l Cj t*.�l1!t winsptk?S!U+sdYsi Cr :,h+0�lsr's att!¢r:?dig?el+r4}t,;'!sl tyt!;.a>•,i¢r»us!trrrve!tC!tt!ttatt we Intl tt!iintudt nel ttl I, Tai npic»lat"a.i ii 6kd Kfetllq}5`; pt Tti{t;utis:X,j9T.!!i!!.t!ii tt,iLtS �2!iN t6lS'R9j!Stln: n±!ttN3SRit"t4T w111013 qq�eteildl!g Ntigiv ultiesraiir. tU dales sei±qu3!ie uttlF!?!r.:tetul grdt¢!se!M}W�L'c1(rxriatr75lftt M+recaa i:i9p�it:9diytfl ekl St(d ere rCveerltu laer¢I gcilaece. itFl!?9a?{fi+IFieiiN:IL!5R!ldlt:IIISi T?it{Lii�§dtf, tllil Plylg!r¢gnfFi!±l7fiSS 1luef¢Gi•ls,ail±st 4451 St. Lucie Blvd. ' `;tar:;e ddcedlcda!ntargi±tUlkt le n_s3lt sigeiits unhtl.l!l Tnss 6tsip Eeginils t6f lit Ealdi:gPlsigkPeePLata7siea E�:�edat!kalCur. lilmpilali.±l h;x{art ntetieel itir«i. (opyrighl w 2016 k I Roof russes -Anthony i. iombe 111, P.E. lltproduniou of rKs dumatnt, is any lomm, is prohibited withoutthe wtitten FumiA o from Ad rooi busses - Anthony I. Tomho III, P.E. For Pleree, FL 34946 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSGMB3L15X8 A08 Hip 1 1 `A0118519 e_4 o....s r.. - Job Reference (optional) `•""" , `• �, , ,- .r+ , aaiyitVn ILlLe—Wnr Run. 8.210 s May 18 2ula Ynni: mziu s May 18 2018 MITek Industries, Inc. Wed Aug 29 13:58:03 2018 Page 1 ID:Id OOXyyT61Bi_TXoljwHHzefvK-JHYgzC8Ur1F65JUswlOsGTHe3DnToklmfDnk;yQyLDI 1-4 7-7-9 12-6-12 18-1-3 25-5-4 30-10-3 38-0-0 9L 1 4 0 4-11-2 7-4-1 5-4-15 7-1-13 1-4 5x6 = 3x4 = c 5x6 = Dead Load Defl. = 1/8 in 3x6 = 1.5x4 II 3x6 = 6x6 = 3x4 = 3x6 = 3x8 = 3x6 = 7-7-9 12-6-12 23-4-3 30-10-3 38-0-0 7-7-9 4-11-2 10-9-7 7-6-0 7-1-13 Plate Offsets (X,Y)— [4:0-3-0,0-2-01 [6:0-3-0 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Ved(LL) -0.32 12-14 >884 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.45 12-14 >616 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 196 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 4-5-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 5-12, 6-10 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 777/0-7-10 (min. 0-1-8) 12 = 1828/0-7-10 (min. 0-2-3) 8 = 358/0-7-10 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -219(LC 12) 12 = -553(LC 9) 8 = -248(LC 8) Max Grav 2 = 807(LC 23) 12 = 1828(LC 1) 8 = 413(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/588, 3-4=-682/381, 4-5=-540/390, 5-6=-318/606, 6-7=-321 /762, 7-8=-313/516 BOT CHORD 2-15=-326/963, 14-15=-326/963, 13-14=-31 /276, 13-22=-31 /276, 22-23=-31/276, 12-23=-31/276, 11-12=-348/498, 11-24=-348/498, 24-25=-348/498, 10-25=-348/498, 8-10=-298/219 WEBS 3-14=-533/508,5-14=-293/582, WEBS 3-14=-533/508, 5-14=-293/582, 5-12=-11097793, 6-12=-823/911, 6-1 0=-1 196/706, 7-10=-373/512 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; porch right exposed;C-C for members and forces 8e 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 100 lb uplift at joint(s) except Qt=1b) 2=219, 12=553, 8=248. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Ge�ret•tleesetiueetMytrier Dx'Ad IDDE riJS36{'SE(lft'j6E9;uuftNsa(4fiC111Ctls (JSTOk{kga';llA!I[d, ;NEN;•hra.Trifthop taea!!vt nLrted naLsoo!tisTic!s Des �D!n,riyt,Ifu; isFx atl6wrT.lcci>;n, eLLdnene sla!ts`are ess. ud!ssrtF.vris!sltleL [ntie TDD,ay WiekmeeNgk255haItMesenutEelDD to it eeld. As elmsDesye repay(Le,Speel[N(Fepu!r;,15!udnmyTOD npresusive+¢ract diberrOnstreehnt'ee!tleerzspesllllud`or tie hoindne s44Tnessd!p "lade IDDaly.eedwTkI. ifx 6slto asnnpieuaeW [Datitdes, seudimy esineelm lRlkrt t[1dll le the tlS r!Ihlr Itt�,eDntl.ICe DM,iffad:9'1!FdF Ed ee tie 6dlliee 6esi ter,ai"sinhet e[t4 IK'Ss lKud6e I.Co Wii als of rVtl.littyp[Ionae mo ull"nNue db: irvs:.udr€aksl't' stt e, Ieth lefila el!!(eL Y>ti'.akerec si:;:hd Anthony T. 60083TornhIII, P.E. ' n g f ar g t n n r n ,ea ioe « 80083 11e kilLagDe4gm:e[4 Qaaesw�. tD nsas!e!ae!4tle iDD etOlDe irM¢essd teildnet eitle GllAgrwtaer Sdery la'aman;�f teN tiledht 171 ata SEfAe!rrelrexed!r ynnat y�!dan_ifllE[Ste;i!ttsttao4a9ies[as4a!;ge!!EeLest Desiter.lt[n Des'.µsirtirerad rrss Naaaleetr!r; uzss 44515t. Lucie Blvd. etrwlr LdintbyoCamxa eyreed qu u wmaj by ell Terv[s Morel. The Tress Cesla E!t;eer is NOT fa4st Ctsltu, it TressSySea Eyn!et etevy 9e IMI Alliq'w'aeddros rendeemed lolrl1. (opyrighl 0 2DI6 A -I Raalhusses-AntbonyL lomba III, P.I. Reproduction of this document, in any fork is prohibited without the written permission from A -I Real husses- AaftnyI. Tembo ill, P.E. Fort Pierce, Fl- 34946 Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118520 WRMSCM63L15X8 A09GE Hip Structural Gable 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, cleslgn(a_Vartruss.com r1 4 Q 5-9-10 11-0-12 r4 0 5-9-10 5 3-2 5x10 rcun: 0.L1 us May t 0 to 10 runs: 0.4 w s may I D: I d_OOXyyT61 B i_TXo 1 19-0-0 26-11-4 O Lu 1O Iv„ I GK II IUU-1ICJ, 11 IU, vvGY r.uy 5x10 ZZ 1 27 26 25 24 23 22 2161 20 19 18 17 16 1514 3x4 — 3x6 = 3x6 = 5-9-10 23-8-0 3x6 = LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.09 11-12 >999 360 TCDL 7D Lumber DOL 1.25 BC 0.86 Vert(CT) -0.1611-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.03 9 n/a n/a BCDL 10:0 Code FBC2017frP12014 Matrix-MSH LUMBER- I TOP CHORD 2x4 SP M 30 *Except' T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 6-17 JOINTS 1 Brace at Jt(s): 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordanceiwith Stabilizer Installation ouide. All bearings 23-8-0 except Qt=length) 9=0-7-10, 14 0-3-8. (lb) - Max Hot; 2= 102(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 26, 27 except 25=-158(LC 8), 22'=-113(LC 5), 17=-744(LC 4), 15=-129(LC 22), 9=-430(LIC 4), 14=-125(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 18, 20, 21, 23, 24, 26, 27, 14, 2 except 25=265(LC 15), 22=320(LC 1), 17=1731(LC 1), 9=1157(LC 20) FORCES. (lb I) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.1 TOP CHORD 3-4=-75/329, 4-5=-150/614, 5-6=-150/614, 6-57=-676/328, 57-58=-731/334, 58-59==829/369, 8-59=-982/401, 8-60=19481745, 9-60=-2097/743 BOT CHORD 16-17=415/736, 15-16=-215f736, 14-15=-21517.36, 14-62=-215M6, BOT CHORD 16-17=-215/736, 15-16=-215f736, 14-15=-215f736, 14-62=-215/736, 13-62=-215f736, 12-13=-215f736, 12-63=-601 /1809, 63-64=-601 /1809, 64-65=-601/1809, 11-65=-601/1809, 11-66=-610/1840, 9-66=-610/1840 WEBS 4-17=-453/188, 5-17=-489/294, 6-17=-1646/631, 7-12=-275/815, 6-7=-281/833, 8-12=-1195/456, 8-11=-111 /518 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; porch right 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, with BCDL = 101Opsf, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(§) 2, 26, 27, 2 except at --lb) 25=158, 22=113, 17=744, 15=129, 9=430, 14=125. PLATES GRIP MT20 244/190 Weight: 272 Ib FT = 10% Page 1 Jyj_DG 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down at 32-10-8, 71 lb down and 87 lb up at 28-1-2 , and 257 lb down and 117 lb up at 30-1-0, and 257 lb down and 117 lb up at 30-11-0 on top chord, and 178 lb down at 28-1-2, 49 lb down at 30-1-2, and 49 lb down at 30-11-4, and 178 lb down at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13) 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, 6-8=-54, 8-10=-54, 51-54=-20 Concentrated Loads (lb) Vert: 8=-1 9(B) 11=-40(B) 57=-16(F)58=-217 59=-217 60=-61 (B) 63=-1 78(B) 64=-40(B) 65=-40(B) 66=-138(B) �'nRap-P;pan tu!rw�51}!nit. tGe'A; rGOf IiU;SFS;'S7Su r E`N101 irUaS t (ONO TIONS CBSTOB!unu ){CCNOntN6'V i#4 IRi,t1i alias 1, this ins! NtIp [reslepj D61pd!ae ✓!ebol T.110WIL i. it`:erne She peh!e Ise. Oz'esse"ae!+ist s'thdea V".tT00. my xiietl.�tnar dales sedl ae e;elMhe li le letCii,Mal.'tu Los:m rapMeer{le SpteiryCapwenl lie sad pssyf Dn><etm'twxn?but,,Asr'tln,cei npniq tespotb4iflubt dnip filesapl,k's hpilfeWNIII!,xtx ltll, thinipemsmpsas, lersap sad^:as twau tilt Anthony T. Tombo l[I, P.E. nice A his bsa lit 21 ftrur-04dr., :.!,eil OTNi{{gdlilItd Optll Bi ttkIt'l 1:.19?',Ik1. reN tic1ItIKCfS tICM1917Yltd-Ap({Gtg11r11,T9!i'Ip111ilbQelu}IAECiI!tldt;tf{IEI t(i15,m'L'd pli1019j.M!F)SR.3 tfttE C'd b'MA)SI41I Oe A?fe;pA3!411'i Pf T80083 At lodiiep aetlpif a1 Cl¢Na1al. SNlatfl SFi IYI!f StTti9 L�tFi p!imtls IRO p:dt':attR!Et rgildT.Trlxpalln SefeflltlPSZi2i1Li{(SFEDiiilO1J ITI tEl S:iI pt Ide?tOtHfi! pEN!6I peliIXt. TtI I OaA?s OA L1t!ti�e5lell::":?s all Ns 11IN 5. !4.s vvg, hats tops E,rnu nl nisi W[§ILtM'tt, W1tit ' 4451 St. Lucie Blvd. ey Nmi,t ddhtd h, a(nhxt epl:ei epeeun_i cmits hod. bt Ots1 bnip E pmi is N81 lit ldldol6etipmv. itasi StiltsEe;atxel In lail6er. d, npaslaet :i hm, a Watt! ON 1. Fort Pierce, FL 34946 (apyrigbf02016A-1Real basses-AsEaaayL.TombeIII, P,f, ftpmdudianofthis daument.inany tmm,ispichibitedWithal The wtibaFelmissianlremAIbat basses -AnifianyLTembaIII, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X8 B01GE COMMON SUPPORTED GAB 1 1 A0118521 A-1 ;2—f Trl-- V—f Pi— Ct 1A0A9 A....r..../——1.-..... -__ Job Reference (optional) y, • ���• nWt. o—u s ividy io /u to rnni: 8.2 iu s May is 2ma Mr I ek industnes, Inc. Wed Aug 29 13:58:05 201 I D:ld_OOXyyT61 Bi_TXo 1 jwH HzefvK-FgfaOu9kNe Vq KdeF 1 j3KLu M6?OfSGp_36XI 4x4 = i IC' sxa = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 9 n/r 90 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 9 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.01 9 n/r 120 Weight: 56 lb FT = 10% 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 recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 12-4-0. (lb) - Max Horz 2= -62(LC 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. (lb) 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: 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) 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) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 270-0 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) 2, 8, 13, 14, 11, 10. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIIrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ;9uu'9p �Fxtetsatudkl� ttsHrft'd � de)rnuslsrT�i:r;. i{fiftdt lFtas A cnaDlnbasaretd;'TUsil'it;Y38i7tED?;kri"::ra Iadrdtsl�rratrv: wrttd rGtrt rt t>!;t IrrGt atnrt et.itp Dmm�! 4�np 1.itait D?,ti.ld4reeG! Stetthiue rr.. Dr?tst a'klritt t�tM ea 3t i9D, �h Mttstmu2c DIMS ai Itt9(dI., b hkGydtt. lsllqu fit a3iw C tfilEaj�!nt p.e Sptt 7Traj:93N;,flt Su?IE WJ iC'Dlt�ti�t Pt Y.ttpt6nl6'�3 pttniiur:'supaiw3plttpult7ldyltl!kedttill rl.'8S 513piP TR{r d'pmtA!@'NTCD reIJ, /ldA ldLl, T1!dt319G et3tSr'tM,iNdfat 3C:5Wi. af:!�::Ap �mOr1 T. Tom II1.1tbo IIi P.E. tiikif IRS, at Llhi:jttrtpel!W11Iffi7'RlO[I IGd1'tt1!'I!{%Id Rp t: rf, Ifl6t iC..�EQd`N1lKit[No-dikd lull tuUnpuil Wd 1rI•I.111 stroll S"IbsIN utq fitlf.urlru too tutil.stopp,it!Wliltlod l!Vhj dill 11 At;Cg�5i:1Iko1 y „8 � ' ' nllni$li lnGdttf etdiGtdrdnFt. Alllalq ffi talil'1tT!xiG^ii}w`�'tMe91Gd(si4h..H!1t IkIL9:l(ti CATdGttu S¢Mi Me!a9Al T;Siif31k7pE k!TfI Vd SlCd atiQNltitd(3!diM!lir•idGMr. idti dt!NiS tStftigf5151L1GflddaLN IIiN TRSr CF11C1Ef,?iYl!CtS�jGTr!i[rfr Adif95f �.9@BIMXtt.l9!iSl 0083 ltktrciu dt!ntdkpt Gehzl tgrztl tit. it.i_iptq si patio ikmi:td. ikeTGiss PGtiry ly+xgis A9ifitltiiditp[ks:}etr.t!Trns inieaftpiat;do-tp keavStp. El mpiluliulktatat esdefiltd itTrrl. 4451 St. Lucie Blvd, (optrriqb Q 2016 A-1 Roof Trusses -Aitbony T. Tomhu III, P,F, Reproduction of this d,tument: in any form, is prohibited wiihoul the antien pumissien Item Ad Aool Trusses - AnihanF.y 1, Tembe lll, P.Fart Pierce, F1 34946 Job Truss Truss Type Qty Ply A0118522 WRMSCMB3L15X8 B02 COMMON 3 1 �RENARMORNINGSIDE Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:06 2018 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-jsDybEAM8ydhynCRbRaZu6vD8Qwq?FNCLB?GZlyj_DF 1 4-0 6-2-0 12-4-0 13-8-0 1-4-0 6-2-0 6-2-0 1 4-0 4x4 = 3 I 3x4 = i.bx4 11 3x4 = 0 LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.05 6-12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 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. Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 4) * This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5) Provide mechanical connection (by others) of truss Structural wood sheathing directly applied or 6-0-0 oc to bearing plate capable of withstanding 100 lb uplift at purlins. joint(s) except Qt=1b) 2=144, 4=144. BOT CHORD 6) This truss is designed for a creep factor of 1.50, Rigid ceiling directly applied or 10-0-0 oc bracing. that Stabilizers and required be installed during truss erection, in which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this MiTek recommends bracing cross parameter fits with the intended use of this accordance With Stabilizer Installation guide. (lb/size) component. REACTIONS.1 2 = 532/0-7-10 (min. 0-1-8) LOAD CASE(S) 4 = 532/0-7-10 (min. 0-1-8) Standard 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=-632/420, 3-4=-632/420 BOT CHORD 2-6=-201 /508 4-6=-201 /508 WEBS 3-6=-15/282 NOTES- 1) Unbalance (1 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 Extepior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e 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 loa6 nonconcurrent with any other live loads. R PLATES GRIP MT20 244/190 Weight: 48 lb FT = 10% 9'tmiq�llersel4ue!gHrFF!isx lk'A19DCrI1L>Si3j Spt1FCt6`N;Ilt pppgSe(iA"�IIDtiS(DSpDliS 4p79'j:.pClDii�"u'aNENp'Itm it:Apttsip inmJen red2:trtl?s orYns l!tss Desa Dsrvieg{R£ rrk lk dAupT. itzie i',r.F.lelerertSlres4F`®re ese. Udess FMu+iu slaetatlelDP,c'7 iiipe4Fuetshr p:ess0ilt4e med6r th lDDft4e relit. AseLass DesigthgiaFs{rt,5searar 6ntFMl!!udnnp70Drepresetls eeasF!mu[I15e prtfFssintl FK'Em:IIgRFpeisll11ar3rllt lFs'et[+IkfTplFp�!s tFp::t!t retie iDD atlp,00taif4l.ptxttspt xsmpircieedrardnxs, a6e4ilfp Anthony T. Tombo ill, P.E. c�nse titlh press%'eglditirgislee respn!ihligdheDn!ttlt O*'S¢(SFu!'9!(lFt FYIItS I}trwltMDtslgS',Ah%[elartdl7l lN,m!'ti elte ltt pRli2gfttF tFt r'°rl.Tit[pfrl6lt1WDDelert!ntW,stFnit TreSS.A.,MikSfiq.m-11, ItlhlltflM ttthatj SSI4 h mpmobJ6 rf u$QQ83 lirt ttdDFsl€a'rrirc+A.rcq.t.liWtssetwssn,IDDetll'npebias®1p.lDe•sdtL•midi.ptwpa.rlSdtrylt`.tmsanl8(SI,FARSxt4I ASICAmdti—Itgmtml7ft p9lter�satrespFrneliesaldn!se,lflmssDesigea.1rosgesp5peroelpassYmAtatmr;tress- 4451St.0083Blvd. t3FMutdirFd kye(xa�tD rpFttt apttarmitp 1p ell peRFs ic�c?tel iiepass Ce,ia:!pamsis ADi s6aAa3�Fs}w,rtT'tss $Ceti tier r'mp4+YLap. AIItG :�'tsd eras rreas deiced la7ptl. FO451St. Luci Blvd. Copyrighl02016A-I Roof Trusses-AmhonyT.Tomho III, P.E. Reproduction oflhisdoamenyinanybm,ispmhihiledwithoutThewtiffenpemissionhomA-1Rooffrusses-AnthonyT.TombIII,P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X8 B03 COMMON 1 1 A0118523 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:06 201 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-jsDybEAMBydhynCRbRaZu6vD4QxJ?FSCLB' 1-4-0 4x4 = 4 Io ,.ox4 II 3x4 = 3x4 = 6-2-0 11-11-14 6-2-0 5-9-14 Plate Offsets (X,Y)— [4:0-0-0,0-0-10) 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 0.41 Vert(LL) -0.05 5-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 5-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 45 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-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) 4 = 439/0-3-8 (min.0-1-8) 2 = 524/0-7-10 (min. 0-1-8) Max Horz 2 = 73(LC 12) Max Uplift 4 = -103(LC 13) 2 = -143(LC 12) Max Grav 4 = 439(LC 1) 2 = 524(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-607/424, 3-4=-610/425 BOT CHORD 2-5=-261 /485, 4-5=-261 /485 WEBS 3-5=-16/269 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=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; 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) 4=103, 2=143. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIfrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard �e,elq�phlflNurgHJ re!NNtle'a_1 raa; naissrsmul uen:ErEiwsa[oeemelnroslnx4 u,Ep•;stlme&1fuiNEei lnm.ye!el desile pmemden nlreed estesaElisl!ass 8es�9,NEy{If�tr�lk Atllaeil.iurleAi,y.E.Idnexe SSestnheecse. Udess Nkenise skid eztle ND,ra'p RSTeynne!esri!s^ms shilll2 ued 6r!tal)a la Ee!oI,L Aseirns Desiyv6ppx{I.e,Specldly 6yautx;,t53 tell re nSIDD!e'reseefseen[y^tw:e s110e palsssluel er{!errlry rngasslllltt(h; Me eesaicl ae s! teTnss kylnel rerie ND mlf,uodulEFi. lit despy esimphw, ird:tsytniians, smaim¢ Anthony T. Tombo III, P.E. ed ne A*.s Nestor eel esihi is llenspn@ilal dri omit, Re Ormts tAvisdgd eesle rdldigUesipn!, m N unrest di6t lRLuse WL ndsee lnd eaa inle.1MI. ih sypnni d In, Is ed ,,,h1i nettlie Trawhid'bi Wj swill, lnhllem led brain MR IA eesraul�tj I v 80083 ' Iha ki telJts�lm�sd fes:nm:. ell nms ui<at le RsTDD rdlepwimsrad liednesdtle pllGy[s¢la!d Sdery lremmie'tCNpllltbeA El illad SlEAmnlmeredkt penel yeidu,t lF�lk ns3e!spn Mines nab?indlsLessDedper,l�esspeslo Enldenrmahns aaadrre,es,nzss 4451 St. Lucie Blvd. e gnlu Idled lraCsd Nel�edapsuerriael Yp dl petits le!ahea. The Tress kslp Eeltenr is y(T 4e rndalees:pea,nbss Siren Egimt elrmlhsiiep. Migl1daWoms nem dd od I'M 1. Fort Pierce, Fl- 34946 (opyrighf02016A-I Roof Trusses-AmhonyT. Tombs 111,P.L Reprodudionofibis dommenyinanyform,isprohihAedwithout the wrinenpeemissionfrom A -I Roof Trusses -AnihonyT.Tomha111,P.f. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118524 WRMSCMB3L15X8 B04 MONOPITCH 1 1 Job Reference (optional) A-] KOOT I russes, rori rierce, rL avayo, uesiynswa nI uoa-wsn n!,!!. r . ay I. ­.. , ,.. � ,. y 1.5x4 II 4 3x4 = 1.5x4 11 4x4 = I i 6-1-7 11-11-14 r 6-1-7 5-10-7 Plate Offsets (X Y)-- 15.0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20j0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 6-9 >999 240 BCLL 00 Rep Stress Incr YES WB 0.45 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 62 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 , WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD, Rigid ceiling directly applied or 8-1-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in 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. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-613/195� BOT CHORDI 2-6=486/500I, 5-6=-486/500 WEBS 3-6=0/273, 3-5=-558/542 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 Exte'rior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & WFRS 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. 5) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1 �emq p1w,tiklywra-i" Wi l rODE nDiSii;iEELEP), 6TR8ttrflgS 8 ipEMi Uesiss.3,.i,IJTKC,,O! tt4 iti.fT. Tsb¢ U�, r.L Idner.! 4uti4 ,e,.,. Udess edF.—ise tldN eerteTDP,w`j NlTeh<peed+r tires shdit: eselitr rtei➢Dfale+diL dsOr. D.11, {Dre(I.e,Su:idq bpre?;;.o....I.#oyToo ryesmsl, cros;sm:edtk rrdesslud ez lme rgelslllDt(ar It, desVdMsoil,%i, dynN wk, TDD adr, ride,W. Ito tlsi nslaptlla,llN:ryaveilives. nitallliry Anthony T. Tombo III, P.E. �rsed;is(rtsstr,glol(ityisl5eresEnsili1q f.x,0.,,,thO-is,�fvmfd¢9metiet611i.Des{¢er,.ft.old lflinCgl S:udtl,f., lk Qnmi,.iml. ikq uld It, TDD¢sd egfi fd'n d5t Tnss, ia,&q b^9. }sRselE, iwelstn uE Enle3 shill'.? Pv re'Ems 44y'f w 80083 4r:ailTAFSd'e3(9101'.41;.Rs s"WishEDtAAtImsta!e!®ipillleslfthI'ddbl(wimovM.1Sill wrds=dt,Ftem!"FA.aTEN tii?TSdE 1.i lSl4$osIr:s9fS1tbis Doper. DCssDesp5porC¢lI-O¢,d!¢lrmWoa 4451 St. Lucie Blvd. lkesiu idieN lt¢ily:¢d¢prN eplbmfier 1p dl rlr,ss inddlel iaeTress Aldo Egilnris tlCi.Se Aa:da7Desiu,rtTnss Srs'sa E,lielerr:®fS+iILa3. iJleq:63'aNkros lremdetaNl¢1PI I. Fort Pierce, FL 34946 Copyright 02016h-Iloaf Tlasses- Anthony T.Tom6DIf, P.E. Repr¢dudiDn¢tthisdommenl,inaayl¢rm,isprohi6iledwiTheatthawrittenpermissienhnmR-)P¢DETrasses-Anth¢npT.iam6DIII,P.E. WRMSCMB3L15X8 I B 04GE IGABLE.. ubb 1 We I Qty JPIY 1 IRENMR MORNINGSIDE i40118525 A-1 Roof Trusses, Fort Pierce, S.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Indu: I D:ld_OOXyyT61 B i_TXo 1jwH HzefvK-B3nKoaB -1-4-0 6-1-7 11-11-14 1-4-0 6-1-7 5-10-7 1.5x4 II 4 3x4 = 1.5x4 11 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 6-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 6-13 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.44 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 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 8-1-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation,guide. REACTIONS. (lb/size) 5 = 434/0-3-8 (min.0-1-8) 2 = 518/0-7-10 (min. 0-1-8) Max Harz 2 = 264(LC 12) Max Uplift 5 = -191(LC 12) 2 = -107(LC 12) Max Grav 5 = 434(LC 1) 2 = 518(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-613/195 BOT CHORD 2-6=-486/500, 5-6=-486/500 WEBS 3-6=0/273,3-5=-558/542 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 120.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 100 lb uplift at joint(s) except (jt=lb) 5=191, 2=107. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Aug PLATES GRIP MT20 244/190 Weight: 70 lb FT = 10% ZtSeadq.11ee:aaertgE♦!aliextie'A 1180f 118568 i,'SILLEl�6Eg9li lfl{tSd['M:tl110AS (1c70Mj dtRYj A(Ltl0a�g6lAENi fora. ferifTAtci;erutaders a>areelattts tr lSisT!ns gtsk50rtxiylRS; tri tha Atl4srT.1 i?C,r.F. fdaettt S4at!As are ase. 0eless atlenise ddN teSODP,%a ILL'xattarrtrp'aks ildite cdfu to 16D Is u.dd. Aseirrs: eesile E-11-Ir I.e,6it O Eadae.;.t4e s?ei I. ttTlaO re$lesede maa .^.3:e dibe pd?s!lad eag!ee;uy ayetsllilar'e; ae las!tarf lEt s:ar;eTnss tp nsl tr.11e1DD at¢, eaderP4l. ;d f?sf}xatnmNita, Ittdap®daas.,wiilry c�eatie4s iass<`r. trtl idll tl is t4etts1x 0blihdtie OWt?t at 0-I-sm!W7.pfV, lie 101hi 0esyar, or Nrnhtldfir, IK,a?:.udrleitaa'ta:drflit MIN-1.TIetl;mtldtk 100 ud nrhell ntrffaeTnst.iatletieatsd"a�:s't!t)t,iuhllpiunitrecct s'sd(196:?nspesc5��nd Anthony T. Tombo III, P.E. Ike Cnfsp Jssaa!ti QfitGal. 611 reks sdaa':ctteT00 tad In rlmltttfligoli:l6.edtit billig(oeresem Sdeg isorndin',6CSI; prN sG9ar lA ar4lNA n>nly?Wta neero! !>•!>. TprTU ns3?r,go%.0.1�ilS R$u�:..:i !6?T!tee lkdlltf,l!eSi glSi 3TITttC01T(e;5 �lfk{I!!4!et; R;Si t 80083 fF^elftddit[Aira:9'Cd 91!tPA8'/141t Waller irdl ial'.ei IHelttA. T6a Tasi Cfi!mEt11ItH ISr6Ti lnrfag „E,.;att,mTress1 em Ea1n?ere`mrb iIZn1. All g1da?4b•ostrem daemed is T111. 4451 St. Lucie Blvd. faplTighi02016A-Iioafhosses-AnlhoayJ.TomboIll. p.E.lieprodadionofthisdommenyinany form, isprobibitedwithem[be uri0enpermissionfrom A-t8aoffrosses-AothonyLTom6o111,P.E. Fort Pierce, FL 34946 Job Truss Truss Type City RENARMORNINGSIDEWRMSCB3L15X8 A0118526 C01G GABLE 1 �PIYIM 1 Job Reference (optional) A'4 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 M1Tek Industries, Inc. Wed Aug 29 13:58:08 2018 F ID:ld OOXyyT61Bi TXoljwHHzefvK-fFLjOwCdgZtPC4MgjrclzX_YbEUWTzxVpVUNd( -1-0-0 9-8-0 1 19-4-0 , 20-8-0 , 4x4 = 4X4 = ^ 4X6 = 2-0-14 1-5-14 1 5 9-8-0 17-3-2 19-4-0 1-5-14 I 7 7-7-2 7-7-2 2-0-14 0-3-9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.13 12-15 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.23 12-15 >954 240 BCLL 01 * Rep Stress Incr NO WB 0.87 Horz(CT) 0.02 12 n/a n/a BCDL 10A Code FBC2017/TPI2014 Matrix-SH Weight: 108 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins. BOT CHORD Rigid ceiling c irectly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 17, 18, 20, 21 cross bracinb be installed during truss erection, in 2 = 12 = Max Horz 2 = Max Uplift 2 = 12 = Max Grav 2 = 12 = FORCES. (lb Max. Comp./A when shown. TOP CHORD 2-3=-1176/24 4-5=-754/140, 6-7=-722/185, 8-9=-731/161, 10-11=-796/1 BOT CHORD 2-23=-184/1G 24-25=-184/1 i 15-26=-184/l i 14-27=-184/1 i 28-29=-184/11 12-30=-184/11 WEBS (lb/size) 777/0-8-0 (min.0-1-8) 777/0-8-0 (min.0-1-8) -90(LC 6) -160(LC 8) -160(LC 9) 777(LC 1) 777(LC 1) Ten. - All forces 250 (Ib) or less except , 3-4=-796/140, 5-6=-731 /159, 7-8=-722/187, 9-10=-754/141, 1, 11 -1 2=-1 176/241 23-24=-184/1053, 25-26=-184/1053, 14-15=-184/1053, 27-28=-184/1053, 29-30=-184/1053, 3-19=-410/139, WEBS 7-16=-42/430, 3-19=A10/139, 18-19=-411/139, 17-18=-411/139, 16-17=405/134, 16-20=-403/132, 20-21=411/139, 21-22=411/139, 11-22=409/137, 15-16=0/395 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) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=160, 12=160. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)160 lb down and 73 lb up at 2-0-0, and 160 lb down and 73 lb up at 17-3-4 on top chord, and 77 lb down and 35 lb up at 2-0-0, 17 lb down and 1 lb up at 4-0-12, 17 lb down and 1 lb up at 6-0-12, 17 lb down and 1 lb up at 8-0-12, 17 lb down and 1 lb up at 9-8-0, 17 lb down and 1 lb up at 11-3-4, 17 lb down and 1 lb up at 13-3-4, and 17 lb down and 1 lb up at 15-3-4, and 77 lb down and 35 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 11) 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: 1-7=-54, 7-13=-54, 2-12=-20 Concentrated Loads (lb) Vert: 15=1 (B) 23=3(B) 24=1 (B) 25=1 (B) 26=1 (B) 27=1(B) 28=1(B) 29=1(B) 30=3(B) trriep•rleeutlarrpMrr?!hrefi'A I p7DT TIMES 519E11 LIM TEW A(9)WI5S CDSIM1e617jJUICKENNTIr I-. tcilr d up p[,t o'. H3I cedar Sato'N's56PI'MitI((VI rti h 16.11. Tr3S] C, rE Id.i. 9.1Wim imf go., ow*i tO11FI1C1IF IUO,L1� M1TeEsrttemtt:tmss9m;:atsdhrt&h1Dta'setrlil.A! Mlttt`or fie Imp dra sot Tn!sOpn?IittktIDDnit, vote T7N.Tkd?sp,?snap,trs.ItFt:�ut�nx!,sulepiln Anthony T.TornboIII, P.E. ed use tt6ishts4'rq tent rpistoe tespn!itamrrreawtcoe o�,titsa.m'�cte aor l5t Tl1II FDt!IpR,55LtlIhII tII2Iiy'�?�Y 90IiSt ltfr'IfilGit ltpf(TI ICI.lit[pp:�if t}iN TDOIiIt1r(ItIIf!lAh3 TR!F.ICItOR pdS k�.t!E!Opt,lt!M1IINIIB WLtltl3t!S]IIQ?12 rt!p.JS:1,I�h 1( -80083 ' tii,P-:[eg dts.se!ed(td'rCa�. Ali rkmsseloa�:e th TDD nlltt p,aahesroptsildnsdplt hillig(w1aml Srftryha'nFIiN B(S prpll!Eep rip TtlOd STlA rfeltlN?3'tit[1 gtOnIDi O9idOO1G 1Ta1 flirt.3?Oltp411:Y:�tilF[su'b:l?!i1y.?Tlrt!DttltlN,I!SSS Dt5t5I]pl'Ct1d9Tf6!i NPtO(O['4:tl. ti'ISS F'!F!riseltpirtep oG:a�ceo eF.ia the 1 cll rrtH,ttatFi. Tsetress: n�tn tttrlsyeTnRam.aa .F,: ax,trlrrup t:�- trr® aya� ui M"o?pft:ostritsaer dI'M1. Fort Pierce, FL 34946 (aptTighl*2DIbA-IRoof basses - Anthony I.Tomho III,P.t. Reproduction of this document, in any form, ispmhiDedwithout the wrinenpermission Una A-IRaafTrusses-Anthanyl.TomboIII, P.t. Job Truss Truss Type Qty, Ply RENAR MORNINGSIDE b0118527 WRMSCMB3L15X8 CO2 COMMON 2 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:09 2018. Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-8Rv5DGCFRt?GpExOGZ7GWkXksdgTCaVfl9DWA4yj_DC -1-4-0 , 9-8-0 14-2-12 19-4-0 , 20-8-0, 14-0 514 4-6-12 4-6-12 5-1-4 1-4-0 4x4 = Dead Load Defl. =1/16 in 4x4 = 5x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.22 8-14 >999 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 88 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 5-0-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-8 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 (lb) or less except when shown. TOP CHORD 2-3=-1 189/788, 3-4=-898/581, 4-5=-898/581, 5-6=-11891788 BOT CHORD 2-8=-562/1042, 6-8=-574/1042 WEBS 4-8=-264/553, 5-8=-347/387, 3-8=-347/387 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 at --lb) 2=205, 6=205. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 15xxq rimsenuesptlrte!infh'dd£CCf frdS53;SrttECT GsW'iSt TEUSSE(O9;EiIDYS[ISTCM{"£{'(n'j«(ICXDLtiDGrtEMi'Ixat ie;Ay desip pu±aelenaliednMesmsaslress]esign Drr+iy{tLK; xl na«rt4seyl.ltalnD, LE lduexe4xt4eSre ese Ddendteriuddd±ati,ED,ra?y NiT±4<mr«rx jmsssnl£±ananrrtx TODtahniiE.is. Trns oesiy±hpmx{ae,s?ea±ur T±elm±r;.n±s± .nTlDO segreseett±c[sxM :edf7e praf±sslnd erxsmrU@msPenl6lldp 3r ne En!eaAlCes eTn±s Ngtldanetoo adr,aduT6-t l6 tavya nsmWue,Ira:cpu±dnns.smalrrT Anthony T. Tombo 1I1, P.E. GzImCdRli Tn±S:o!mp lsilEl±al±Ik lnpaa±iHoftit 011rr.ne0-6.ssl±d aged r,SOe Wifiq Dail..,, oith ratat MissIs(,5'lKate,I'd Wnart and KI. Th4pvleld tit TOD ad sec D±IE tit dne Tnss, idedfd A�ssaele,Wt.1[affuW llreSD s4di4±(m nspmkll:hd t 80083 16I;ilagOesigrx'lac Ccanea:. El�ml±4et x:hnelDDMla pr i[esma pil ln:sdtl±pilGq(aupmwl Sdsry lo`xnxiev{tCr, pvHis&,74p 171 aN S£Uxentx xeETx genml;�lax IF IEe4resn±respvm:4a�Des vWtai!nd"n±nns o±ssgax,l:rss grsi�s iagirup3Tnss kaadasnae;mass 4451 St. Lucie Blvd. ' rnendsvlorIdITQG.'a;N9gndgnNwatfIT01julzlmaced.TS±NaftsipfaglOteeI1IOTC&?+Ma9g�ei:}ief,ofTnnS)Y:TEa}h2eeP'.®rSelIS13.TIIefq+: ;ld'eSla±erEQfEd9dI8RII. Fort Fierce, FL 34946 topyright02O16AJRaafirusses-AnrhonyT.Tombe11I,P.I. Reprodudionofthisdosnmeni,in gay form, isprohihitedwithoutthe written permissionfrom A-1 Roof Tresses -AnthonyLTomhoIII, P.I. Job Truss Truss Type Qty A0118528 WRMSCMB3L15X8 CO3 COMMON 1 �PIY 1 �RENARMORNINGSIDE Job Reference (optional) A-1 ROOT I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:09 2018 Page 1 ID:Id_OOXyyT61Bi_TXo1jwHHzefvK-8Rv5DGCFRt?GpExOGZ7G WkXjfdrvCaffl9DwA4yj_DC 1 4-0 5-1-4 9-8-0 14-2-12—'18-11-14 1 N 5-1-4 4 6 12 4-6-12 4-9-2 4x4 = 4 4x4 = 5x8 = 4x4 = 18-11-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20 0 Plate Grip DOL 1.25 TIC 0.45 Vert(LL) -0.14 7-13 >999 360 TCDL 7 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.22 7-13 >999 240 i0 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 6 n/a n/a BCDL 10 0 Code FBC2017(rP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 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; 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 exposed; end vertical left exposed;C-C for members Structural wood sheathing directly applied or 5-1-0 oc and forces & MWFRS for reactions shown; Lumber pudins. 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 7-4-14 oc bracing. that Stabilizers and required be installed during truss erection, in chord live load nonconcun ent with any other live loads. ` for live load MiTek recommends cross bracing 4) This truss has been designed a of accordance with Stabilizer Installation quide. 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) 6) This truss is designed for a creep factor of 1.50, Max Uplift which is used to calculate the Vert(CT) deflection per 6 = -165(LC 13) ANSI/TPI 1. The building designer shall verify that this 2 = -204(LC 12) parameter fits with the intended use of this Max Grav component. 6 = 700(LC 1) 2 = 781(LC 1) LSta FORCES. (IbOAD� da dSE(S) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1164(/83, 3-4=-873/576, 4-5=-870/5751 5-6=-11451768 BOT CHORDI 2-7=-619/1021, 6-7=-600/981 WEBS 4-7=-258/5271 5-7=-311/365, 3-7=-348/387I NOTES- 1) Unbalanced roof live loads have been considered for this design. I Dead Load Defl. =1/16 in 6q L PLATES GRIP MT20 244/190 Weight: 84 lb FT = 10% Gedal-rleftertEnsyklrw.lieatk'A l IDG; Ii SirS iEtlil j6TFEIiE INS8CGE:CiIDRS(]S1DMj DE7]';.:rlGd',E;SMEMI'brm. Tedlyhtirf1—den dsl red'Anfs IDisl?fss Dezcn DrniylR;',�fd Ikelekserl.T., D e.LMeiests4ef!k%. esf. Ddessftr.in ddd.0100,ssy Fi1TeR cneeuurises sRil assedfit rkTDD Is Ae nlil.A!eTrass Desire 6prxx;l.e,$enulti lid-j"tt!sednnlTDO np!esedsmmfda:edlee pEl?ssDEd ere eeAEe efsrnsllilDp%:ike lfsm;ct Rh swnfTns d!rd!1atle lDD adr, usdaU"ri.T&Gsys fsnndirt!,6dsDenclnn!, sEGdiky ` Anthony T. Tombo III, P.E. CA FSl013 IAseIp"dtSl TDD OII IBttjtIl03ldG?TRSS.re:E1G1tStu"a1C`l.fR!BrE, IeahIId100 UdEa[mg sM1sli E^-I'd l!'r.'➢S!R:}�M B} 3 ' tteE:ikfpDfsg^f:fr>w[sm:ECa:. All ux 41.1.0h IDD.-AIh Innoutsof pihsfftle ralfic4olaxt SEhryl amEhef;6(Sf IdIndnp INaad SF(Afrrdv7:f;'n reeerelpAset INEf5re>3: esrf.iS�Imn er.'A03 d'lalum!Deli}fer,L•sssMrsuprmlr!sss M.nAE^f:er,aest K8008 4451 St. 008Lucie Blvd. 4'AF.'llff iffitd Ap6Cell:Ed Opfd000910 Smtlel A/EII rw'hsl .'a PR Trnsr'up'!p...Fort Pierce, FL 34946 Dptfglrj02016A-1loelhusses-AnlhonyT.TomhoIII, P.T. Reproduction ohhisdocument, inmayhrm,isprohihBedwitheutthewritten permission fiemA-1RnoiTtusses-AnthonyT.Tomb III, P.E. 15X8 IC04GE Fort Pierce, Truss Type Qty rT_TRE_NAR M GABLE 1 esign(a7altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek It ID:ld OOXyyT6lBi_TXo1jwHHzefvK-ceTTR r14-0 6t, 12-10-3 19-M 25-11-8 1-4 d 6-8-5 6-1-13 6-1-13 6-11-8 6.00 12 7x6 tNINGSIDE *A0118529 tional dustries, Inc. Wed Aug 29 13:58:10 20�,8 Page ;DtCB77RO WDq GeV2y3sh 198xvnoGpzTi Wyj_D I 9 4 Dead Load Dell. = 1/8 in 10 6x8 = 4x4 = 194-0 10-8-7 102:17 18-9-12 18- 1 2 8-1-5 0- - 0-0-14 25-11-8 6-7-8 Plate Offsets (X,Y)— [5:0-2-0,0-0-121 [7:0-1-0 0-1-8] [9.0-6-8 0-3-0] [11.0-2-12 Edge] [13.0 1 10 0 0 12) [17 0 1 10 0-0121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.15 8-9 >547 360 MT20 244/190 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.42 11-27 >533 240 BCLL 0.0 * Rep Stress Incr YES WB 0.72 Horz(CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 195 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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 Qt=length) 2=0-7-10, 10=0-2-12. (lb) - Max Horz 2= 294(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-168(LC 12), 8=-138(LC 8), 9=-402(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 10, 8 except 2=710(LC 1), 9=1105(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/499, 3-4=-614/311, 4-5=-478/323, 5-6=-166/367, 6-7=-154/355 BOT CHORD 2-11=-709/789, 6-9=-586/481 WEBS 3-11 =-391/462, 5-11=0/355, 9-11=-421/485, 5-9=-702/626, 7-9=-390/481 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 ANSI/TPI 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. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s)10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 2, 138 lb uplift at joint 8 and 402 Its uplift at joint 9. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard liver; ,Nnsetkrertu!ren h'p.l IDCE 0DSi8('SFOEi:'ICdAE11E IEIHSS(41r111815(IS17Nt 3l1]jA:C9Di'AD MEMrfrra. TnrfJ 4euy!t!n ed!eH eJl?Sa13i5I;us3 Dn :Dlsviy(IE>r";ui lEe Artlnyl.ruin ii[r.E.IdN!xl 1prol}; r!es¢. U!I!5!4tlewift slpN!Gde7➢D,ra:J lATeinrtM.!rpr3ssiilikmu16r[he TOD lahtdi1. isaLrts Desige 6yiue?{i.!,Sge[Idiy 6tlre?r;,5!udnorIDOreprseAs me [m ;eAt!e prdssind et[urdrg nsiusllildri; Mae lslntptitsie einss dy if.4!e11eTDDerlr,eHerTM.ttsl:sipr xu°To.., t!Hr.-pu!Cbn!, smdgriy 6.I0St A>gfl:Off A!1a(rnikte is l6l rtspNukDlr Arid O'�1tt.1EPO>t]llsF��fi'°HiyYg!?E¢IL11tUj D!SIEtt!r°t <!!tel�!EI'13I�E,�?id: of Ne bt+�Ei.i ep °de�il�rl. ile eip vC dike 15D.4 nytalf is, Abe sass. ioddin Wil sh:!ye,iubDati! .dk!fep soil s!t,? epms;5dh!E Anthony T. Tombo IIi, P.E. IkltiEt, Ds?:e!rH Qaa"meCa All ae!sse?u!stEelDD atd In p?�nesodptilda4 Ati!kilpgrmrtpa.d SAtry la%m Iin"Ksr, PRIM it TP1 DA SKA:;Tanetfn reran, r.9 . TN Eeigs6-irsMUSedWis IfIR.,Deeper,Nis Jusp blim el Iasi N.snt!!'s!ee azss '80083 fkef01f1 Ish iITaMred grtH 1pnlm%dq it dl pmd:ei lmi?ti.ris Tais Usipf.iil!trr is lot r+.erm3p„eepu,. Tnss System Er°?er roylrol it All aquisife., nem idod Ia t]. 4451 St. Lucie Blvd. Zt Fort Pierce, FL 34946 Captrighl 0t016 A-16na(Trusses-Amhany 1. Tomho III, P.E. 8eprodunEon of 16is demment, in °ray farm, is prohi6Bed withcut the written permission h°m A -I Raof lmsses-Anthony Tornio lA, P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE A0118530 WRMSCM63L15X8 C05 ROOF SPECIAL 1 1 Job Reference (optional) ,v-1 KooT I russes, ron merce, rL avago, oeslgnraa Iwss.wm rcun. o.c.iu a may Io cu ro rnuQ. u.c ru � ID:,d 00Xy;61Bi_t 12-10-3 19-0-0 7-6-13 6-1-13 6.00 12 5x6 = 5 6 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:11 2018 Page 1 jwHHzefvK-4q1 rexEVzUF_3Y5P0_Akb9cOxRWjgP4xVTi1 Eyyj_DA •� 11 - 5x10 = 3x6 11 4x4 = 194-0 I 9-8-13 18-9-12 18-11r2 25-11-8 9-8-13 9-0-15 0-4-6 6-7-8 LOADING(ps, TCLL 20.0 TCDL 7 0 BCLL 0 0 BCDL 10 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.60 BC 0.86 WB 0.53 Matrix-MSH DEFL. in (loc) I/deft L/d Vert(LL) 0.09 8-9 >935 360 Vert(CT) -0.25 12-15 >907 240 Horz(CT) 0.01 11 n/a n/a LUMBER - TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 `Except' 1) Unbalanced roof live loads have been considered 133: 2x4 SP No.3 for this design. WEBS 2x4 SP No.3 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BRACING- Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) purlins, except end verticals. and C-C Exterior(2) zone; cantilever left and right BOT CHORD exposed ; end vertical left and right exposed; porch Rigid ceiling directly applied or 6-0-0 oc bracing. right exposed;C-C for members and forces & MWFRS WEBS for reactions shown; Lumber DOL=1.60 plate grip 1 Row at midpt 10-12 3) This truss has been designed fora 10.0 psf bottom 3) This ru MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection, in loads. accordance with Stabilizer Installation quide. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a REACTIONS. All bearings 0-3-8 except at=length) 2=0-7-10, 11 �0-2-12. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. (lb) - Max Horz 5) Provide mechanical connection (by others) of truss 2= 295(LC 12) to bearing plate at joint(s)11. Max Uplift 6) Provide mechanical connection (by others) of truss All uplift 100 lb or less at joint(s) except 2i-175(LC 12), 11=-380(LC 12), to bearing plate capable of withstanding 175 lb uplift at 2, 380 lb 11, 150 lb 8 8=-150(L68), 9=-281(LC 9) joint uplift at joint uplift at joint and 281 lb uplift at joint 9. Max Gray' 7) This truss is designed for a creep factor of 1.50, All reactions 250 lb or less at joint(s) except 2 741(LC 1), 11=701(LC 19), which is used to calculate the Vert(CT) deflection per that this 8=261(LC 24), 9=679(LC 3) ANSI/TPI 1. The building designer shall verify parameter fits with the intended use of this component. FORCES. (Ib Max. Comp./ ax. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-1103/642, 3-4=-745/367, 4-5=-87/309, 6-7=-149/282 BOT CHORDI 2-12=-878/97$, 10-11=-628/416, 5-10=-447/386 WEBS 3-12=-446/538, 4-12=0/368, 10-12=-517/576, 4-10=-699/616, 7-1 0=-281/377 Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 151 lb FT = 10% xeNg Pltue tQnQgklrr?!its?tie k-I r9D"r 8i'S5 srsfun 6EDirIUM & IN AeturT, isalt C{ r-f.itleert5l:s!t<- r!es!. Ddess ttlenise (1!lel a tleTDD,cm6J RTekuuedrrriRssieP.3?QStrfir INIDDll be 10C A5itspSdth,,10Trtsie?kid!IeeIke 1DDQQII.,*1T!XI.ItxAnthony T. Tombo III, P.E. tlstdfS!s TrtSsrQ?eg lullilr is lDlreSrllHlilr ll(:tDwtr, PADa3!Is6'C;9 (2Q tbnlNe r(nlf ep Desiyrer,AtD?nehndfat lgw ?u: vd8e tv(dk TE el�dt eci rf 1. It qp( rd Ike TOO Qil ea. Nefd is, dike Tns,,mddr; lad't4 sle"141,A11sDn and krrr,hr; lit9 IN rerael:Ltr of z80083 Ik etlYaD DES�nR'fdCSdJ1f�Q!.AHe4resWol It INTDD sA fie rrdmaefeQNnsefui Waif rQeped Seer isern(nn;Mr, pfli'Wt Ill asIsKA mrelxcdha pt,et plan( Trim] deir4stansrQ:sa'Dies skdUin attaT.QssDtsiseer.hess}esra BpntM T.ss r/aadetS�v; ts'ess 44515t. Lucie Blvd. ' 6ff ise/die(lkpoBlDtdQpeda>.QIsriigI,dilerttslcx4eifitness CupfglQterisNOT iheras.i.1Dss!1sa,rrT(nsSpsehyi... Vekyh!uaifIII upra.xtete—ress,IshiihTPIL Fort Pierce, FL 34946 (opyright02016A-IRoof Trusses - Anthony 1.Tomb 111,P.f. Reproduction of This document, in any form, is prohibited without the written permission from A4 Roof Trusses -Anthony 1. Tombo 111, P.E. Truss Truss Type 15X8 CJ1 Corner Jack 8 1 1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 201 I D: I d_0OXyyT61 B i_TXo 1 jw H H: 1�- 1-4- 0 0-11-11 0 0-11-11 1 I 0-11-11 0.11.1i LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 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/rP12014 Matrix -MP 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 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. 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; end vertical left 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 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. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard RNINGSIDE A0118531 )tional ndustries, Inc. Wed Aug 29 13:58:11 201 Page 1 rexEVzUF 3Y5PO Akbec7PRiaaXH.Vr Fwi nA 0 0 a a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 10% tWEruq rinsetla?yH.re}aatse'6I17CE R;5S2i'iftlEl y6fM HN &EgpG GNS Airfxm. rodyisip pwam sdwl"es"Ws imss le:!c!l-iy(TN4 WIEt 101.11. heft Lq 11 ld RL 14.1 hiiR m ud.! nIw tE dad m fielw'eely WTFYtpIE:'hf PinhsSlgi:?Blti}UIh TDDlehetlll. 410nns hsill favoter(u, SFC.111 F.El"..'i'ML—da yTIU upstos ln[O.ni;e am rf21?fSlendE6F EF::'itg aslus,liff4a;r.lesptt 1k s4dmss d?rikl wit IDD ogre MOM. rk in ess'.0ires. l?u:Egu?t+nus, smdimt Anthon T.Tornbo 111 P.E. P.nd EstgT?I?IroiSTe!tni rNNl14ISltt ftsPH?ittlArgtim DwN.Me Owi?iseA:a!rsEdn:sfo!tSt IEIIIItE Dtsll!:t!,p::8(rrMgdta liC,Sr'Wtuddt llr�I�A:€l�mdF(sd RLl. Ile �r'IIEe Lil3e TgD I?dnWDtldsstgtoe TrsSs,;mllGirs E."�Iwg shtel5,itsM1llgitnadEsvix, sSgt Ee @e retpu43u:hg Y h Well 8Ef eWQucma.AuuissescaErtleTDDnNsa Ecg¢esod dArzesdd?h11dn rck ¢nSg lEEamtlin{B(V; eNlstxd TPIerASFL11f3tPhllY?i!FI nero? :1mt 1P;IEeSsEs:!?st: : 80083 t sfe' I T'i- 1 Pa dr 1 N 7r � Pemhat;esredbaarte?7�Ess¢en)?teT�s�soes�s�;mxrooTTEEss>laatemFteycae�, ,;q51 St. Lucie Blvd. aln'.Ie Mai lyer wnd otrted firer It wgdnl IT d1Im Im<iitT. TSPTrrss Df1N,9 Exj reef eS MDT e4la:isl oEiE¢ter, NTrotf S)f'?3 EEjlt?!rg®yheddi>I. NI [GP:idS?d?P'A: fIECS dgad Et TPI {. (opyright02016A-1loo(Trusses-AntbonyLTomhoIII,P.i. ReproduoionofthisdaumenbinonyfomisprohihitedwithoutthewonenpermissionhearA-I Roof Tresses- AnthonyLTombIII,P.T. FortPieroe,fL 34946 Job Truss Qty Ply RENAR MORNINGSIDE A0118532 WRMSCMB3L15X8 CA �TnussType Corner Jack 4 1 40 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:12 2018 Page 1 ID:ld_0OXyyT6IBi TXoljwHHzefvK-YOaDsHF7koNrgigbyhhz8N9I9r2cP_X5j7SamPyj_D9 -1-4-0 2-11-11 1-4-0 2-11-11 LUMBER- ' TOP CHORDI 2.4 SP N0.2 BOT CHORD' 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORDr 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 = 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 = -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=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp Bi; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte'dor(2) zone; cantilever left and right exposed ; en8 vertical left exposed; porch left 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 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 chordi 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 43 lb uplift at joint 3, 72 lb uplift at joint 2 and 27 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIrTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 4`�'edg llease tkorSryHyrniextm'AIyDGE 1iO5SrS riELLE[�6EA:I2E TEW58fOFCdIOkS COS7ON{{"dtil'j AfklO&'wC NENi lera. TerAp tesiyelneaelen oadrsel minntdsiens Oe::yrefiariallTfv",ers th Avllurl.Ieai>OI,t.E. idereae Slnl te'osrne. Odess oY.errise dtlel eetlelOD,ea."1 6Tei«meaerr'e!es SeAIEaesedfrrr1e19O1a1,e.0l1. FscTrns OeslEa hprx«{Le,Spes«ut Nurtar;.Rns!olnnrlOC«rresens aeu«O;a:eAlle pra!Snind mpe«rry«yeniltliry'er!ae En yae; Itesage Toss tepmAet It Mulre,40M. The des1yonsmytues.1,,d.IwEmm srmllry Anthony T. Tombo lII P.E. t a«dhls TnssIt, ag1101by is tie rupmSiMny A!NOnn.14O-isadTm:i=d rem Of Ike 110114y Oesiy«r,ANnandd Is! Ktrarltfmdfle lead la:digndt rat MI. Tie gpIT. dice TOOw1aey field ne side Tmi,latl Ors W11. Sirrye, InteOt'. and t«szg Id it In«siscOltrd Ila 0.1'ee Oes� ad tsranr. iO tews SO W. Alit Sri I'ae !mi«sml wines dtta rnldia fort nmSdt h%menmlrfif elfistnd1, Iel ndSllt rteal.s.dtt� e«! Ama TP lkSrei2.«s aO1ies tttd5ad3a1nss Oed er,Lsss Oes'. m erad lrt!s4aufa:'a:n, urns 8U083 1 rn• 1 Pi 1 Is 9 1 1 ne a �� 1' �- f"e 4451 St. Lurie Blvd. kends. ddie!2 Etafnil•ed ege4aNa uwifiq ly dllt:tsleaehei Three% Ceilya Eolianr is MCI �.er.od.gre„gaermTmsa Sgre.Eey«erel.p.lLay Al agwnel:erns areas ddued mT711. Fort Pleree, FL 34946 �"topyright02O16A-floafhusses-AnihanyT.TumboIll,P.E.Reproduction,ofThisdocument,inanyfarm,isprohibitedwithoutthewrittenpermissionfromA-fRoofTenses-AnlhogyLTombIll,P.E. Job Truss Truss Type Qty Ply RE NAR MORNINGSIDE WRMSCMB3L15X8 HJ2 DIAGONAL HIP GIRDER 2 1 A0118533 - _ Job Reference o tional . ,, r , ,=.o, unavyavLsua nruss.Wm Kull: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:12 201 ID:Id0OXyyT61BPage TXoljwHHzetvK-YOaDsHF7koNrgigbyhhz8N9H8r1HP_X5j7S.Jage 1 Page I -1-10-10 2-9-3 1-10-10 2-9-3 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. ll; 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 2-0-0 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 Ib down and 59 lb up at 14-9, and 75 lb down and 59 lb up at 14-9 on top chord, and 24 lb down and 34 lb up at 1-4-9, and 24 lb down and 34 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 10) 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 Gertlry rleeurtwngNrreeieefhe'GI 19gr nC'S52j SEttEPj CSa:lat RU4 B rOAGmDVS [aSTOM; a10T1'; a(rrAG�DS.altli'Inx. iwilq lruq gaemders pi udeafet ultisLess DesQ 7rneg1l[4; rri!k� IdkpaT. llxe>;?, I.E.Iderexe S!e!t lsh!e p!. Ddess dlw+ite ddN mtielDp,ee!q M ikuaemr1'e, slsllM ndforth TDD It be e0.Is. Tin, Dedp homer it,Sgecidtq 6peeer;,one lid to cry TOO uptledsprmpwall The preindpd egioe!rlq uspndilinibrtivissf,MIle sied',Tnss[!p!d!iptit TOD lore All W.ata[!s!ga nsroplum.beauapeHnxs, sendilry Anthony. TORIbO III P.E. H Oleo ibis Tuu br pglEiliieq is lhrtSpH!INlihdl"2Ov13r, IlPOWuttfid'9'I:e[i� or IleA'IIIi14 D!!Ige/r�a Nefededdhi laC6?R:ultie borIk'a'n(tie "I rPMI. TIetTysuldtie TOD eli eglitliOle da2TNSs,1ad,6til&d:iq.t!e!egP, leShIIa110e Ga LTe1Zq!SaISS?Fa re!gwsi5�!:hd y r ' NkP.i:4e Det a pdQatresaie.InwxSON1ul DDpilie rrAmsm! iortesdulInItie reR MSde Ia ampltQi; atTSW, INASrgererd[remahr purl ilOOO Itllgfiresti!;es a 80083 a § r ari- i M� 7 i h a Q gensnesr+a�D rtielussDlsliv ,ipsoesQrapal earpssMadealr,p,ss 4451 St. Lucie Blvd. eSaMse ldirr{IgaG9ela rpeei mncovrmglq dl peep lrardpS lke Lvss Ceuafegieeeds NCi the to faq Ce.lgaw, rri�r!ssps•!n"cynprdmglu!Laq. All oplNi!dfeavremdeBedhnil. Fort Pierce, FL 34946 (opyrighlDtgl6A-IRoof imsses-AnibonyT.Tombail6P.E. Reprodudienofibisdocumeni,inany form, isprobihtedwithout the writtenpermissionfrom A -I Roof Tresses- Anthony I.Tombo111,P.t. + I Job Truss Truss Type Qty RENARMORNINGSIDEWRSCMB3L15X8 A0118534 HJ5 Diagonal Hip Girder 2 �PlyIVI1 r;( I Job Reference (optional) A-1 Roof T Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:13 2018 Page 1 ID:ld_OOXyyT6lBi_TXoljwH HzefvK-OD8b3dFIV6VhlrFnVPCCgahPbFJpBPdEynBBJryj_,D8 1-10-10 3-0-11 I 7-1-3 1-10-10 3-0-11 4-0-8 1 17-1-3 Plate Offsets'(X Y)-- [2:0-0-13 Edge] LOADING(ps� SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.09 6-9 >918 240 BCLL 0 0 ' Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 6 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MP Weight: 31 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) WEBS 2x4 SP No.3 Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=13ft; Standard BRACING- Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Concentrated Loads (lb) TOP CHORD cantilever left and right exposed ; end vertical left Vert: 13=-9(F=-4, B=-4) Structural wood sheathing directly applied or 6-0-0 oc exposed; porch left exposed; Lumber DOL=1.60 plate puriins. grip DOL=1.60 BOT CHORD 2) This truss is not designed to support a ceiling and is Rigid ceiling directly applied or 10-0-0 oc bracing. not intended for use where aesthetics are a MiTek recommends that Stabilizers and requi7in consideration. cross bracing be installed during truss erectio3) This truss has been designed for a 10.0 psf bottom accordance with Stabilizer Installation uide.chord live load nonconcurrent with any other live loads. REACTIONS. (lb/size) 4) ` This truss has been designed for a live load of 4 = 88/Mechanical 20.Opsf on the bottom chord in all areas where a 2 = 381/0-10-12 (min. 0-1-8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 6 = 166/Mechanical bottom chord and any other members. Max Horz 5) Refer to girder(s) for truss to truss connections. 2 = 142(LC 4) 6) Provide mechanical connection (by others) of truss Max Uplift to bearing plate capable of withstanding 67 lb uplift at 4 = -67(LC 4) joint 4, 153 lb uplift at joint 2 and 93 lb uplift at joint 6. 2 =-153(LC 4) 7) Hanger(s) or other connection device(s) shall be 6 = -93(LC 5) provided sufficient to support concentrated load(s) 77 Max Grav lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb 4 = 95(LC 19) up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8, 2 = 381(LC 1) and 32 lb down and 41 lb up at 4-2-8 on top chord, 6 = 182(LC 3) 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 FORCES. (lb) 4-2-8, and 14 lb down and 40 lb up at 4-2-8 on bottom Max. Comp./Max. Ten. - All forces 250 (lb) or less except chord. The design/selection of such connection when shown. device(s) is the responsibility of others. TOP CHORD 8) This truss is designed for a creep factor of 1.50, 2-10=-404/10 , 3-10=-370/130 which is used to calculate the Vert(CT) deflection per BOT CHORD? ANSI/TPI 1. The building designer shall verify that this 2-12=-184/381, 12-13=-184/381, parameter fits with the intended use of this 6-13=-184/38 component. WEBS 9) In the LOAD CASE(S) section, loads applied to the 3-6=-396/191 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 G'eniq Pln:et!!nfrHr r?±iir sh'fl IDLE TUSSBi'Sfufn 6Cil Hlfrfd$dCDe(d110!iS [J$TONS il';d(rSC.iD HEei'fur. TerM deilgif+faelen satrfed L Nri)V,ri MerextSl:sttkz!eKe. Deless gh;risr tlel±dfntlelDD,ta'p tilif'xuitf*hrr:fe!s4il::a tseflfrtttTDD In 4e t¢IId. 4ssTrns Desya hytfett{Le,$Te;iiNrGtice>;;,:5?s!el if ier7DD ffFffsfftsmuu.tmff ftt4i rra1±5?I!Id'git i,laS1B!Si411APb:lillfS:E14i 14E f�EyETrf!Sd?Pi:I±d fE 14E TDD 5fir.09dR)•(Yl. ifl d?5']f iSStIiI11?FS,IICdfPtMClitf;, N1104111'r Anthony T. Tombo III, P.E. ' It1r:"frafif"j'R ase!15is L•ess4?nr tuNifpit (?e rtlrOfvlillhdtilgal±f,?1f0,fi4t5[.4,erlZ[{fgfile!lal rnlfifEDlSiref'ml!BfN±±fl Oi lu l4r,9?14(Nd15t I?f�'4a!dljfld!63 rPri, iil[9ynfE1 tI14t IDD�INfiIII BSf d14?TRSf, udfdiR 4M1+lIU}Skl4F,fo5hliStifendhlt g?S?Ii:3 M1d tlSjiasS:!:hd Ifd(14:tDA!, d:rskSiel@s;n@27DD tdl'tEp�f[l50d}!d•1 5 fn r1I{11§(EA-h94fIS1IRfIBS'l1EiiBf�tf'fpNislkr71aad56fAfrrfin xc.hlPeenel�dme1P'dfffixS3?ItfPA5911filtdf4`?S?!4?iiff!Dnigfer,i![5!IPSij1G�3±tfWiTR:SM.TAAI.:HI±;tEIf52 4 80083 f'4einil df{Ilfd4re a>i:stl eJfEEd f511 R %mDer 4r CII rA(?.M I[1t-Yfi. TS±Tfi!i f,im.aliefet �s IIBTt4 6md�g C•.i}va, irr?fssSis•a Eer fafr r: er 1.Ddizp. )11 fq,�a?iht©stress defined ioTPFI. 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Coppfight02DIdA-IRoof Tresses- Anthonyl.Tomhoill, P.E. Reprodeoiondthisjomment,inonyfarm, isprohihhedwikuithewritleopermissionfromA-]Reeffmises-AnihonyLTomb111,P.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X8 J2 JACK -OPEN STRUCTURAL 9 1 A0118535 Job Reference (optional) �,ty r� a rnuaa.wler RUFL O.L IU 5 May i820io t-nm: ts.zfu s May Its zu3a Mtrek Industries, Inc. Wed Aug 29 13:58:13 201.g Pagel ID:ld_OOXyyT61Bi TxoljwHHzefvK-OD8b3dFIV6VhlrFnVPCCgahTvFP28RnEyn68Jryj_D8 -1 4-0 2-0-0 -4-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/19b TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 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/TP12014 Matrix -MP Weight: 9 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 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) 2 176/0-7-10 (min.0-1-8) 4 = 14/Mechanical 3 = 33/Mechanical Max Horz 2 = 63(LC 12) Max'Uplift 2 = -60(LC 12) 3 = -24(LC 12) Max Grav 2 = 176(LC 1) 4 = 31(LC 3) 3 = 33(LC 1) 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; end vertical left exposed;C-C for members and forces 8t 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 ANSIffPI 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 2-0-0 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 60 lb uplift at joint 2 and 24 lb uplift at joint 3. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/ -PI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard �e•an.net5ena�tr(Irte!itmryE•p.EtOC.fIDii2{'iftEE[•16(R9t(EfW58(4E;t11[dSNS17Mj51T�'j!(ILtlGti�r;NElli fera�fri�deSigaEameStrs�rtalealesn5§slnss9e:i�)rnviylffw;tr4lkaltnufLltala;t.EttltuxtResl:s!eese.Ddes5t8vwrsestetdnneTDD,Eay plieRoetnttE p:messlilit*uet(rtnelBD lase etlh. IS ITins Destla honup.e.SMitlft Ispur;;.ne eAn tgTDD Eeiresens ttu¢,s! ;t AESe trEl:metd euzn;itg r-ytulllltl(417e tEs c�<,nPS'F�ETftSf RjE:�°tnnemo ottp etterTt�E. N hsVzs.3AJn'1.dss;. nn:, salo•Itq Anthony. Tombo 111 P.E. ¢Atst lf�13 T555n'lef rulinE lS nl RSµt!INIA!A•�dOthel, nE DwaztEFA:ie'nfteye�fE lBerpllllg DlSlEnr,6N%fe1RN 1E A: IN.nrli, NO! Wdb!fRittE .191,4 EtC<e"WheIDD nC nTEltlteSe FineTRSS.H�itIGi Ew'A:kY}S!e2tf.ItsftllNlnntEilf3j SS�IM r'E!lStdASi�I�ht( Y ' IEhirofa DES trlli44N!.Al:ni'sn'iU:.4111IDDniin mdnsm1 himsed!hAtle (aparisidt it'n[ate�t(s nllfEtsE TN.ASF(Ierall.mllo urei dnmTF'tlEe`Iustm3t^ 1ftssWt n9-hNSsDeli sr,T!osOu A•tenlTBSfM.tF91th!!rrn:tsS �80083 gt t i t t 7 fit T g F tF`t 4451 St. Lucie Blvd. e'Ef.'fistrf(IIELYJBJA.'NB'SEIE�EfOGR%TIMA'EJtIItM�FS Im:EitS TSE Tf65S DF$I(pEe§IOn(IS MCT xt t21:d9a DEil}iEr, iETfl5s ir5'!rE&jiBW �9(IFAtlit tll(aF,,.aad:tr031rEMOef�ItibTII I. Fort Pierce, FL 34946 CopyTight02016A-IRaafhosses-AnrhonyI.Tombn111,i.I. Repmdullionofthisdotument,inanyform,ispmhibifedwithnutthewrittenpermissionfrom A-IRaoflirasses-AribonyLTambaIII, P.E. Job s Truss Truss Type QtY Ply A0118536 WRNISC,B3K 8 Jr5 Jack -Open 4 1 �RENARMORNINGSIDE Job Reference (optional) A-T KOOT I Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 13:58:14 2018 Page 1 ID:Id_OOXyyT6lBi TXoliwHHzefvK-UPi_HzGNGPdYw?q_36jRDoEZXedntuOOBRxhrHyLD7 -1-4-0 5-0-12 1 _4-0 5-0-12 E 3x4 = 5-0-12 5-0-12 z LOADING (psI SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.11 4-7 >532 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.10 4-7 >625 240 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 BOT CHORD BRACING- TOPCHORD Structural wo puffins. BOT CHORD Rigid ceiling ( MiTek recur cross bracir accordance 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = 4 = Max Grav 3 = 2 = 4 = FORCES. (It Max. Comp./I when shown. 2x4 SP No.2 2x4 SP No.2 sheathing directly applied or 5-0-12 oc ectly applied or 10-0-0 oc bracing. lends that Stabilizers and required be installed during truss erection, in (lb/size) 115/Mechanical 271/0-8-0 (min. 0-1-8) 60/Mechanical 124(LC 12) -82(LC 12) -99(LC 9) -48(LC 9) 115(LC 1) 271(LC 1) 89(LC 3) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3, 99 lb uplift at joint 2 and 48 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) J Standard Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp Bi Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterhor(2) zone; cantilever left and right exposed; en8 vertical left 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 hand bottom chord any other members. 4) Refer to girders) for truss to truss connections. 'eroiq�il!ssrMcn!{Mrrni!rfie'Ad rOCrfii'iirSY3iLLE[yEiA9N iFPidSB(DEC111GkSf74r7N�d1]';:.(K.YC?�LiiMEXP 6es. iaDp Tesigtruta�?rs uad rtai eef>su!'asrnss)e!m lrnia; (iic�rti?Ee Atllufl. fea8o u, rF.ref!ren!Ck�!5eire aa. Ud!ss cMenis!st!Id teNe IDD,w¢ WT!'rwreb!�x`esslil:4!aselirt dz iDD 1!unlii. AseLrsl Deslry Ggle!eji.e,Sx[IdtP6oc!a;,:!!sminu.rDD nprnMt mrmi a:e!Itla praLESUul eepiaE!rit{r!EiuA..........!dn!p7td tles!QreTnssfyn?I tetlelUD onr, mderiYi.>rxe!s p,mnne?ne,ItEe:e?mzmn:,smemry Anthony T. Tombo Ill, P.E. CA tSt tltl!Si:iE`t'tei{c+ltF if tllR!in!1lllilrAl$OtV.!,IlED*2ttf FPS IIEItitll t'S!t{Ell/tFD!Sr!R?,tlNd[thellt(Mt li(,3?I::9rbell!�:{3�Lx^y(Ilf rsS iP:i. IT! L....... iDD tar ttTn ld 3l tth2 irsst. Wdt�R r�d"'3;p.5't'nF.IlfillaDtB NDNtlzT 3!]Iis!?!•. rrspaclJlr l} a80083 ! T.•.f 7DEs erl f[mSttls. Tl'u'esse!aa?:ttk<IDD es1Ii!p(adias ad �iTJn!s tltL•MIGv{(tayaen Sa(epl tm!Dn;H!fpttli!!ni!ry fPl sd S{q n!:ele!zt4Te rrtrral"'t TP-I diu;3E rPEs'lilies rxd h:esdl!1!ese DeupeGi!Hs Des:rw inpia:eresd r!eE; G>-nIt^E x, Eelrsc I 4451 Elfifl lEill[�! erlt'Me rFjB tit w!ilit 1 rll MEs I!ar,'?ei iieTnss C+sl Eo �eeesu 7Aike 6aala DMI iH, if Tlt!f �'!�?T C111?lr 6sflrttD R. i�I[ .{'��I?�k.'V13 tfECS i�'dN 1e TiI I. Fort Pierce, FL 34946 er , FL 3494 �apyEight (S�. 1EIl d A QaaiTmsses-Amhuoy T. Tomho lli, P.E. Reproduniao ah6is it mmenr,loony!nrm, is p!oSihiled witheN the written parmissian tmm A-18eof l!esses -Anthony T. TemEo lll, p.E. Job Truss Truss Type Qty Ply RENAR MORNINGSIDE WRMSCMB3L15X8 T01GE COMMON 1 1 'A0118537 A-1 P, f T,nc c,,., os.- [Ft 9AnAC ,,.._:.._.,:,_,._.__ ___ Job Reference (optional)' . -_... _._ .•• •• •••••,r ••• ,•• • •,,,•. ••.� .. ,.,ay ,a, - - One 1- n4uuausC�, MG. vvea IAUg'dw-13:3o: 14 zulds ID:ld 0OXyyT61Bi_TXoljwHHzefvK-UPi HzGNGPdYw.)q_36jRDoEb3eeettTOBR* 1-4-4 M-2 4R-n a-a_1A 7_41_1) o A 4x4 = 5 9-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR 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, 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) 15 = 418/0-3-8 (min.0-1-8) 11 = 418/0-3-8 (min.0-1-8) Max Horz 15 = 76(LC 11) Max Uplift 15 = -170(LC 8) 11 = -170(LC 9) Max Grav 15 = 418(LC 1) 11 = 418(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-200/335, 7-11=-200/335 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 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 1.5x4 MT20 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 170 lb uplift at joint 15 and 170 lb uplift at joint 11. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES MT20 Weight: 47 lb GRIP 244/190 FT = 10% �i4!dry rinsetsa4rylJrr44ientk'dd 100f 6(QXi1IICBS(8s101dj dVlil'fd(rNOrr:r@SNFb'bsm. Tartydesipror®ders o11rte9 odnn1BisLczs DP:��JnWar(T(z4 mi 1(, AdtnrI. TedbaG; ri.dl-44414,e of. U&Ssah( tse dAd ntie Uo,Nly k1Tek<arsmspx`xs sail:4 ned6rst219DIa4erclil. Ascienshni.(gnxu(it'sF0.111 ,mu: „H4 ualnsty lerseseos ssuaKneottle rrdessl4rclu,[s:lsergenililor`s; sbe l4s!(nd IN sqe TrusLria14e.Atmaatt'duln&I. The do Ta m4mrtiee<.. ledq<nanns, sedilBr Anthony. Tornbo III P.E. ad ese d4is fanrx4eer rcildi4e It 11eses°x4ikilih AFa Or44eB*Oraiscti!trit4!¢�%a: sh reliieg aesirrsr,.aMt Hotta elTn t6:,�r�S!a68c 6se.kdtit•, od4 ¢d r!41. le rygmi dlle lDDo>toa. Bell esedN4Tsnss,'vdefic46s��:ay siege, udIdiunf Ns[z;s5>Ii:a lL re�raae5+'hd Y ` ' teeke ep94si ertfto:-rO�:.AI!n'esusmtieshTBD4adsse s�i[es�9 ddxesdttstnlae (oe ems4(e to !n[An;r(',I; aIBSFz3 RloNsr[Anerduez2d54 nerol 4n[e.IPrlE4in;!-:r. 6:Aiesn.ialne!!l:Las[ku u.l[ss)esi s ut�!(nssRa»tene!er,n45; r 80083 4451 St. Lucie Blvd. 43uvfu Idie4f 1peCet;oa o7rer! otro io xtiBer it dl °ea K in[d4ed. raehrss Ceslm.ryieees Is r01:A ra4atagG[5:�aey esTnss.rs!aa iyn4erdmr4sil4ay All [OPea4d Arosart., ddaed I'M 1. Copyriabi 0 2016 A -I Aoothusses-AnihonyT. Tombo 111, P.I. Uprodudion of this document, in noybilt, is prohibited without the written permission from A -I RooiTrusses-AnthonyT. Tomho 111, P.f. Fort Pierce, FL 34946 iJANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTLOI s 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-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 Attach King Jack w/ (3) 16d Toe 772-409-1010 Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's Attach Corner_ Jack's w/ (4) 16d Toe Nails @ TIC w/ (2) 16d Toe Nails @ TIC & & (3) 16d Toe Nails @ BC BC (Typ) 0 P ach Corner Jack's (2) 16d Toe Nails ))TC&BC(Typ) .'9rn.'mf'Pls7stt>c'aq'rrmdr�.'A G�f tl�s1;ij%F,ltrij.6PP!Ilii'tlb3tiC�Ril.li;C94.10i1(CI'E1'jt+,Y?�tC;li3>-'f6 f•crs 1'rI�?r i"�":«li�oh4w�i f;nlG:gttC°raPfPy rbC 1�a.T sv3 i�ii lekia(eJbisikifct rsl,.�r,'de`ierw ,�/Ad.b 7€9..aIP . �STnS s,m,�a,jl�ss3�Sa sselPa Pufiktr4r .:AiaUnsWntiGan.r{e. lNcant fupsre', tl., ss esal,t70 tgraseet±ezn:a at rpdn±!aiE efper,n9±s, iu Pw�t .sspa1t61mtlr rrxsis* zla:�!A&.dt. m3a Tf6'Rtlsa?riesserti;ns,3,ragr»ii ns,stbi�uP Anihf n 'i`.,Ifiombo aEratttsaS,tscfr�t tml5e;;ties wa�u�ai K��sM �t:w?, enwn,cay�wroeuntntsa:;tamu�unr�a ��esam±ta�e>;w,tia�ma.wt.�itc��z,4xm��arrc>is,r�±tsaree�st�au:n&aa�i+Yitmte<asv,ee:tma:ruysb�P�r�,rr��ey�, Y,z . aE�ste;gr �w ra p ua,±atas irt�sn pan ivaq maeeoi uP ��trrzp.ssdr �K �� r P:+rn�e am vw efdrF �a u�t Pr,ta es dEte t aesaw sd tan»empu,swr� r�Iaen�et,rcsp �i„ s :445,It. wo6 BWd:. ta,xtishPasl l7traxbia s'vr±tmra.47 dilens,u,y0 lM f9nsia}efyaexrlw;t'ul±� Pzsi r,.q(ntg^ 6@niud�a bnl ,. ¢t,.�tkmso:isrd�utsii}3< Foit 04ke;R 34§46 lapnJ�Et �;tOlb d ! ��l iresrs,AmloayT; To�So Ili P.I„ Rpp,cdnofca ottkis domase6 m aarl6ta� is pra�i4ita8 xirkn�lrke vritt:n perm,asiar.6emkl iae'Lnssee: Act6sn� is iesdb��I;P.f` FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD unoT7nuTAi ooArr A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 -3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCH TO DESIGN THE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST A OUT OF PLANE LOAOS.THAT MAY RESULT FI THE BRACING OF THE GABLE ENDS. 2X6 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 FDUIR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ION 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: 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 SHUCTURAL FOLLOWING NAIL SCHEDULE. G BLE TRUSS 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 SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' t LS SPACED 6. O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL I I / GABLE ABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ION 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. INLAYED STUD NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / \ SS / AN ADEQUATE DIAPHRAGM OR OTHER METHOD MUST BE PRESENT TO PROVIDE FULL LATERA THE BOTTOM CHORD TO RESIST ALL OUT OF THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. \ I \DULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL 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 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. b6P al ai{ifalttrte{}rMgisaeliwsx5mma!0rar rk C-reriocfivicef ye.l ertl�R ih}D+c�vrn ;» Hs3 k�"I+li��}fili�JBi}tL9k[t1:1:f(iS{[i9%i�#3itl adiIXVUS Va}'l}flIM{5�'�t }e.f1L.�txRjgM$ihktMIX311P1.:. xw"sr fe5nii, rtre'a f�x�arure mmi,$E}ahs hrheE. aka hn{ltr �Ifpa nt{l;fhxi Yfmt banQre?,alai opp?gE1�1f16A}Pn:i?tftses,Aatkaap:E.loclCnl�i,P.E. Fap{sdeII:ceo't!n'tauneaLmcry:nrm;is �itiacf the writltn ps;missi¢a haai A•180011roues; kz;fiknTT,TsmLalll,l'E Anthony T; Tomba III, V.E. 80063; 4451 St Wife Blvd. Fort Pleree, FL 34946 JULY If, ZU1 r I I KUSSEU VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST_ I I1CIF RI Vn FOI SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. eff4 srareal, GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL W. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. TRUSS CRITERIA: r _E END, COMMON 3S, OR GI DER TRUSS I I i WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. I ariar}�1, ipa$uln, �:f. Anthany T. Tor:ho 111j 15Z 80083 4451 StAticle Blind., Fort Pierce; FL 34446. F,�BRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 I GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. �I 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. A-t ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS i II 11 II 11 11 I 11 II 11 I 11 11 11 II 11 11 II 11 II 11 11 11 II 11 1 II II II II 11 11 II II II II I 11 I 1 I 11 II 1 1 11 11 11 II II II II 1} 11 II II II 11 II II II II II II II II II II II j 4 li BASE TRUSSES VALLEY TRUSS 1 II (TYPICAL) - I GABLE END, COMMON TRUSS, OR GIRDER P 1-2 VALLEY TRUSS TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE! ROW OF 10d NAILS 6" O.C. li DETAIL A (NO SHEATHING) N.T.S. �IvSEE DETAIL "A" I BELOW (TYP.) nL� 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 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. tlge& e<vmsl*r�sfc+a!a(kt{,u {1 cr?. i-d'eata.emiA:uiix'i{t, .. rwitimes hill yt.TamisllLp:E:kited sr;haalthearl:tteopradiiiot,DmAdlaofLasses,,kdorytTerbItl,P.w Anthuny T icllib6III, P.E. 80083, .1451' St Wde Blvd. Fort Pierce R 34946 JULY 17, 2017 I 1 " (HIGH WIND VELOCITY) ^�L I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MP[ MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNG�,. ,,,,���, ,,. 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 MAYBE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) 0 0 0�0 .� ` 4IQSit rl t:`'N Tf if IKOfD �4y �tif. \\\1 �fs3E�gca,gmaswfnde EAacm gtpsiia icErc�yr(frJa3apeetr�. f—W. s) 7aiR 1.1 I-IFT..... 9.m44neC-0116 1—,1...0wa..4d..f...,1.10 :ri r.,aiWaiP:r Anuiony 1`.'ToftZ q $om ' 4G5i. Sk:.tucie' 81v@. Fart Piero, FL 3494G 1 A FEBRUARY 17, 2017 C i A-1 ROOF TRUSSES 4451IST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VERTICAL STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. STDTL08 VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED G' O.C. (2) 10d NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) 8d NAILS MINIMUM, ROOF B 3X4= PLYWOOD 2SHEATHING SHEATHING X4 STD SPF BLOCK 1 r � DIAGONAL BRACING ** L - BRACING REFER i v n i / / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. lOd 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. -- ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. 1 3/ TRUSSES 12 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' i- 0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE __ TO VERTICAL WITH (4) - STUDS1WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10.IDd AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-D1-12 BY SPIB/ALSC. ENO WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12' O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16' O.C. 3-3-10 4-9-12 6.6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5.6-11 6.6-11 11-8-14 2X4 SP #2 16' O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP 24"O.C. 3-1-4 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH lOd NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. 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. T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 STDTL09 ' WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90X OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 k \k BRACE SIZE FOR ONE -PLY TR SS SPECIFIED CONTINUOUS ROWS LATERAL BRACING 'OF WEB SIZE 121 2X3 OR 2X4 2X4 T-BRACE 2X4 ILBRACE 1: 2X6 2X6 T-BRACE 2X6 IiBRACE 2X8 2X8 T-BRACE 2X8 I;BRACE I BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 17BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS i I WEB T-BRACE SECTION DETAILS 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. s 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 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. ST. LUCIE BLVD. PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 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 (OD 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 3'). r ATTACH TO VERTICAL NIBLS(D31'X3) 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 (0.131' 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' DIAJ 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 (0131' 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 LATERAL TOE -NAIL DETAIL STDTL11 V5 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE 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 ri 128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 Z 0 J in .148 81.4 74.5 64.6 63.2 52.5 N HI ITHIS IS ONLY APPLICABLE TOIJ THE T REEI END DETAILS SHOWN B LOW.I SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE 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 35') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE ANGLE MAY VARY FROM 30" TO 60" 45.00° 0° SIDE VIEW (2X3) 2 NAILS' NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60• 45.00° r FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A-1 ROOF TRUSSES 4451 �T. LUCIE BLVD. FORT PIERCE. FL 34946 I 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 0 .131 59 46 32 30 20 Z O -1 .135 60 48 33 30 20 • ('7 .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 F_ Z .131 55 43 29 28 19 Z 0 Ld .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 .148 57 44 31 28 20 th IL 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 ENO AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY APPLIED. EXAMPLE: l (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 WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. I +++ USE (3) TOE -NAILS ON 2X4 BEARING WALL +++ USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR Sl Z TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 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 1.5x4 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. 2x2 SP No. 3 TYPICAL ALTERNATE SApin 11, 2016 I FO EXTERIOR FLAT GIR EIR TRUSSIL I I STDTL14 A-1 ROOF TRUSSES 4451 ST. LUCIE :BLVD. FORT PIERCE, FL 34946 772-409-1010 1 (4) 12d TRUSS 2411 O.C. I \f --- UPLIFT CONNECTION (SEE ROOF TRUSS) _ EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 ,kn - m,fk'V OUT ncnuc{5nnt'�..eEeuu r-Itce�ux rox�,^unml aen;;.:xi[{^m:. rntlrr,u„t tw,sm�nt�+ts W, in uni• ,vm�ems.n,,.s.s,.s,�.rt ta.�,sw,ea.,rrY niln!.mr�tr�tsr«lwmlwr AE7McurM,rra sb Nnad h<mt am.r!rtl, atu s, ptx;nxe5 aspny tgewnp u, wring loonn a li ,v,/tttdn rd,srosi «y;et, ,ntt;in rt.at�,Km,�,T,=n srpeteo,n,r.nwl, w:<tr9a, te,�pnY,ntnn,.namr s,,,ne.l, Anthony T. Tombo ffi, P.E. Y,1NET.."i iAR w[tiu8 4i . ua 5h,'ll,tua-94G.»f M ie *.Y{.F'%nfOopmi,"POW 0A:.i6r.. St;whidl"ldu ih.0iL4.iuW1Of ridYlOAati6:Ant4uliffi11n5kSxkE.it�l tl.lk?spr.6:b�itivilil6frn111CiN1Y a sndcYii n'g�C)y3 ' 6,:�q irupn nq fineRw, if tY+sE,tnld+tt;D ptlhnati'!SµjpMea+sa'Mb-dst(ta,tmM5iit171dY.amctit5M1t1bMITit)patlSMl �tufinei nSni tniwt iRlffinSkl nstuut3 fitsli ndye l.t,tGupr.i•arscr; �q.rr wflnss Yt g!*tLY�,sS 445I St. Lucle Blvd. •n, fadxthttaat8gred ejttmri.:ryir t$pp�Y et 15,iex,6 ,getepexr•Is 537m{0!m{tm,rtiva[e{ben a' rt.{. la<quxrMw>rntntrtn«{ tna' Fort Plr-ree, FL :4946 • (emight 020I6 A-1 Poll sts AwhoyLh-toIll, P.T..Atp,taGil'9oollais&;... nl,io SerbmisprthlhiLl Wriboul the wrillen ptmisikert9A:I Reellrus el-AAftayT. lo'Wild.F. IFEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I 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 12X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 12608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 13187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 ■ DIVIDE EQUALLY FRONT AND BACK ATTACH 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 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE X' MIN �— 6' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEE AND A MINIMUM OF 5' FROM ANY INTERIOR JOINT (SEE SKETCH A 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. S. 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. TO JOINT OVE). w .QFEBRUI RY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 !ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148. OIA. X 3') SPACED 6' O.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. �Z�1C�r�►�l THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 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