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Home My WebLink AboutTRUSS PAPERWORKA FLORID I OORPORA .10 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 I �I PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com SCANNED BY St. LucieCo TRUSS ENGINEERING BUILDER: RENAR PROJECT. MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:56 / MODEL:CAYMAN 1763 / ELEV:B3 JOB#: 75309 MASTERM WRMSCMB3L15X10 OPTIONS: 150 SF REAR PORCH NO VALLEYS �_ A-1 ROOF TRU55E5 AFLORIDACORPORATION RE: Job WRMSCMB3L15X10 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. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL -Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City - General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017rrPI2014 Design Program: MiTek 20/20 0_.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 27 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 A0118563 A01 8/29118 13 A0118575 B04 8129118 25 A0118587 J2 8/29/18 2 A0118564 A02 8/29118 14 A0118576: B04GE 8129/18 26 A0118588 J5 8/29/18 3 A0116565 A03 8129/18 15 A0118577 C01G 8/29/18 27 A0118589 T01GE 8129/18 4 A0118566 A04 8129/18 16 A0118578 CO2 8/29/18 28 . STDLO1 STD. DETAIL 8129/18 5 A0118567' A05 8/29/18 17 A0118579 CO3 8/29118 29 STDL02 8TD. DETAIL 8129/18 6 A0118568 A06 8/29/18 18 A0118580 C04GE 8/29118 30 STDL03 STD. DETAIL 8/29118 7 A0118569 A07 8/29/18 19 A0118581 C05 8129118 31 STDLO4 STD. DETAIL 8/29118 8 A0118570 AO8 8/2 /118 20 A0118582 CA 8129118 32 STDLO5 STD. DETAIL 8129118- 9 A0118571 A09GE 8/29/18 21 A0118583 CJ3 8129118 33 STDL06 STD. DETAIL 8/29118 10 A0118572 BO1GE 8/29/18 22 A0118584 D01 8/29118 34 STDL07 STD. DETAIL 8/29/18 11 A0118573 B02 8129/18 23 A0118585 HJ2 8/29/18 35 STDLO8 STD. DETAIL 8/29/18 12 A0118574 B03 8129/18 24 A0118586 HJ5 8/2 //18 36 STDLO9 STD. DETAIL 8/29118 The truss drawing(s)referenced have been prepared by M7ek 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 renewal date for the state of Florida is February 28,2019. NOTE -The seal on these drawings Indicate acceptance of professional engineering responsibility solelyfor the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSlrrPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attimes 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 Documental 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 professionaAnthony T. engineering responsibility for the design of the single Truss depicted on the Too only The 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. 3B BC A2 2100 00 00 004C 12 87 DF Page 1 of 2 Lumber design values are in accordance with ANSIrrPI 1-2007 section 6.3 /4-1 ROOF These truss designs rely on lumber values established by others. TRU55E5 AFLORIDAcowo Anon RE: Job WRMSCMB3L15X10 No. Seal # Truss Name Date 37 SML.10 STD. DETAIL a/29118 38 - STDL11 STD. DETAIL a/29118 39 STDL12 STD. -DETAIL -- -8129/18 40 STDL13 STD. DETAIL a/29/18 41 STDL14 STD. DETAIL 09/18 42 1 STDL15 1 STD. DETAIL 8/29/18 43 - I SMI-16 STD. DETAIL 8/29/18 Page 2 of 2 Job � Truss Truss Type Oty Ply RENAR MORNINGSIDE A0118563 WRMSCMB3L75X10 A01 Roof Special 3 1 Job Reference (optional) A-1 R001 l msses, Fort Pierce, FL 34946, deslgnLNal Wss.Wm 3x4 i 3 j�1,2 a, U,, 0 77 -. 316 = US = Run:6210s May IS 2Ula Print: a.-21U s May 152UIU M,1elt m0u: ID:ld OOXyyT6IBl_TXo$vHHzefvK-McHyY -10 19-0-0 25-0-4 32-1-9 3 1 I 7-1£ F fi-0-4 I 7-7-5 I 5 .. Sx10 MT20HS= 6.00 12 6 3.6 G 4zfi 5.6,1 5 7 -4 S- 6 yy 1.Sx4 G 13 w7 ,a 14 3x4 G ie` s As RA - Sx10 MT20HS= t1 16 3.001"1&1 2x4 II 3x4 If 5x72 - Inc. We0 Au02910:zw412U1d +' Dead Load call. =118 in ' 7-3-8 11-10.10 15-6-0 19-1-6 27-10-2 I 317-0-0 7-3-8 1 47-1 1 1 37-6 3-7-6 1 WIT 10.1-14 ' Plate Offsets (X,Y)- (7:0.3-0.0-3-01, 111:0d-8,0-3-01, 113:0-6-8 0-2-81 115:0-5-4 Eddel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.35 14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC -0.88 Vert(CT) -0.48 11-12 >945 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(CT) 0.30 9 n1a - nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:2221b FT=10% LUMBER - TOP CHORD 2x4 SP M 30 •Except• T1: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* -82: 2x4 SP No.3, B6: 2x4 SP M 30 WEBS 2x4 SP No.3 •Except• W3,W7,W9: 2x4 SP No.2 BRACING- - TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-2.6 oc bracing. WEBS 1 Row at midpt - 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2 = 148210-7-10 (min.0-1-12) 9 = 1482I0-7-10 (min. 0-1-12) Max Horz 2 = -167(LC 10) Max Uplift 2 = -370(LC 12) 9 = -368(LC 13) Max Gmv 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2654/1639, 3-4=422412520, 4-5=-35782091, 5-6=348MII 16, 6-7=-326211858, 7-8=238211529, ' 8-9=-268411736 BOTCHORD 2-17=A2762306, 4-15=2111377, 14-15=2007/3890, 13-14=41042894. 6-13=-994/2140, 9-11=-14142374 WEBS 3-17=-1304/841,15-17=14852692, 3-15=63011441, 4-14=-7671718, 11 -1 3=-1 42412784, 7-13=141455, WEBS 3-17=1304/841, 15-17=14852692, 3-15=-63011441,4-14=-7671718, 11-13=142412784, 7-13=141455, 7-11=1006/570, 8-11=-3891478, 6-14=5471700 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 Il; Exp B; Enrl., 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 am MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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/rPI 1. The building designer shall verity that this parameter fits with the intended use oT this component _ LOAD CASE(S) Standard 1 ieYqM tivnlYfmoear'NnrflnipfYLLpja4ntnn6t10AAA[eS(nL1YCCq':lpIT,3JFRb>irt}49Pq,aimdMefn.P�lmfMpi,r,glltSdWlnbll.IxY4lLldua,l4n Mrem lRnKs+'u9adamIDO.<j nrnmwr»rw¢hrge,mrlmnwrv4 od„u RCPt,,mP..LveetuP.mua.wruuarmmev�ramP+numnmxuVrwearrynrendmsrtlmaNma.rum W,,,wmLnrrm,.wnunna.emsvaaor Mthony T. Tombo 111, P.E. d,udk�Imrhe,I+IfgnM1,uP,3�PItr0,m.b0.drrt+hMrPe.61w�9WPveM1vneCM1IE.6,Cdb NlexA�Ir.11FL 69Fla46101dmhtla/YimeMyh4}ay,.n0,A4vlheaf Jf4mnwnadg4 280083 ' h NYq Wpeelrswtr.LanMMnbt[i4dbrmlvl Plia1tlm41gfyme�Agl3vb,a(YpNYlhrrtl9ankfmlYpeiPIa RIP3u:m,nPVMn,4YMn[mLntPvy.Ln41np4pvYlnu6leks.L:[ 44515t. Lurie 1INd. ,1xnx Wutlhr62mm4W bnEi4h lMnaM hlr,udy[penetlm4Yg0¢y..wlm�SrpeFq.eeml+W d�tii+dkmnnadbsml. � Fort Plerm,FL 34946 Uppisb®7116A1laellmiel-Imhogi.iomSe N,/i Irp�draweold'ndmmem,unpbm,irpml3erdrAMMvnmeperminiw6eo41 teA1mu1-IWwyi.lootvlry Pi Joe Truss Truss Type Qty PN RENARMORNINGSIDE AOi18564 WRMSCM03L15X10 A02 Scissor 3 1 -1% Job Reference o tional w-1 r[W1 � rvases, rm[ r�e[c,;, r� .waro, aesiynLwa iwss.wm nun:a.4les Maymmia 15:28:42 2018 6.0012 5x6= - Dead two Oefl. = 5116 In 5 5x6 9 _ SA C 4 6 - _ 1.5x4 C l i 1.5x4 - _ 3-7 12 W 6x8 = • B 14 13 _ 11 0 1 e ., 2 3x8 MT 3.8 MT 1 1 9 11 a r d - 3x4 3.00 12 3x4 x 7.Sry7511 II 1 Sx4 II ' 4x8n 1.5x4 II -Sx8= - 1.5x4 11 "- - 30.9-15 - - 4.811 , _ 41ad 19-00 2]-14i 1- 2 31 E 380g 410.4 91-12 &1-6 2-94 ] 610.10 ' Plate Offsets (XYI- 12:0-1-14 Edgel. 14:0-3-00-3-01 I6:0-3-0 0301 r8:0-3-7 Edgel 18:0-4-0 0-5-41 18:c-2-1 Edael LOADING(psf) SPACING 2-0-0 CSI. DEFL in (Ioc) Well Ltd PLATES - GRIP TCLL 20.0 ' " Plate Grip DOL 1.25 _ TC 0.67 Vert(L-) 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 1871143 BCLL • 0.0 Rep Stress Incr YES WB 0.93 Hom(CT) 0.50 8 n/a n1a BCDL 10.0 - _- Code FBC20171rP12014 Matrix-MSH Weight:2001b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* TL 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS . 2x4 SP No.3 WEDGE-- Let 2x4 SP No.3, Right 2x4 SP No.3 BRACING- TORCHORD' - - Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-7-10 oc bracing. Except. 448-0 oc bracing: 8-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1482/0-7-10 (min.0-1-11) 8 = 148210-7-10 (min. 0-1-11) Max Hoe 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. - TOPCHORD 2-3=-467612810, 3d=4314/2537, 4-5=-3129/1785, 5-6=312911785, 6-7=4341/2562, 7-8=46602828 BOT CHORD 2-14=2402/4233; 13-14=183113605, 12-13=-182713640, 11-12=1829/3643, 10-11=1842/3607, 8-10=241814245 WEBS 5-12=-12782430, 6-12=-850/786, 6-10=262/633, 7-10=319/445, WEBS 5-12=1278/2430, 6-12=-8501786, 6-10=2621633, 7-10=3191445, 4-12=-848f781, 4-14=2571625, 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 noncencument with any other live leads. 5)' This truss has been designed for a live load. of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-" 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 369lb 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) dellect on per ANSIrTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard r..y.n,Pmrlw.,e.4•uunnmormurlaw:iexsumnusminfxr6;ur¢nt�urrw.ldrkwr�[dbu,,,,au eu,s.an�dmkn.n.ake,rEm.[.,amv.. rm[and,aea.ama..y WiHmrcalY Wlhntlb4PA0k,tlrt lirl,rapnlplq.ep ,lp'vE(LYYbW gimupv[6 artslOaP�faCrervxlnoyvtlA.gLbhgvd4[v l:,nt¢mJnaR9 j,dl�Ft 34tpnvapi MgmbevtP To. yryhony T. TomCo III, P.E. ' dn,tlMtn kgivd464n,M kNrtl4pnvaMs'[tfxPdyelvbrdbrpvgve troy,atl40:!!6tl44tlbYvpl,kv19t1b",,wow,W. daimv klrtyke4 �.meMnWwq"kbx Mtd bbfatb.¢. dptT[ 3Euf5StlbalW,tl4P'mosmipl5mtl0e6I0g4[yvlYblbvpv'pYpl6JtlhlAdlYlverknvY4ptlpWp 1MkL[arymilA�dk4Eal,u&vpr.t.ns3,vr,ipearmr .[hlvtv.vat 4451 St. Lurie Blvd. demkbdhtl4amyM 9vb W, F dj. aa,a 11.1m[t<uPF4 xin 44Aq h* i [fp.El e.W94 gR aMkm ,nlxdbinl. (epphM®}OIIAI Iadlnsses-Aahogt.lomha OLp1. rrp,Mvuiweln'udomvo4mwrMu.i�p�ail'ned.i6eoitll.nrteope�ew161m41 pvollnuadd.y1.7malh pt Fan Jerre, FL 34946 Job I Truss 7russType Oty PIv WRMSCMBM15M A03 Scissor 10 1 �RENARIVIORNINGSIDE A0118565 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946, deagntgJaltruss.Cum Run: 8210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 6.00 12 5x6 = 4x8 19-" 28-1-12 38-0-0 M1 9-1-12 I 9-1-12 9-10 4 Inc. Wed Aug 2915:28:422018 Page' N7AnC255KCS27Hi6lfaJLMwovMgy1yu 39-4-0 Dead Load Deb. =5i16 in d IO 4xB - Plate Offsets (X,Y)— 12:0-1-14,Edgel, [4:0-3-00-3-0] [6:0-3-0,0-3-01, f8:0-1-14,Edoe] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) 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 Ina YES WB 0.93 Horz(CT) 0.52 8 We We . BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight:1791b 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- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid calling 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. 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 Grant 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-46762809, 3-4= 431412536, _ 45=3130/1786, 5-6=3130/1786, 6-7= 43142551, 7-8=-46762830 BOT CHORD 2-14=2401/4233, 13-14=-1832/3605, 12-13=182713641, 11-12=-1832/3641, 10-11=1837/3605, 8-10=2423/4233 WEBS^^ 5-12=12792431, 6-12=8481779, 6-10=254/625, 7-10=-318/464, 4-12=8481/80, 4-14=256/625, 3-14=-018/465 WEBS 5-12=127912431, 6-12=848l/79, 6-10>254/625, 7-10=318/464, 4-12=848f780, 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=4.2psr; 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 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-M 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?PI 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 Verl(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOADOASE(S) Standard r qMemgv)e4 mtitxsnvusC+ualmsuteiuvrxmtntmrr-mr;mmn�varma r.hsww.�vmae,n,.nl ¢, �anvmu®b+en.rl rw,4lFrm uMia.n. rde+me.tivvm mmr.,+r tld am!nIMilY16 a1bm WGFN11 imtMilpfysei TnNrf modngimuym,b Fuxntlm Fd�dotl,ge,sbn.M�'tlrmm Mpdm,s�l L1^TI biA sh zblM1t'MI. Pa�,vpun.mlryieOM;faldl4] Anthony T. Tmbo 111, P.E. ' d rib rr. k Ivtyhbmpc3adbm,nmp 'vrfxM pd bbgy hu bMAdb K*K,tlmhdi Vqp vWW Mgg,nd 6lndq htl db biagWm coy,.0 .vl h"Eftgp o 380U83 mmx.ga,tvmta.v innuwbmiWdbFvmsnlpdY dMWpgfgmdYgMvmK.V pxdahinviwA N usapwµn, 1nItrS+Ympewm nl4ydml:n hop. L,uve;;hpmafT rrtxu; (ns 44513t. Lude Blvd. neauldo,111.Gd"dY,dgnbgrsqhdrF' bYaihinsshepFq Ytbliigbim T Slo.fyarigWq Na/olaaYggm164b1M11 � - Fort Pierce, FL 34946 Lppilh>O.fplEkl lvvl8esses-MlveyLivmtrliLPJ. tepn.advvobiniomnm, veglo,grip,W3neEp�4vnnevnnevpe,mnilnhvv4l lvvlGnsnAed:wpr iwtvlryLE. - - - _ _ _ ..- Job Truss D7 Py RENARMORNINGSIDE A0518566 WRMSCMB3L15X10 A04 �TrussType ROOF SPECIAL 4 1 Job Reference o tlonet 1t A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MI 6.00 12 7X6 II Inc. Wed Aua 2915:28:43 2018 18 17 "' an 11 4x10 = 3A = Sxfi = 2.4 11 - 1Sx4 11 - - `3.00 12 3x8 c 8x8 = 1.Sx4 11 .11.7-10 214-10 2332 Dead Load Defl. = 3116 in Plate Offsets(X.Y)— [6:0-1-12,Edoe1. 18:0-3-0.0-3-01.19:0-0-10.Edge] (12:0-5-12.0-541 115:0-5-12.0-4-4I, 118:0-3-0.0.1-121 LOADING(psf) SPACING- 24)-0 CSL DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) , OA711-12 >974 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.6511-12 >699 240 BCLL 0.0 Rep Stress Ina YES WB 1.00 Hom(CT). 0.36 9 We -We BCDL 10.0 Code FBC2017frP12014 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 N0.2 *Except _ B2,B4: 2x4 SP No.3, 85: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except W6: 2x4 SP-No2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woodsheathing directly applied. BOTCHORD - Rigid ceiling directly applied a4-9-3 oc bracing. Except: 10-0-0 oe bracing: 15-17 WEBS 1 Row, at midpt 4-14,6-14,6-12 MTek 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 = 148510-7-10 (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. (Ib) . Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=2635/1604, 34=2700/1747, 4-5=182211223, 5-6=1717/1250. 6-7=3863/2402, 7-8=-4601/2946, 8-9=4661/2731 BOT CHORD 2-18=123312282, 4-15=-310/655, 14-15=125412423, 7-12=511/558, 11-12=1(378M(130, 9-11= 232014205 WEBS 3-18=-466/340, 15-18=-112312282, WEBS 3-18=466/340, 15-18=-112312282. 4-14=10361801. 6-14=492198. 7=1 1 =794/860, 8-11=3521502, 12-14={8511887, 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=5.0psf,, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and PC 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurfent 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-" wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should -verify capacity of beadng 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 ANSIrTPl 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard c.dx.n««n.«Mr,.`.a•uoarmss¢MurlaP.u:nuuuo�[+smlmi�r�luocLaur, m.1:MdWws+mrnaw«MumMSMa(�+wmwnlmnurtaa„u,ar.,M. mn�um.unanamort pT,lawkpxn UxhlW kkiAlnknLL 411mIkdplgwN•l4FwjbelwgIDCnPnmommaCo,«NudganepmlalEgYhl6pnykMULgmlebNsR.xbiFl iu MPnn1^u'�W ed'«Svotl3R MlhOny T. 111, P.E. W1udpTmMkl M'brnbnye!kh!dN p .60+n'llhLdep«bMIFyOeT.nbimnd2G,bRWNWI.Yq N WMLYgp„ddb M W'MHM ftr.Lkb"y .q�kx,. hddnanih�gdlkbnyodMd A!0 embe 80083 ft WgMlztlfeex«.Wsaute�blWdb«bnmlp9mOWMYgOSIxnYgbYemk(gr, 0M 4MMMnn%mk W'p M1 ulcbnq,.ails, WM ouLnllgk,L,uMpepeMruu6hkv;sYn dyil $f. Ws3 Md. dad."416sm5M0«a.cgbd I.. W'd NT. Mdx hnk h In Nut, ftr,,.T.m .bp 11W*, aggmlkknklidnlM1l. FM Pierce,R 349d6 (1ppi1kD7pIAklfnlinws-AdlagLidndl N.E611pn71dndidnd.nsn4kaglPwispro13e1d«idlddl ninnpamisilkhlmHlldLnss✓/mdveif.licde8l,lL _ Job a Tmss Truss Type A0118567 WRMSCMB3L15M A05 HIP CAT �Qtt` �Pllf 1 1 �RENARIVIORNINGSIDE Job Reference (optional) A-1 Root I ItI5Se5, ran Plarde, I-L 34 b, oeslgn(malimss.com Run:6.21US Mayl82U16PnnUu.21us MaylUZU16M11eK 108 6.0012 54= 6x6= 5 a Ina. Wed Aua 4v lo:zn: 9 zulo 20 19 - 3.4 = tea. 11 3.6 = 6.6 = 3x4 11 bx8 _ 1.Sx4 11 3.00 12 _ 4x8 c 8.8 _ 1.5x4 11 LOADING(psf) SPACING- 2i% CS'. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC _ 0.71 Vert(LL) 0.4712-13 >968 360 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.6712-13 >681 240 BCLL 0.0 Rep Stress Ina YES WB 0.85 Horz(CT) 0.37 10 n/a n/a BCDL 10.0 Code FBC2017fFPI: - Matrix-MSH - LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T4,T5: 2x4 SP M 30 BOT CHORD_ 2x4 SP N0.2 *Except' B2,B4: 2x4 SP No.3, 85: 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. BOTCHORD. Rigid ceiling directly applied or 4$13 oc bracing. Except 104)-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 6-15, 7-12, 6-13 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) 10 = 1485/0-7-10 (min.0-1-11) Max Hom 2 = -159(LC 10) Max Uplift 2 = - .359(LC 12) 10 362(LC 13) Max Gmv, 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or lass except when shown. _ TOPCHORD 2-3=272111649, 34=269711687, 4-5=1876/1277, 5-6-160211239, 6-7=3879/2412, 7-8=466512991, 8-9=451712738, 9-10=468912737 BOTCHORD 2-20=-1302/2377, 4-17=-2291596, BOTCHORD 2-20=1302/2377, 4-17=-229/596, 16-17=1224/2404, 15-16=-615I1602, 7-13=532/615, 12-13=167713640, 10-12=233314230 - WEBS 3-20=2671251, 17-20=1179/2225, 4-16-9751739, 5-16=267/546, 6-15=1358/503, 7-12=-8391887, 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 Extedor(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) 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 nonconcument 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 rapacity 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 Dead load Defl. = 31161r PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:236lb FT=10% m AgOdndndu Wdnbl[D.s1 lebm abxipfx x(nbYqm�NM4ngdtlrmh4M4tr'411Wh*4 dFlSMN4RIuWl nnyWaAmlq WN h"941M.n0 1."10&M".mdAL1haLninP. e01,1S.1m146r4NpW,N(4xlue nM13 Vzl W naum"ditpCn,e/mb/g An1henY T. T0111b0111, P.E. NMdW4 rbm4lmgn4nwd4n/bTn.b0.al,4edryaabbSq[ailM.abbaMtl4lx.bCv1464bYr1Nta11xL4VI^tdbiptlmbtlmd4lmtbir9kYim'V.beOfa S80083 r,TTbb„YzTlbd bbbg4Ymdren¢.6MUMbbnDefbrvbnmtrdln/4PtllgrgmeYgN+mIW9PMnM 1t 111rItW rt,mwlbyw,Ipla Altlu4rtgmHM1Y12,dL1 tingr.twfAy,b}nWmllm, /+matl.nYv 4rt ia Blvd. Aemul4dlnfRmgrdmvbamrydrmm�M Lnlmvh:gf�pv6r4161W>)blm,nl:nslpafganiv/Mbr Yyit 4bmnmlddblRl. � Fort Pierceme,,R 34946 (epPipElOIDllb4lbdlnssrs�Av4vg1.1vmEv1llPJ. bprzlvdivvvldnlombm,ivaglnm,itpv11ne1 nilEednenibo penilvsi4hvmA-I lvdLnur AvAvvpLtvkv@,li Job Truss Truss Type Oty Ply RENARMORNINGSIDE AOi11 8568 WRMSCMB31-15X70 A06 HIP CAT 1 1 Job Reference (optional) t A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 6.00 F12 Run: 8.210 s May 182018 Print: 8.210 s May 182018 MTek Industries. Inc. Wed Aug 2915:28:45 2018 Sx10 c Sx8 II 3x4 II - Dead Load Defl. =1/41n 20 is 316= 6x6= 3x411 314 . 1.Sx411 3.0012 4.8G 8x8=- .7x8= 0810 1A14 Plate Offsets (x Y)— n:D-z-4 6-2-at r10:6-1-1a Edaet, rl3:6-7-0.0s1Ot r15:D-1-1z 0-2-0t m:6-5-12.Q4-4t - LOADING(psf) SPACING- 2-070 CSI. DEFL. in (lec) I/deb L/d. PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.64 Vert(LL) -0.5212-13 >869 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.7712-13 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.49 10 n/a nla BCDL 10.0 Code FBC2017/7PI2014 Matdx-MSH Weight:236lb- , FT=10% LUMBER - TOP CHORD 2x4 SPM 30 *Except* T3: 2x4 SP No.2 BOTCHORD 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 TOPCHORD Structural wood sheathing directly applied or 2-8-6 oc pudins. BOTCHORD Rigid ceiling directly applied or4-8-13 oc bracing. Except 10-0-0 cc bracing: 17-19 WEBS 1 Row at midpt 6-15 2 Rows at 113 pts 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149110-7-10 (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 Grdv 2 = 1491(LC 1) - 10 = 1485(LC 1) FORCES. (lb) Max. Comp.IMax. Ten. - Al forces 250 (to) or less except when shown. TOPCHORD 2-3=2727/1634, 3-0=2685/1640, 4-5=2622/1657, 5-6=2044/1363, 6-7=1783/1297, 7-8=3589/2235, 8-9=-375212106, 9-10=470812721 BOTCHORD 2-20=1293/2384, 5-17=-256/572, BOTCHORD 2-20=129312384, 517=256/572, 16-17=116812365, 16-31=73411782, 15-31=-73411782,8-13=-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=8791776, 9-12=01281, 7-13=258615316. 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=5.0psf; hal3ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and CC 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 31 Provide adequate drainage to preventwater pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five - 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 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 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 to uplift at joint 2 and 349lb 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 ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component LOAD CASE(S) Standard 4mt.MnNgtlrmerbYl LbfnE4ll'41141413llN8r19A1If40111Y(41i1'J 141CFRiIChx InAIYVpnmtndnddrt�p�ImrM4Ynq(IW;db WInL4rb4lLtle®9eeM'eer. Otlmelew Me4101.s} tllaumm14+4axrtlbbapx4kdnrL,uYmptgreQ,.!IrutlLpelmuiwglS'InpmHreapmdC,rL mtly'negiq�N41kbN4/beHlmrlymlebm,q,nbAl.lYYupe„grat0,19u0m�¢aJ) Anthory T. Tmbo 01, P.E. tlmxenrn,b4 WA9xhmM'hl%tbPa.6,OmY,dsvMrAvbblt,lOu9s.rhm9nab K9,Wtln,Mblf9NedIM1L 4,eAnId MlOeata6Ym,Ibrm�W1^ILd44 n'T.Ym9TndbngJl4mml�.Ybe 980083 bmdalpulxvpfexm. xeYsmmrbnp Wmx�mvmlydin,IplWgtery W?hM,m(R",Itl4,hlhe�x84nideevfYre6rfm VFI4:Lm{eeem,elYmtbLw,Aurs.4evpn44pm eplmsmWee,eie 4451 R. BIM. " ,]eeu4edp,LM qxl q,Ymmglptllp4mmd,LL lxlnuMusE4enlslptbbxn lc4v,v1xslrenf4wdor Yafy aotl JkmneWNullFl. � , FL Foerce.Ft 34946 d Pi 6rib®IDlObl loeflmsmANm 7.7ompe14fJ. le p16 I p�danurdd'nlertam,iourlom,itped0udrineede.minpemewlhev4l bdimurAl6verl.loulotll,r.L Job ` Tfuss � ON PN=RENARNGSIDE WRMSCMB3L15X10 A07 �Tnuss`fype Hip Structural Gable 1 A011856al A-1 Root I fusses, Fort Pierce, FL 34946, deslgnQalbuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 6.00 12 , 5x6 = 3.4 = UIO MT20HS� Inc. Wed Aue 2915�28:452018 [[ xl- - 3x8= -- 11-- 15 13, 316 = 44 = 2x4 II 18 16 74 1.Sa4 Il 4xe l 3x6'= 3x6 = 5x6 = LOADING(psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 -Code FBC20177rP12014 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 4-66 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 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 14-11-10 except Qt=length) 2=U-7-10, 16=0-3-8. (Ib) - Max Hom 2=126(1-C 10) Max Uplift All uplift 100 lb or less atjoint(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 aljoint(s) 16 except 2=864(LC 23), 15=1662(LC 1), 13=345(LC 24), 11=330(LC 24). 11=304(LC 1) FORCES. (16) Max- Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1301/888, 3-4=966fir59, A-5=-8961775, 5-0=-676/650, - 6-7=577/617, 7-8=0/442, 8-9=01509, 9-10=71403 BOT CHORD 2-22=603/1105, 5-20=-277/376, - 19-20=-326/802, 15-18=1300/640, 8-18=-0211214 WEBS 20-22=-596/1007, 3-20=-348/338, CSI. DEFL. in (loc) Ildefl L/d TC 0.64 V&t(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 We Matrix-MSH WEBS 20-22=596/1007, 3-20=J48/338, 5-1 9=487/462, 7-19=225/634, 7-18=984/583, 10-15=3921336 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 S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide 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.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16 except Qt=lb) 2=247, 15=366, 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 ANSITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Defl. -1116In PLATES GRIP MT20. 2441190 MT20HS 187/143 Weight:220 Ib FT = 10% Rq'Sn,bill�nx.b'1{g,TlrplgypfLLlrl&0t{nd6{Ire51tl6(Ntre(IP[fjlalOri6Fa.5rba roil h,Tpe,mtdmlwte,b Mf bup G,.q�d4eeMry (.I,W M1li l,kmeuMlPvla lffi9OMNtttl061$br hidv.brxetldkMkblplhhNd Selnvbtg5lmju..M^mrW.4,bdvrap,m�emlaidbr,M®erv°n,4�,�reh+^be.6�tivsPM,Ww.bnad.. d.wA hew�.+na`4 + n Anthony T. Tomtro ill. P.E. ' d,a/htlmtb.�4'8gxbngiLltlb O.e,h[+,eydry,(nmab4YgM.�s.YbodGtlbrCbl(dbYoldbyad,dAl R�pM/419dgYXm/b My WgMlga�.im"m.dtvlq Jlkb61i •Bgp63 bWfgbY}rdbanenY,ulMrbltldbrmdl,tldptlbbx�r�mYb6l KrasQ�^pNM11111d4gn,bNbe.Ipbu NlcintrioWltl�d M,lb1,¢M;gte,.'„o MgSpvdLe,Yiwyn,d., 4451 St. Lude Bhd. Yb.bhblbeeetl9dTYr,4lhdlmytYMM1 b5a hrp6pvinlbbtlW.rimtl,Yn [gbetlr! Wny avptldcmnv Mrd4Tl • tort Plerw, FL 34946 (epp'ryb Ol0lEAllavllmvelmEevr LlmEe04 Pi.IepiNmlwdlliedwee,m,ivurMm,itpoltliled dtlaelevndhvpe,mntuehas/11od Lnvo416ory1.hdnI11, 1.E .. _ _ Job Truss Type Ply RENARMORNINGSIDE A0f18570 WRMSCMB31-15X70A08 �Tnuss Hip �QIY 1 1 .y Job Reference (optional A-1 Root Trusses, Fort Pierce, FL 34946. design@albumccon Run: 8.210 s 5x6 = s May 18 2018 MTek Industries, Inc. 3x4= 5x6= 29 15:28:46 2018 Dead Load Dell. =1181n 1.e.411 3x6= 616= 3x4= axe= axe — 3x8 = 3x6 = LOADING(psf) SPACING- 2-M CSI. DEFL ' in (loc) Ildefl Ud _ PLATES GRIP TCLL 20.0 Plate Grip DOL., 1.25 TC 0.65 Vert(LL) -0.3212-14 >884 360 MT20 2441190 TCDL 7.0 Lumber DOL - 1.25 SC 0.89 Vert(CT) -0.4512-14 >616 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.70 Horz(CT) 0.02 12 n/a We BCDL 10.0 Code FBC2017rTP12014 Matrix-MSH Weight: 1961b 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 4-5-4 oc -purins. BOTCHORD Rigid ceiling directly applied a 6-" oc bracing. WEBS 1 Row at midpt 512, 6-10 MiTek recommends that Stabilizers and required cross bre(9ng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = T77/0-7-10 (min.0-1-8) 12 = 1828/0-7-10 (min. 0-2-3) 8 = 35810-7-10 (min..071-8)_ Max Hoiz 2 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 (Ib) or less except when shown. TOPCHORD 2-3=-1151/588, 3-41 -682/381, 4-5=-5401390, 5-6=318/606,- 6-7=321r762, 7-8=313/516 BOTCHORD 2-15=326/963, 14-15=-326/963, 13-14-31/276, 13-22-31/276, 22-23=311276, 12-23=-31/276, 11-12=-3481498, 11-24>348/498, 24-25=3481498, 10-25=-348/498, 8-10=-2981219 WEBS 3-14=-5331508, 5-14=293/582, WEBS 3-14=533/508, 5-14=293/582, 5-12=1109/793, 6-12=-8231911, 6-10=1196f706.7-10=-3731512 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf,h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope)" and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left exposed; porch right exposed;C-C for members and forces 8 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) a 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 24)-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 at=lb) 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 ANSUTPI I. The building designer shall vent' thatthis parameter fits with the intended use of this component. LOAD CASE(S) Standard urxrrmmrwlrL�urend(omxsmlmlfxls'ILfnun[xdurbx Lrtryenpwm�m�d.en.b,1.me,�se�(w:d4lr.rLl+Y¢rs_NL>a.sLw Ys, n. ae„dY.mad.amm.q xltlmnmrrb,d4b,nlbblrOnYbd brirn�Mq[,p,nlu,ycwllbm bsstl„o1PA,wnM,n. dhpdxunlgwrirynyee0Apk41nPtl4snf,Im.AIM^dn0.IDAury,nbfil.11rq'.pwcprvhquepns,mdWj Anthony T. TMnbo III, P.E. dmdbs 6x,Yg4tigNhmpvbqd40.v.4 emY.xxhAglx4YMg0yr,e4mm�i411C4Rm4NblaYgN�dIxL iYaPddb N4dgNYmd4imvYTd�L+fgnge.MMmdhgd9Ybrnp>31itl A!edn�e4mglbl,M1.h 280083 b bxgbfrSdinli.L'CEYIM.4 ROm4r��,.IPlbldn!{V�[,[IfyShcr�ffln rd4MFII1d5Yl YfagwW...&lMYb14b�196tlmIdYn6Ll.nlhYrn.11n, M.P I]!nd(In4W[.!n.f�il 4,1jL jL Lucie 64d. rbmaldodll.Yx'rARdgnh2yhel.danei talon[,uxfgmvhlLiblmarWh,rtlnnfrrnF,ryadgdp a931fdbmmnmmnllFl. Fort Pieree,R 34946 , (ehiilM®IDIIA�I Ierllnsnv-Aeoryl, Iciele OLrL lepeWodiolddhlommnl,iveglvm,epioliln<dvdlent4 xdvn rmm�dxhemA-I LelbnurdmlmrLlaolelO, Pt Job v 7mss OtY Ply RENARMORNINGSIDE WRMSCMEIKI 10 A09GE ]T1w,1ssSTYLpPeP0RTED GABLE 1 1 A0118571 ' Job Reference o tiorial 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 MTek Industries, Inc. Wed Aug 2915:28:47 2018 Page 1 ID:ld_OOXyyT6IBi TXoljwHHzefvK-vdUtYiWn7gDx19rehWV17F1vXKxb4VCWgltyiyuE 11-4 114L72 I 26-11-4 .I 32-2-8 1 38Q0 119-0-0 1 , 11-0-12 15.103 5-3-45-941 1� -- .54= 10 I 8.00 12 -6 71III 3x4 a 3 / Sri d1 2' \ 3x4 = 31 30 29 28 27 26 25 24 23 3x6 = 12 13 22 21 20 1 3x6 = 5x6 = 14 10 3x4 = 115 24-M 26-11-4 - 38-0-0 24-9.9 1 2-t-12 11 0.12 Dead Load Deft. =118In d Plate Offsets LX Y}- 17:0-3-0,0-2-01 114:0-3.0 0-2-01 119:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.47 16-18 >379 360 MT20 2441190 .TCDL 7.0 Lumber DOL 1.25 BC OAS Vert(CT) -0.3616-18 >492 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.54 : Horz(CT) 0.01 19 n1a n/a BCDL 10.0. Code FBC2017frP12014 Matrix-SH Weight: 2351b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 83-13 oc bracing: 16-18. - MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-8-0 except (jt=length) 16=0-7-10. (lb) - Max Horz 2=102(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 22, 23. 25. 26, 27, 28.29 except 19=-381(LC 8), 30=-116(LC 12). 16=288(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28. 29. 30. 31 except 19=681(LC 24), 16=593(LC 1) _ FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 14-15=335/528, 15-16=-6611799 BOTCHORD 29-30=150/3B2, 28-29=-150/382, 27-28=150/382, 26-27=149/380, 25-26=1491380, 24-25>149/380, 23-24=149/380, 22-23=149/380, 21-22=149/380, 20-21=149/380, 19-20=149/380, 16-18=-597/551 WEBS 14-19=594/823, 14-18=677/471, WEBS 14-19=594/823,14-18=-677/471, 15-18=363/528, 3-30=-116/252 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 GC Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 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) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) • 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21. 22, 23. 25, 26, 27, 28, 29 except (jl=1b) 19=381, 30=116. 16=288. 11) This truss Is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIrrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOADCASE(S) Standard Vvq'rm6vapy,xnb-UI911p1f0(181Ta6e11'lx4lLL'rC�m(mIWjM{fllnsl(Ub'r.T'Mv 1ej6g11nb�d,daMw6,%m,Ory,Q,.�gOnjd4bgl.IW,¢ILIdmLn4na 0.'wOe.lucFlvbTAvry MiM1ovenpv,tlan,WM6lpOkrti aat>.y�,v,N-Le�tfPs16Nvu1r3me0,vvpadbrtle,ttlwpe9�eR�Rbh6tl�ibppM,ll�mlvNP3vM,dvlM1l.hbgewgµhYpae�c, Anthony T. Twbo 111, D.E. dndbl MvbvrCi4r3>nywrNplMragbC.,,haGM_•d9babid�pgs.OrvY6/61Cbe(dbbldagohdtRl,hgmtldblkdghtlm10,4e5h1d.1�dq mT, FhbmdFeq WOYm;n,eWdR1 �80083 ' v,idfgrwped[,4vb.neMMMah1GMYrmfdr6endb4J4r(nWulxTab,T.1pINJXI,i11d1xlnlbeMSprtlphaa Al l:itb,rpulLytdYn,IYi M1r,h,obagdM,WAc+rvli, 4451SL3 W. lvlulMn,(uY,JgMgvi.i3lhfpfntnAA 1M4n,bsry,FpehnllhldrM W.vIn•1Nnlq,ndnldh4 nY�"Ih'^'na65vihIM11. For: pierce,,FL FL 34944946 ,feppgM'u 71I61.1[eelimua:4ewrLlaalae.1i leFNntindoiNonnd.u®px,e,npolilddidla4tle nNn pn®rGoe trenAlbd Lnm:Aoanpt.IveSam, li__- Job Dry PN WRMSCMB3L15X10 �Twss B01GE �TrussType COMMON SUPPORTED GAB 1 1 �RENARMORNINGSIDE A018572 Job Reference o tionel Vt A-1 Roor I russeti, ron Pierce, FL 34 b, eeshgn(o!al0u5s.cem Faun: 8210 5 May 4x4 = Inc. Wed Aun 29 15:28:48 2018 3X4 = 14 13 12 11 10 3X4 = 12-" 12-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.18 Vert(LL) -0.01 9 Nr 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 9 rdr 80 BCU- 0.0 . Rep Sbesslner YES WB 0.05 HOrz(CT) 0.00 8 n1a n1a BCOL 10.0 - Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.01 9 n1r .120 Weight 56 lb FT= 10% LUMBER- - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 OTHEkS 2x4 SP N0.3 BRACING- _ _ TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling direly applied or 10-0-0 oc bracing. MTek 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 Hom 2=-62(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8,13,14.11,10 Max Gmv All reactions 250 lb or less at joint(s) 2,8,12,13,14,11,10 FORCES. (lb) Max. CompJMax. 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) Vasil=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp S; End., 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) 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 ANSATPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires widinuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent witheny.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-" 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 1001b 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 ANSIrrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASES) Standard Ym9'� bm¢4 rum 4!`G01Wejk:T FrEILLI!11G[W11Mm1Y; IVTY6TNp3lr4a 1W!4aPpru4tW,dvMlrWllmrqup&rnp(p@d41nry11MrE1f lEemrpUlGarm.OLvkSe.nemM 4L6N WiW®,m Wd m➢4 .4W41!LYkKKbI 0.y41ta{u.rjritr,(rpY 4W mqx]rtmmne,mpmuidpmlwtlegxeyrnlmOEl,tr4 Wptl'sYpN:I kpWmd!H. tlr,WDm ❑rmpmvspm,dfgmec�piel Anthony T. Tombo 111, D.E. ' r4rutl4,M figpApM14nymWtlpd4Cm,mu.rilMadgm ddt10.7Tlbre[mIYBf,4Q[alYYd4lryd,mlAllggpmdt4lndsiMVroiC,Imy44fgb+Pq. mrp,a3kmtlkepilAn4 rpNik!A 4YffiI4tiyumlLp(V llWi6M 61SiYpmna/ry4arr164ffiIfngY,lSrbh Mrre�,hPlp{Ytl' ,T.dL`I ,6xmlbpm[tlreSa mllH,4ng46Mgi4YSYml,r¢0.tpe,!wduplrpsedl Ilnk+v.in, -8G483 de Blvd. 6tsFL • rMMX4lp fetml9MWYnyh4lm:nwM htnl0.yFgwb ]_4MIq 0.,p .ntf!W fyrstlg4Y4Yo44itlbn IIt611 11!p FonDier<e 34946 (opmipbC IDI6F7 toellnwel�trWeerll�ea,LL lepe-0u`fioe ill! dwmrel, moepfwm,npopaned m4lmee anpnmisme4om411ullmsse�AeWmr Llamdotll, LE Job Oh PN WRMSCMB3L15X10 �Twss B02 �TrussType COMMON 3 1 �RENARMORNINGSIDE A0118573 Job Reference (optional) A-1 11001F I msSaS, tan riarce. FL a4 b, eesign(malWss.com Run: 5.21us May lB bx4 = - 3 Ina Wed Aug 29 15:28A8 2018 Page 1 3x4 = 1.5x4 II 3x4 = ' 6-2-0 I 12-4-0 672_0 1312-0 ' LOADING(psf) SPACING- 2-0-0 -CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 - TC 0A1 Vert(L-) 0.05 6-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 - BC OAO Vert(CT) -0.06 6-9 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 Horz(CT) 0.01 4 We We BCDL 10.0 Code FBC2017/171312014 Matrix-MSH Weight: 48 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOB CHORD 2x4 SP No.2 4) • This truss has been designed for a live load of _ WEBS 2x4 SP No.3 20.Opsf on the bottom chord in all areas where a _ BRACING- rectangle 3-6-0 tall by 24MI wide will fit between the - TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 6-0-0 oc 5) Provide mechanical connection (by others) of trusspurlin to bearing plate capable of withstanding.100 lb uplift at -- BOT ROT C C.HORD joint(s) except at --lb) 2=144, 4=144. Rigid ceiling directly applied or 104]-0 oc bracing. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per MTek recommends that Stabilizers and required ANSI/rPI 1. The building designer shall verify that this cross bracing be installed during truss erection, in parameter fits with the intended use of this accordance with Stabilizer Installation guide. component. REACTIONS. (Ib/sae) 2 = 532/0-7-10 (min. 0-1-8) LOAD CASE(S) 4 = 53210-7-10 (min. 0-1-8) Standard Max Hom 2 = -62(LC 10) Max Uplift 2 = -144(LC 12) 4 = -144(LC 13) Max Grsv 2 = 532(LC 1) 4 = 532(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-632/420, 3-4=-632/420 BOT CHORD 2-6=2011508, 4-6=201/508 WEBS 3f=15/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C E rterion(2) zone; cantilever left and fight exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plategripDOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. rmq�rM,mrny3lnmmnlnCtnbferSWulaxiLLNgrlIKmILISOSIW(GLa'Jxnlxa:Yflf he INI huPMPbndntl,enen,L,urbPb^Al0%�mLMILI,ab4111Mv,9Mlhenv PmrtlmxaW emiR.ay ObimeC,rMbnbn9mblMbbN4l�n,w,hapfy a@e.r+dit mss1oorm:,rwmoa mtlbpmiamlgsviginlwmpbrmirtPamuj,IwLlM.mw,q.ol.mLlbLrvpw>tuuagmEuv�N} pnfhnny T. Tcmbo 111, P.E. drad4i lmrmgbYgi,mmp2�b,,lbmw,m0.d1a6vMrpebmngpelr,amb4ntl41Cm TsrmbtlhYA N,.lIAL byrntltlbAinlabN,vE4MiYlcgptt3nq,bbAn„aiY.gbtlbbnyaplgtl 180083 min'(alpnra!tlhL M, iPnlMMamnUdbPv4n.IPl3n6m Mbgr.p,a NAh)•bP�ItlIdtl1lAWWln:davlb pYp4m AI KLSY,rym01Mtl�Rml.mbGu.ImlrnPbPntlfm[Weee.Nt I 4451 St. b1de EW. rlemlf.HllafRtl qxl rp,ba2gh 1p:nmuYa minuh�ry Fq�rnbr0lbbly Mgn,nlm�SrCafgmrtlblbay arytla!ItnmerldatlbRFl. � Pierce, FL 34946 ( h0101AA14efLassef�Aul° L7om5a01, rEb ma.dand°bum,m° b if IDaN.ndui0r vrinn ensisdbhob4l lrollmso�A°Am i.bmlo041L _.- __._ _ _Fort Job Truss atr lY �TrussType AOi18574 WRMSCMB3L15X10 BO3 COMMON 1 1 �RIENARMORNINGSIDE Job Reference o Uonal `n q-i r(oor I Asses, ran rlence, rL OV . aesignto_alauss.com 31 314 = Run: 8210 s May 18 2018 Print 8210 s May 18 2018 MTek Industries, Inc. Wed Aug 2915:28:49 2018 Page 1 414 = 3 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSL. - DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 � Ved(LL) 0,05 5-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 5-11 >999 , 240 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(CT) 0.01 4 n/a me BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH -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 64)-0 ce pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required. cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide: REACTIONS. (lb/sae) 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=607/424, 3-4=-0101425 BOTCHORD 2-5=-261/485, 4-5=261/485 WEBS 3-5=161269 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; End., 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 24 -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 100lb uplift at joint(s) except (it -lb) 4=103, 2=143. 6) This truss is designed for a creep factor of 1.50, which is used tq 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 4 R 3x4 = -I PLATES GRIP MT20 244/190 Weight: 45 lb FT=10% uqn,,,e..Pry,.wM1'urxrrmsefaurlarv;mert[emusmtv,9cr�gwrtno;arM1x x:rymiPr..r.,m„ar,,.mtmvrpa,.gpea:asm.rtw,ertu.msLew... ml,,,m..e.wa.amr.p xlnmwml�*WYMnalnom�N.mtLru Pmmfq.rP4Lmmr6pn;a Wwgt®q,evnompalOhrCviW rgru�,rmlMaryMINPtlYwJ,As N�wbmU.¢.de1M bNPrsrqubly,emwyuroll gnyhcny T.T=bo I11,P.E. d,u4MlmsLgM1m,rnamr.,neneM1Wm.aOMiedeWrxlvbl.Y.IMip,.M1cmndhlCleKolMYdr.Yq„r,.flM lbgmA�n140Nn6tlntlYtnstf��rb1'.oyu',p,aMPaei6dllil9Yn,garjlni 580083 ar+r.ronrsdumve.u.avmr.atmrM1Pmmmr+iaeamegr tmuq»,�m;mpperehtnnlWin:m�npWpmlMmubngnuwrr=eaumaycr.mmprya.wrmvrwemeauu I "51 St. Lucie eld. tiemuumhruam9W,a..immhaF amn ll,Iw6sgFq®b6lbkarle�pxalm�rrm8ryaiq Wr4 a�Mtdrmmerdadrlxl. � Fort Piet... 34946 !o Ei®fi1141 De1Leues-Imbue L7om6r N, P.L le do4mrelau4mgei,uet M s mil'nedrimrml6edme neoniw6om4llml6nm�lmhm Lirednm,/J. vPll r p I col P P r Job 1 t;s Truss Type Oty PN WRMSCMB3L15X10P 4 MONOPITCH 1 1 �RENARMORNINGSIDE A0118575 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.mm Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 15.28A9 2018 3x4 = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-M CSI. DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA6 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 -Lumber DOL 1.25 BC '0.37 Vert(CT) -0.06 6-9 >999 240 BCLL 0.0 Rep Stress Ina YES WB OA5 Hom(CT) -0.01 5 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 62lb 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 puriins, except end verticals. BOTCHORD ` 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. (Ib/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. (Ib) Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-613/195 BOTCHORD 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. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(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 2) This truss has been designed for a 10.0 psf bottom chord live load nommncument 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 tmss to bearing plate capable of withstanding 1001b uplift at joint(s) except (t--lb) 2=107. 5=191. 5) This truss is designed fora veep factor of 1.50. which is used to calculate the Vert(CT) deflection per ANSI/rPi 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard rrqn,ue.ary�ay.n•u rwlnasnC,walaruunmuonnuumlax�'un7err¢sn:urla mhnulr,.maadun.en.nmroh,.rvtn�?dbra.M1l..nrtbnnxMwa.Momans�nn vad.ime.ar nulamnre.smkwbe,(mew,u.:uun�omrtq.nry.fpgt.palbwnRmnfm,nevmmdmrdway.emrmr.wegs,bu:pan:pnm�librvbamury.rvwl ut T"vnPmbna.t Anthony T. Tombo ill, P.E. dnd6YlnabNlNR,lhbmPvbN,dbA.u.bO.v't KaddgaabN9r4nR..bnnaJhC.4Ctl MWA.WI WMI.n,irnEdblOB,dwtrtl ra dbimikd4' kb'.'tf tl"ah6 P+ 'd 280083 bM1NRW m.ann.w.nlWnlbr�.tlpd�inblgfersn YlW¢rmn:idi144YdM1 MWUQ n,Am1Yr",p MI Gln:4ngnaMm Y. gbtnnAvp.LnrMpbpeWlms.Mmq.',ss 44515L Wde BINd. .rn'.nlfiM7.r�4Mwe.Eghdr.a+.a�d binuhq[gantrfr6tnfyh,p,rimsSrorFn®dvr Mly NgRhllmm�nl3 Jnml, � Fort Pierce, FL 34946 4lpi1ND7016 AIIWImus-IN.gLlomdaO.H. leprd.4ir.dnudoavµunlim4ilr.lidilN.idwll6e.immtamuuwhanAi lvel7mu.-IeRonrLloeRe O,li . - - Job Truss Truss Type Ply RENARMORNINGSIDE WRMSCMB3L15X10 B04GE GABLE �QtY 1 1 A0718I Job Referenceo tional -A-1Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8210a 3x4 = 1.50 11 &6 = LOADING(psf) SPACING- 2! -0 CSI. DEFL in (loc) `Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) 0.05 6-13 >999 360 - TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) _006 6-13 >999 240 BCLL 0.0 Rep SGess Ina YES WB 0.44 HOR(CT) -0.01 5 n/a, Na BCDL 10.0 Code.FBC201ATP12014 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- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid miring directly applied or 8-1-12 oc bracing. -MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cuide. REACTIONS. (lb/size) 5 = 43410-3-8 (min. 0-1-8) 2 = 51810-7-10 (min. 0-1-8) Max Horz 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. TOPCHORD 2-3=-6131195 BOTCHORD 2-6=-486/500, 5-6=-086/500 WEBS 3-0=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. 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 8 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 lead nonconcurrent voth any other live loads. 5) • This truss has been designed fore live load of 20.0psf on the bottom chord in all areas where a rectangle 31r0tall 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 10016 uplift at joint(s) except fit -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/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Industries, I= Wed Aug 29 15:28:50 2018 PLATES GRIP MT20 244/190 Weight: 70lb FT=10% rt,ar�nmepwSWnnr hnRl6lirFM InC P Wn.rlr,urlkm�l!1[C,dr16a1L4ab4rtlbw,YMIMMWbl®mrv9tl.riCA.df o0.8A[ 5wowrklue[P.6W a ftmbk' iron lm d MIfiYIy T. Tombo lll, P.E. M m ditTsl,,,xlvM gditN.tvVtwv 4qui4�Y�nnmntvmMli,tWYramrgxn^nMmA!mMdWNWW,rmah�.rl[m.n.aYlM1tbrvRwMawgmY.��M d,vEMlmlbfrg HlmmKYrtyw31P,IYPn,rOv.rlNs¢Ara.rlJ6ppngn..YamaCYIrYSYYWbWyvllulALlMgp,nlrmlmiabtlmCrlmckMghig uy,.mbatlhgtl6Yrmp3M1 580083 YrYe!r'mYrinm. arum YlvriWdrpOY W PYY6Ygbr(Yrav4ghintl.M1N,tbd11!VI W Yl m,tlnvrlpvip4ii AlkStl,egmi+mNEYf frLmbYp.lalMp a)n.ltunrVeYa.y',s I 4rtune Blvd. nevh,If�krhvm,PamkmmrllArnm YAH 161nuku�fgenbrtltrlWathr.Pr,ml:ns!r¢atglafv!WR ngLh�YmnnlidvAl. � ce, FL 30946 Fql Reim. 0 iu01016Mlydinee-lnlee l.iev6a@, 1Lh raiardendmove pnt / pld m,uY!ImailprdTuedviRrNmrvnnn peneiliwhw411ed1nsul�WAmTT.reMod,/i Job • - Tmss Truss Type PN RENAR MORNINGSIDE WRMSCMB3L15X10 C01G GABLE �QtY 1 1 A0118577 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altrusscom Run: 8.210 s May 18 44 = 4xe = 15:28:51 2018 1-514' 7 639 7d-2 7-7-2 2b14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.1312-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.23 12-15 >954 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.87 Horz(CT) 0.02 12 n/a n/a _ BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 108lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- - TOP CHORD - Structural wood sheathing directly applied ors-2-2 oc pur ins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16,17,18.20.21 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation quide. REACTIONS. (lb/size) 2 = 777/0-M (min. 0-1-8) 12 = 777/0-8-0'(min. 0-1-8) Max Horz 2 = =90(LC 6) Max Uplift 2 = -160(LC 8) 12 = -160(LC 9) Max Grav 2 = 777(LC 1) 12 = 777(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. ; TOP CHORD 2-3=1176/244, 3d=796/140, 4-5=754/140, 5-6=731/159, 6-7=-722/185,7-8=722/187, 8-9=431/161; 9-10=7541141, 10-11=7961141, 11-12=1176/241 BOTCHORD 2-23=18411053. 23-24=-184/1053, 24-25=184/1053. 25-26=184/1053, 15-26>18411053, 14-15=18411053, 14-27=-184/1053, 27-28=18411053. 28-29=184/1053, 29-30=18411053, 12-30=18411053 WEBS 7-16=42/430, 3-19=-010/139, WEBS 7-16=42/430, 3-19=-4101139, 18-19=411/139,17-18=-411/139, 16-17=-005/134,16-20=-403/132, 20-21=411/139, 21-22=-411A39, 11-22=409/137, 15-16=01395 _ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIr160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=13f1; 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 ANSIrrPI 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-M 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 (jt--lb) 2=160.12--160. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 Ito down and 73lb up at 2-0-0, and 160 lb down and 73 Ito up at 1734 on top chord, and 77lb 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 1111 up at 11-3-4, 17lb down and 1 lb up at 13-34, and 17 lb down and 1 lb up at 1534, and 77 lb down and 35lb 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 ANSI1rPl 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) Gvq.kbh,nµ,nMb'nnrnrfl0(tllQ{araLLlWnrllvnMnnSIW('bTl')1mfx5inRhv Im1I1NpMndrsdM,inert!linYG!ry!Fmxllx°,dhlsu111sYDtll1!Ivn!9eaYn n,.OM!aMnvmde!!NA,r} hl,Y,mbp'p!WIY,WnbffibYnl1!rMrM¢lyavpe,Sxalpf !!Weal%!!F,vc!wvpaLnpinu,dmti�rmlwltlryLbbPtltr!q,l.+.!tlmpnbIDlary.abAI.1YL Pnvepmbga0n,isnvl� Anthony T. Tmbo III, P.E. dbtl Mtn!!Ygtslfighhn!p3h,Lb0.r,b0.vi!dattl nentrbYq Mgs,vSabvtltr44MdhhLl.Yq:;bvbwL arep„LLh IOPdabtl,xtlh MtYNLq 1z(g4ry.bbMneibvq JibhnpacMgtl a80083 I hNxgMRdLC6 l9Hf!lNbbIDldbr�fWpAJndMYWrfy�nYgNa,Y7a fld5JNFP�dSWnidyNYpeLylm Prlh�.4rtilntl9nMNn[L4nfhvps.l th!pnpvsllw YyaYe:en'! "51 St. Lucle&d. Ivnul6dlfYnsN9!tlwb+vYlhmlvmPb,i hlnvh!p lgmeb Inhltlq Xrv,eln!!Snhfgw Lq YdiS agymlYoxenitltlbfil. FortPierce,R34946- b rib0UIIAdtdT....-AnEoe RomEr IP. N. Ie Mooioc olmnlrmbrm,m bi ___ _ - PI I / � P M m,irpidl'aed ninompr v,ihepemmi6xhrnbl too9mur�/mM1oofLlecEolp, P.G--'-- - Job Truss Truss Type City PN RENARMORNINGSIDE �WRMSCMBK15xio� CO2 COMMON' 2 A0118578 Job Reference (optional) n A-1 Roof Trusses, Fort Pierce, FL 34946, design@atbuss.com Run: 8.210 Is May 18 2018 Prim: 8.210 s May 18 2018 MiTek Industries, Inc Wed 4x4 = Dead Load Deb. =1116In 4x4 = 5x8 = 4x4 = LOADING(psf) SPACING 2-0-0 CSI. I DEFL in (Ice) Well ' Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 8-14 >999 3160 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.22 8-14 >999 240 BCLL 0.0 Rep Stress Ina YES "' WB- 0.21 HoR(CT) 0.02 6 Na nla BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight 88111 FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SP N0.2 WEBS 2x4 SP No.3 BRACING- . TOPCHORD Structural wood sheathing directly applied or 5-0-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-8-&oc bracing. MTek recommends that Stabilizers and required crass 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 = = 79110-7-10 (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.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1189[788, 34=8981581, 4=5=-898I581, 5-6=1189688 BOT CHORD 2-8=-56211042, 6-8=574A 042 WEBS - 4-8=2641553, 5-8=3471387, 3-8=3471387 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) 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-M 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 no uplift at joint(s) except.& --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 ANSlfrPI 1. The building designer shall vedfy that this parameter fits with the intended use of this component. LOAD CASE(S) Standard hvq'babwlrymbrn'H10[fl�ejfNlPyarill la181[maKB(e1L(1FTJ'1PWIP.twmf bra lvrltrtlppmdndMYnbtirl rMp6e,eglRt9dmlNrl.lcM6libea,4bVnm me,Onvptl.mlO.rr mlr4emfiml:eTrMbmlmmlLlbY dJ.4rlrmp¢�prrymP.SpWtrpbLm Wuvrm arvNompaadmimnravlrgfee,lm{npilry3rmlrtpdmvq,i�rtryM.mNUvt�mlr{1 bfrvpnnepm,htlgmOm,r,Wtlm� Anthony T. Tonto III, P.E. rdm d�Inrbegldlq I'M-11&*d bNm.bO+,rlmrxtrd yet bdl" bmx dbmm CMM WA.111 ol.. ft Mianfdbin datitlm dmlmt W kg, ftl.WbOdsdhv{dilYhmpcl,Md I ^80083 m{vYa!lMpmlfmxee nuerb,dxbapalbpxrmmlpMmrtlbldmifrlmY'q 4Yem,Wlp4ddlPldr4SWmrtvml4padpd,nml.Lrb:ryns4Senslfmsdmimel,up.lnelnytgmNlmrm,4te,.Yn 44515L LIMe BIvd. ne�lulAtlNeetEeJMS.b�09MAleuSb,i,LL lbG,ud'h[9.bbll'Ib4f61 btP^�rv.rSM1lff9nre[uI W1i Nq#xdkn mlAdblRl. b - Eon Pierce,R 94 346 (e a®7PI1411elllnaes-Aedor i,lomhe W.IJ. b Medimdtlisiemeed,mer Imm,is dedxidedde •ndb er®eiroeheu 4l PP4 lvdlmm-Allhm i.IemLold,li 1 P 1 Pam' P r Job -. Truss Truss Type Oty WRMSCMB3L15X10 _ CO3 COMMON �PIY 1 1 �RENARMORNINGSIDE A0118579 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 414 = Ina Wed 4x4 = 5xs = - - 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. — in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 - Vert(LL) -0.14 7-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.22 7-13 >999 240 . BCLL 0.0 Rep Stress Ina - YES WB 0.20 Harz(CT) 0.02 6 n/a " n1a BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH " 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 5-1-0 no, pudins. BOTCHORD Rigid ceiling directly applied or 7-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 700/0-3-8 (min. 0-1-8) -2 = 78110-7-10 (min. 0-1-8) Max Horz 2 = 99(LC 12) Max Uplift 6 = -165(LC 13) 2 = -204(LC 12) Max Grav 6 = 700(LC 1) 2 = 781(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1164F783, 3-4=-8731576, 4-5=8701575, 5-6=11451768 BOTCHORD 2-7=619/1021, 6-7= 600/981 WEBS 4-7=2581527, 5-7=3111365, 3-7=-348/387 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 S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been .designed fora 10.0 psf bottom -chord live load noncencument 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 tail 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) 6=165, 2=204. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSlrTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) __- Standard Dead Load Dan.=1/18In 8a PLATES GRIP MT20 2441190 Weight 84 lb FT =10% Frnr.Rn.,NgVrmbb'Llnpf nbin�tn�{091tf9r6tnil�e(m�bjthljne[Gi'a41i 6v 1etlIYY'r�MnWMOnvb�lm,Enp YMglln;dMldrllnYlyrLl,hv,YyMn m.Otlnidniv WlnblW.sj •LY®n•Iba4xbndtrbTAYY,tl4 r�rNutlmprryge(u-S}mlryl,pv)mwtngRepu�eapmtlbp8vavtlonn•7gm�ningYhMptlhsp,ImvnnNnb144 a¢.nb4H.lYNpnuyanHymtivvvMdt Anthony T. Twnbo ill, P.E. I datlYOlmfLglvEgbbmpbktih0.w,h0�al,chitlgavbldig0,vpn,•SvnnibRNRole,bd MYpo4n11M1L 1Lprn6tlbl®dstidiwtlblmtYM1rgbE�ytliy,bs9mvmYvrf Yf YbrepiY�Y z80081 bbbgY,Rdtew. evn W,eYblWdbpm,ml p,hlw,0b4Nq(gm5MI6Yvmv phWp111d WIn:4nnYpnYr4o AlYimY,rymlfnnvlbnLL4nvhvp.Lminp Fgwvrrm,rNaaaYss 4451 St. Wde Blvd. fMu1du11nrumq,dRnbr�g11dl1mntrtl,d 0etmsPap[�bNlbttlgMp,vt:,tS�Snfpelet YtlSy IAptlmlhuv,nldW blal. • Fort Pierce, R 34948 (apniltlD}pll A"Iloalinmr�Imltlry Lltlmhd11./7.lePmleaatldlEirltlmnm, ivtlglvrx,irpiohl'4rdri4ande.nbe pe�mnuetlhrm Ll ledLtlnn-AenmyLlredom,LL- ----- - --.- - - --------- ---- Job Time Truss Type Oty Ply WRMSCMB31-75X10 C04GE GABLE 1 1 �RENARMORNINGSIDE A0118580 Job Reference (optional) % A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 12 6x8 = 716,1 4x4 = 1944 10&7 1a412 1a.11.2 251" 104L7 I b1d�:$ 67A m14 Wed Aug 2915:28:52 2018 Dead Load f%a.=118 in Plate OHsets_KY)- 15:0-2-0.0-0-12L 17:0-1-0.0-1.81.19:0-6-8.0-3-01.111:0-2-12 Edeel 113:0-1-10 0-0-121 117:0-1-10.0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.15 8-9 >547 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.4211-27 >533 240 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(CT) -0.01 10 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight• 1951b F r = 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- _ TOPCHORD Structural wood sheathing directly applied or 5-2-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek 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 (it -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 lb or less at joint(s) 10, 8 except 2=71 o(LC 1). 9=1105(LC 1) FORCES. (lb) .Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2,3=917/499, 3-4=-6141311, 4-5=4781323, 5-6=1661367, 6-7=154/355 BOT CHORD 2-11=709/789, 6-9=-586/481 WEBS 3-11=3911462, 5-11=01355, 9-11=4211485, 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=5.0psf,, h=13ft; Cat. II; Exp 0; 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 8 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 ANSUTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. ' 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will 6l 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 It, uplift at joint 8 and 402 lb uplift at joint 9. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Ver(CT) deflection per ANSVTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard fntle.NnemgtlrmYrb IA kxr1041(xLLfrlfe3alBledNxlAed011]Y(eP.11 NI[naLldi Na ladpealwoemdMwnYmL,vMpOnyllW,olNlEgi.lerb411MesrLmilsi n. Wm0ea9pebiW,a1 Wteitrmmpxm YYlh,ulNbrEIpM,N.IrrlmvRaptgaePr,f/.eEl eaef,NWngl®n}ttmromgmtlbF�>Ndr4Y'!rltlelNbbTe[bsq�l:mrryvMwbiroeq; nlnfil.lY Wp.uegnm.KgmOenuMOry gn[hpnY T. TWnho111,F.E. M,[dxa lmrNgldNrl�N,oprterdbbw,b PmSr[.[Yd.xmxNNtlgNy,nbomatlbxLbSJbWNxgnevlaL bPPx!tlbMdgN!rn,dbiinv.Ybfi�tYayrtgr.errtbr„alhvpyYMbnyoHrltl �B0083 ' ftw'kwLYp.trMW.[YNI@dN1��1�[[ae4YgbyelbgCY'eb;�lWJtlhRI[IIWn,Lp,WYFm[pel�a AlWnb{mtlxlMbb[bLn�Ntlp.lmf 4-p!,yvallmt[a4Ya.'ent I--- 4451 St. Lude B lvd.(qlN021141l dmnifa:hrNYxiry,dlx,Ynmglr4N:xtNNl ThlnudalFgastllnbltlaprnla.vien SraeYNpw(gW,p mopznarnnnld aelnl. 'Fort V., FL 34946 Ib1(nssb-N!1agLhe 1101 teprzdwiaadtlisiomYeo,ioagbm.ispal3drdvdEamne.nneopermistiaehoo A -I ladhnus-IeMepLlaml[N,P.h Job.. Truss Truss Type RENARMORNINGSIDEWRMSCMB3L15X10 CO5 ROOF SPECIAL 7QtYPIy 1 AO118581 Job Reference (ooGona0 A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run:8.210s Mayl82018Print•821Ds Mayl82018MTek 6.00 12 Sx6 = 5 6 11 4Y4 $xtd= x611 = 9 13 1A412 t&11trr2 2S114 9a-13 I 9415 ..6 674 1 a4-14 Inc. Wed Aug 29 Dead Load Deft = V181n Plate Offsets (X Y)— 14:0-2-8,D-3-01 [5:D-1-12.0-0-14t 16:0-9-0,0-1-15t.17:D-1-0 0-1-8t 11D:9-2-12,D-3-01, r12:D-3-12,D-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 8-9 >935 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.86 Vert(CT) -0.25 12-15 >907 240 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(CT) 0.01 11 nla n1a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 151 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 63: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD -Structural wood sheathing directly applied or 5-1-4 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-12 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 at --length) 2=0-7-10,11=9-2-12. (Ib)- Max Hom 2= 295(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except2=-175(LC 12). ll=-380(LC 12), 8=150(LC 8), 9=281(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=741(LC 1). 11=701(LC 19), 8=261(LC 24), 9=679(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. - TOP CHORD 2-3=-1103/642, 3A=-7451367, 45=571309, 6-7=149/282 BOTCHORD 2-12=878/975, 10-11=6281416, 510=-4471386 WEBS, 3-12=-046/538, 4-12=01368, 10-12=5171576, 4-10=699/616, 7-10=2811377 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 II; Grp B; End., GCpi=0.18; MWFRS (envelope) and C-C Elitedor(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) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 at joint(s)11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 2, 380 to uplift at joint 11, 150 It, uplift at joint 8 and 281 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 ANSIrrPI 1. The building designer shall verify that this parameter fits with the intended use of this cemponent. LOAD CASE(S) Standard rtlw��m.Nr,...e,�uroernasnf�la'imsunwtlrxmoemlla(nnyurrceamrrm.l„ryanrnmNmarm,.a,lm,r.ra,.41c1^.male.n.l.nerime.u®ka.11. un,m.nticea.am,..y Wluo.[sl'M n9hMbbte0Y�4t I,.tm, atlPrR..W,lpdr a}..la,WnglBrtlmeleenpaoCtrrlL,W,gwynyrdfrybminTibuj,GNlrydleb➢O s{. dvAL 1Y1nPnI,Ya �JNnN.+.aa1 Anthony T. TMribe 7ll•P.E. d,ud111wfbg41f eX6mphar du T,,dO.nl.lm'.I,pvbWfigaigsr,.kotl,EJheCL[WFk11+YgN,afLFL 1,"WY blW WTW. W.,tl6yls'lry Pye W abe4"i ft auMntl z80083 E. kfryNge Jrtnnl.L°eM16 M.bIPoel6rYm, alretlmltlC w4f' tlSena .'W IQm hmW W.I, .dh InW1 lWIa 1&1eayl9neltitLanlPtlpr,LNK.p!q.e.rlmiYwlY#v,tiu I 44515L Lucre alvb. de.x arMhroxmy,a,.,o.aghmM wa,i coon,rsex[n��ilrme,uvgrafa.emehn+Fymtmraq um�a+a.nmumamL Fon Pierce, FL 3E9Cfi _(tlppi11601111A�1Infimns.Anloryl,ltlmhe N.G. 6pmdraiol rblgltlmeeq,mwrlmbieplollOeliAedderimnplmesur6ao Aipodlmvg_Inhetl/I I1eLw.l4 YS - Job rn ss Ply WRMSCMB3L15XIOCTC �ZommTeypJeack �QtY 8 1 �RENARMORNINGSIDE AOY18582 Job Reference (optional iq n-1 Iwor I losses, ron Fierce, rL :wsco, eeslgntmatuuss.com Run: 8.210 s May 18 2018 Print 8210 s May 18 2018 MTek Industries, Inc Wed Aug 2915:28:63 2018 Pe9_e 1 LOADING(psf)' SPACING- 2-" CSI. DEFL in (loc) VdeO Ud TCLL 20.0 Plate Grip DOL 125 TC 0.18 Ved(LL) 0.00 -7 >999 360 TOOL 7.0 Lumber DOL - 125 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 We We BCDL 10.0 Code FSC2017rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 — =BOT CHORD. 2x4 SP N0.2 BRACING - TOO CHORD - Structural wood sheathing directly applied or 0-11-11 oc pudins. BOT CHORD -Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 =-311VIechanical 2 = 166/0-7-10 (min. 0-1-8) 4 _-16/Mechaniral Max Horz 2 = 42(LC 12) Max Uplift 3 = -3(LC 1) 2 = -70(LC 12) 4 = -16(LC 1) Max Gmv 3 = - 12(LC 8) 2 = 166(LC 1) - 4 = 20(LC 8) FORCES. (Ib) 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 31b uplift at joint 3. 70lb 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) defection per ANSlrrPI 1. The building designer shall verify that this . parameter fits with the Intended use of this component. LOAD CASE(S) Standard' PLATES GRIP MT20 244/190 Weight: 6Ib FT=10% retlq.P q.gtlr:me,•up[rtlasnrtlllaltafunma013Yr6[tlrwh-gTSJu�rZ;eRs.t>htmvl•vxmmlmeenmumrinvYrrlal�amurttuk4rtmemurevnn. mmrC.'vernmm,W WlOaexmna+tlOYMbbnpgh:tlLL lirl:v Wlp4paeN,lplrW.^:lry/.ql®trypnOmpgtl6PdnWtlW'+.'YI.4mdela:nln4idlljrtmtlT9:IgMROrQ,NePn b4up Rtrepnhdain:6iatwllgi Anthony T. Tombo 111, P.E. dmdbaL r4RI.Y'elhr6mp�dhMtlnOnr.bO.gAchtrAglannYq Mip.,g6MmdhOGq:Rg14YdMY;MrdR1. 16gpnEtlnfiOrimEtlnrtlNimv �NSrdlaU�ryphoegm0amdhegJ94f+mpaWgtl =. ' nHYNb¢'dfm t. Ne3r:epgnindbrMmWptivndbWMrvleblmfgYaoaFm7ltlnbhlllglWlrt:MrvfYW.riRrm>PI t1rN:9:'mYha�gltm[LLmhnP.ImrMPaSannitmrNYagx..Mr 41 Lude 4rt LF. 394 nangldadhatreragMraqamqh Almmmea hrhrvkunFggvg4"Inufyoo-ge,.l:�Spaymegllgfir ylv�ml.mnnl2aelgl. � Fgrt Pierce, (L 3<9d6 Pl (a ®7pldAllaalinssespnlhtla Lremta N,lib ppiph y pNaaiudRnlnogem,uogln4il PobTdedgimonaegmmmpe,mieueaM1om411edtnxe✓Iadooyt.IwEalll,ri Job .• rmss TmssType Dry Ply RENAR MORN INGSIDE WRMSCMB3L15X1OCJ3 Comer Jack 4 1 AO118583 Job Reference (optional) A-1 Koor I msses, tort Pierce, 1-1. 3484ti, oeslgnlgialauSa.mm 1 Run:8.21us Mayl82U18Wtntd.2IUSMay1820I8MUeK LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) 0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 4-7 >999 240 BCU- " 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/sae) 3 = 60/Mechanical 2 = 20110-7-10 (min.0-1-8) 4 = 30/Mechaniral Max Horz 2 = 82(LC 12) Max Uplift - 3 = -03(LC 12) 2 = -72(LC 8) 4 _ -27(LC 9) Max Gmv 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: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13R; CaL 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 left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-M wide will fit between the - bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43lb 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 ANSIfrPI 1. The building designer shall verify that this parameter fits with the intended use of this .component. LOAD CASE(S) - Standard Inc Wed Auq 29 15:28:64 2018 Pace 1 PLATES GRIP _ MT20 244/190 Weight: 12 lb FT=10% Feq.egpegYlmMM1'll WOFn456(HIIIn Htal' IIWtlPrlA[nf61811�-Sfl)!m[F,J'vlRb� 1Mh YYp M=ar+d�M W!�efJclm�Mp>n418�".^t44Li1.Iro4HI11dem LMM4e,x WetMln.rv01e1e41W.s} GWummim=xknNbM1iLeb Nd 4�4rubpPigae�}r.1pd!r4¢'wr4u+nglenrwNompm04r✓n��T*wlmimAMkNMyFm,pj,ImsgMaO,iWki.,tlelTL lbLAwapu.Mq �avWd6i Anthony T. Tornbo 111, P.E. +inxt�la,bq M'Egi,hmPr1N!IbO.m.bP.+i�rF Ed,PeY WE90nrR.+boReJ6KLKa1MW1.Yq,W tlALip9FMiYNidgMtlmYG,Im�v4e91si4m9ea,HenAYn9JfbdrciaWgd =80083 M1blgpnFV Yft,M1.12FMNY+bEOW bPatv�ulplLn6R160gtwP,mlLq Nr+Ys',TIj�Mnl,ih Pld Yl1+„Aim3bprip.In.11NPM1t4.rnpafilr,l W b�"tbLntbYp[.1re,h=p4jaesnnu Btlhv.�ill Lurie Blvd. ee.ruldWlirfet+lryM,pb+=nhainawna Atnuhva[yme6lM1biarbsFF,elmllrn+bpFrol YJ4 agl:dbmF,mldd+llll at Plev. Fan Perce, FL 3E946 p!*9 7411bI haRnsses-11m1ogLlm6rlilr.L repmdomoedd'n lnmmel,meg4royifpm/hediokNlEt.finerpemitsiaohemkl led7msn�/er3gorl, (eole@,EL _ - Tmss Truss Type Dry Ply RENAR MORNINGSIDE AOY18584 Llob CMB3L15X10 001 HIP GIRDER 1 1 Job Referenceloptlonal ^ A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc, Wed Aug 2915:28.55 2018 Pagel - 1D:2SLVR04mpe1X3Ng72=CSfy¢3ng9zvDR6Ku98%MHUJgNEB4K2ydhCeVFLSSSJOyiw6 -14-0 5-0-0 I - 10-0-0 _ I 15-0-0 I 16-0-0 1-4-0-5-0-0540 5-0-0 14-0 l.nFe II Jia= 3x4 = 3x4 = CT LOADING(psf) SPACING-' 24)-6 CSI. DEFL in (Ion) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(L-) 0.11 743 >999 3160 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Veit(CT) -0.10 7-8 - >999 240 BCLL 0.0 Rep Stress Inc NO WB 0.16 Hoa(CT) 0.03 5 n1a Na BCOL' 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 65 lb FT=10% - LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 - - WEBS 2x4 SP No.3 BRACING TOP CHORD - - 2-M ocpuriins (3-8-11 max) (Switched from sheeted: Spacing > 2-0-0). - BOTCHORO Rigid ceiling directly applied or 5-10-9 oc bracing. REACTIONS. (lb/size) 2 = 985/0-8-0 (min. 0-1-8) 5 = 985/0-8-0 (min. 0-1-8) - Max Hom 2 = - 53(LC 7) _ Max Uplift 2 = -592(LC 5) 5 = 592(LC 4) Max Gran, 2 = 985(LC 1) 5 = 985(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-1667/1089,3-15=-1464/1016, 15-16=1464/1016, 4-16=1464I1016, 4-5=-1668/1090 BOTCHORD 2-8=947/1444, 8-17=961/1463, 17-18=961/1463, 7-18=961/1463, 5-7=-914/1444 WEBS 3-8=241/420, 4-7=240/420 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=5.0psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) • This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a' rectangle 3-6-0 tali by 2-" 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 592 lb uplift at joint 2 and 592 lb uplift at joint 5. 7) Graphical pur in representation does not depict the size or the orientation of the pucin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)108 lb down and 144 lb up at 5-0-0, 581b down and 86 lb up at 7-0-0, and 58 lb down and 86 lb up at 8=0-0, and 108 lb down and 144 Ib up at 10-0-0 on top chord , and 188 Ib down and 202 lb up at 54)-0, 47 lb down and 68lb up at 7-0-0. and 47 lb down and 68 lb up at 8-M, and 188 lb down and 202lb up at 9-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-55, 34=55, 4-6=55, 9-12=-20 Concentrated Loads (lb) Vert: 3�60(F) 4=50(F) 8=188(F) 7=188(F) 15=58(F)16=58(F)17=39(F) 18=39(F) rrerknOmrl erix MUclrxlPJ64PKft Lt7 1.*V.reuu,LieM.,n. mN,ra-d adeMIDr.,Er b,urbM1iElbM,Id. er WM11 UFO 2k Od. 80 Wnglaopm6N WPWrO.VftM.6i44,pnni,smrlrfn.e4lasMrv4IIW, ftT ll*Wk"ghW Anthony T. F.E. WftOld T.,Jll &,Oliwrr(4.1n.116p,MIb M 1,,W0 bur W, ..Ofi'alft,"tl o,"➢,leupn,mlM,"kbft tb d d,u4Mlm,bgMgpXtrrtyobltlleb0.rtM1Ua,lll+ip4rprM1MYyOe¢,rbaRn4M144MrIM1ptlbWyN,dnl a,9plNtlbNldabYm4YM+. k4eglxl;ny.ul.9awothvgYiLbn{a,.M� le*M A! 8OD80III, �90083 YNYryM¢dfmx[.eMnwrM1llenlM1pu9o1a1rdlnlobWr4rnpD1144)baN{gN, rl4WMmrdrankvwlYptiylu Al Y3u4,rymilmlNYnt4l�nlhup.im,lnppassllmlxmne,Yu U515t. Lucie Blvd. ee4elNlbr6rNw�x4nr�nkepnnbY,e Itinukvx[ymhmbiaYnln4a,rl;n,d19a6pwiuilLLb ap4mltnnn14,4>ml. � Fon Fierce, R 34946 0 ds®701/411vv1lnwsAnlor Llvmlr W,Pl le nleaiardnisdv�enl,url Iraqis ed3bedrinennudlles elmdilxhw411evlLnusAe%m 7.Lv1v N, 1.4 vnh v v 1 v v 1 Job Truss Truss Type OtY Y WRMSCMB31-15X10 H.12 DIAGONAL HIP GIRDER 2 1 �RENARIVIORNINGSIDE AO118585 Job Reference (optional) • A-1 Roof Trusses. Fort Pierce. FL 34946. d esign@a1 Wss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2078 MTek Industries, Inc Wed Aug 29 15:28:55 2018 Page 1 ID:Id_OOXyyT61Bl_TXoliwHHzefvK-g9zvDR6Ku98XAAHiJJgN EB4S WyjhCg7FLSS5JOyiyu6 -1-10.10 2-9.3 '1-10-10 I 2-941 LOADING(psf) SPACING- 2-0-0 CSL " DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(L-) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 - Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Inv NO WB 0.00 Hom(CT) 0.00 " 2 nla n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4.SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-3 oc pudins. BOTCHORD Rigid wiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in . accordance with Stabilizer lnstallalion uide. REACTIONS. (lb/size) 3 = 451IJechanicel 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst; 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 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 ANSIrrPI 1. 3) Gable studs spaced at 240-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live toad 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-C-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 2lb uplift at joint 3,127 lb uplift at joint 2 and 15 Ib uplift at joint 4. 8) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 75 Ib down and 59Ib up at 1-4-9, and 75 lb down and 59 lb up at 1-4-9 on top chord, and 24 lb down and 34 lb up at 1-4-9, and 24 lb down and 34 lb up at 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 veep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPI 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 xaq.n,ubmlYrmnY'Llnnlnifarf(Wry Rrax RRRl1[RN[n(elalj x4T,RIXP,fv:R/rl„v I,ArGyPofmdMeMnYrlin�4eµ+drrt!(IW,dblAvll.luYQltldvmYmldinr. WnrNe.uaativtriM.w} YleYmxV fHtil/FrNYhIAb FnW. Y,Imrbpl,�YePr.lhar`yYvtlnmOupmJteFopn/bytln4bigrvinin�mlAry3,YIn4tlYujrlm lryp,InY�!}.drrM. bL pn�u�nuMymOni� J0'.1 An R% 0Ib0111, P.E. dndfifmrby Ylfgeb,upblgtlh0.n.tr0.aAr/":Av}fvYlrYypnyv.veeometlh&,LIIdEeYdbYgN,diM1l➢,�piGtl4101drn�mtlblmbbl4Y=4¢,p.b vd! ty,libbv tl I -8n083 80 hdkryM{adIWM.NvM�¢,brYladbpeOrfN�M1int,lY4bgbr1aJll,phkms�fR1'vJfhRldwnmHuwuY pmlp9sr WllSetbnynAl9ndkbFLLn�bup.LnfApLpFeslln�t e,.sa 4451St. ,bMulEdllrLiW,pMT!'nY111,pIRn Y,d,el M1lnvbu}I�binblegFnp,vlm..lSrylaFgaelgbtlly Nrtltl MFmnnldNbR41. � L 34N Fart Pierce,. FFL 3494(i � 6 k0}IIILI Ivvllnwr-Lna L7omke N. D.4 aiordandvomrµov bo,iY oll/edrimknbk viva evusuYhab411eu17muY-Iv4w l.lonlol4 P.L veil v vdr � r v r Job Truss Truss Type Ob Ply RENARMORNINGSIDE A01`118586 WRMSCM1313L15X10 HJ5 Diagonal Hip Girder 2 1 Job Reference foptionall A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries. Inc Wed Aug 29 15.28:56 2018 Paige 1 ID:Id 00XyyT61Bi_TXo1jWHHufvK-BMXHRn7yrrGOo14us1MmPddGL2px6iPa5Bemylyu5 -1.10-10 I 3-9.9 I 7.0-2 ' 1-10-10 3-9-9 3-2-9 LOADING(psf) SPACING 243-0 CSL DEFL in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC , 0.25 - Vert(LL) -0.02 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02.'7-10 >999 - 240 SCLL 0.0 Rep Stress Ina NO WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP 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 - purtins. BOTCHORD - Rigid ceiling directly applied or 10h0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installedduring truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 70iMechaniral 2 = 37910-10-15 (min. 0-1-8) 5 = 178/Mechanical Max Horz 2 = 141(LC 22) Max Uplift 4 = -57(LC 4) 2 = -152(LC 4) 5 = -100(LC 5) Max Gmv 4 = 77(LC 19) 2 = 379(LC 1) 5 .- _ - 178(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-392/103, 3-11=-366/131 BOTCHORD 2-13=165/346, 7-13=165/346, 7-14=165/346, 6-14=1651346 WEBS 3-6=-383/183 NOTES- 1) Wind: ASCE 7-10; VuR=160mph (3-secondgust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=13ft; Caul; Fxp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right "posed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord rive load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a. rectangle 3-6-0 tail 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 57 lb uplift at joint 4; 162 Ib uplift at joint 2 and 100 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 III down and 61 lb up at 1-4-9, 771b down and 61 lb up at 1-0-9, and 32 lb down and 41 lb up at 4-2-8, and 32 Ib down and 41 lb up at 4-2-8 on top chord, and 63lb down and 35lb up at 14-9, 63 Ib down and 35 lb up at 1-4-9, and 14 lb down and 40 lb up at 4-2-8, and 14 lb down and 40 lb up at 4-2-8 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard - 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert 1-0=54, 5-8=20 _ Concentrated Loads (lb) Vert: 14=-9(F=-4, B=-4) 3x4 = a PLATES GRIP MT20 244/190 Weight: 31 lb FT =10% fatlq.P Mp!„ad'W 1x3IIEfe(�alei OexlflPillaYll[w[61'H{xITJ UIi[ipbllr Yx leh4unr�tlmd,d W�Mlmsbtg6mylW,tlbltlrl.Isbxa.GimfWYn nt dn;fr.Y4lsY➢9.dr Blett�YlM;dMmlbbMl9MNdlfml,gpnlpr,reia141phL¢CYWngllgiqnW cmxatlbp;qudmYr'tllm{mWOhYbb�ntldtef,l aepaA�Y1W�l. delxl.hYspnvq;mW�pmld-y a4xr gntbanYT.Tembol9,p.E. I tlmtlknmtltgbtlgithmpblqtlb!Mn.be+dttlavtl rbxdlm!YlEnlp,mdnmvid14Y1ddMbYq MedRl.hppnetlbl0ptlmfdmtldimtd[gletley R'ry.Y�dadbnYpolYd 180083 bb1HM¢dra:Nr:u.m;emtlrlromdpmndµantlbYmghtruse,pitr.m;mlrxw,aylndvunremlYp,tmtl.. ml ltluYngwendemtlauntdup,unisap:.pmwlmtwb.e,.tlu nctlul¢.tlinree.amtlya•m�Ih4Mttin.�e hLmhrtl[q®urnbuxrpo�,nt asro.lgt�tet r+4 8�'++r.t.eelsaeml. g4515L Ltxle Blvd. � GpyirM®1016A1 Ydlnsses�bllogL[emEl10,IJ. IepMraiee Ad'nlvmr<m,imvphryispd0i!edrilhenetl rtmn pumifunhn4l lodUnsw4megi.leMoO, rG ran pierce,R 34946 Job Truss Truss Type Oty Ply MORNINGSIDE WRMSCMB3L15X10 J2 JACK -OPEN STRUCTURAL 9 1 �RENAR AO118587 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altn ss.00m Run: 8.210 s May LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 >999 "240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n1a BCOL 10.0 Code FBC2017/TPI2014 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 pudins. BOTCHORD _Rigid ceiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 2 = 176/0-7-10 (min. 0-1-8) 4 = .14/Mechanicel 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. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vas&=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; CaL II; E(p B; End., GCpi=0.18; MWFRS (envelope) and C-C E(te&or(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 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 noncencurent 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-&0 tall by 24)-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 60lb uplift at joint 2 and 24 lb uplift at joint 3. 8) This truss is designed for a weep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIIfPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard redqrbme„yh,m.bYlnOtllIDnrlualar�ifb6vtOCtfttlmluYfatT WnrTilPbv trryiaPno+md„f emvmimsMyPugiRaabwll.isl,@rtaev,YwMn,+. mwwnu.vbdnmlw.mt Mtlmr. Itr J9h¢tlmb1IDOMNi1n4u1mPfMeN.WE14 muvngIDi4¢mow¢As,dmrd+,valAs4c4vNIRbm1¢RIYW�Iau leb0lv¢.,tle1PL M1L PevmMYl+iumow--.11 Anthony T. TOmbo III, P.E. cdw6dY LntboJ ldWhbmp!AW tlbPn,mONnftt. bbbn[¢irn,nbobNtlbH.m Rtlbel ilpA�mtFlbp,Ndblvldmbtlmib MiktMgLYq t\'�,.6lbrdhvy Jfbbn•;N4!d Sa�a�3Lle ftw'N Woc..NvmmMv41l9 WmrATW piNe,d F.TLL�f�nLmgbkWlc4P 1pnmvunsre.,mlm pvYpeld AlPltMrry,¢Mie¢elkb/f,Lnf l,ur,lmfapbrmwunsmrnn.s,t I "515 LutBW. Mdu16W11�b4m9�Pv^®9hdllmnmdnL M1inubvry FgmhlGlbbLgl¢{n,vlm,ftmviq®dviwl� Nq�NxiimvenbmlblM1l. � Fort pence: FL 36966 b 07011LI iaollnssmAAa 7.lembuLrJ. h,Meaimdnislom¢em,m 1 Ypnh 9 p °9 nm,isy,all'nN�mmar Rinmfr�sGalhln411m1Imsnledoorl.Ia¢lea,ll Job Truss Truss Type Oty PN RENARMORNINGSIDE WRMSCMB31L15X10 J5 Jack -Open 4 1 A0118588 Job Relerenra o Bonal ea-11{OOI ImaSee, ran rmrce, rL .nYao, aeSlgnLNalw55.GOm nun: mzlu 5 may la zeta Ynricu.Zlua 3x4 = Inc. Wee 5.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ildeft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA9 Ved(LL) 0.11 4-7 >554 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >650 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOrt(CT) -0.00 3 n/a n1a- - BCDL 10.0 Code FBC2017frP12014 Matrix -MP - - Weight: 18 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD-2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. - SOT CHORD Rigid miring directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erectiop,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 113/Mechaniral 2 = 269/0-8-0 (min. 0-1-8) 4 59/Mechanicel Max Hom 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -98(LC 9) 4 = .48(LC 9) Max Grav 3 = 113(LC 1) 2 = 269(LC 1) 4 = 88(LC 3) FORCES. (lb) Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 3-5-0 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 cennections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3, 98 lb uplift at joint 2 and 48 lb uplift at joint 4. LOAD CASE(S) Standard be9'beeNAxl mbeb'llupinE!e1�8!rrl[VillNgtNfyMEfOINi-bTTlanCtl:niurbv lurlbaTPOMdMert�e�lm�0e+46n4lmidbledlllwh4rLWemlheMnne 4brmmvmtln4R9. VI breYmalhsJmpMbbrWnYklneLnlvplrpseQa.!pErybpg6ulogNOnpu�owpvO4Pm��R�nN �efbmMPtlmupeUUL1+MPmrOpWlnbml ➢r4,pwnpm.lel9 me'+-Isq Anthony. Tombo 111, C.E. A!S rvlmdb�InebgbYWnrompvw�tlbmm.bPm'rerxvAgeebkMgmrys,nmwetltlhP bCNbmAI,YA�4nfm.mgrnetlblpprxaemmtlbLmeE�mpM'ryrtne,luela�nvlbUimAYbmpvfald Y2$0083 b bYgln}n vlfs xb.4�nWeaxbl[OdbPLLanelpWxftlb WOgbq®Ng4humaptlgXY6lilibdWlnrMevl6pYµm filYLubnpailmtlpe fbL�ubuPe.lmf b�plgmefrm�rMeev,.Nt "515G Lucie Blvd. ee.wutlryeuscvambemnkmpn„wmAmmsst P[9PxbKlhrxNb�is.mmv!ro�lyistlml+a9 mra.s.emraw.ml.(vppilEl®EOIIAI IrvllnssnAn6vq L7vmG I0,q. IepuAMimvlebdemnm,ivrglmm,irpivl3deEPulvtllEroinevpe�miiwrhw Ll lvdlueur ArAovyLlvo6oN,/t. f•bn Pierre, FL 34946 N Russ Imss Iype Dry Pry RENAR MORNINGSIDE ASCMB&M10T01GE COMMON 1 1 A0118589 1 4x4 = 5 1 _�A 1.dd ?-fLJ dA.fl B. 14 7-11-19 A1A Q.A n d d- 1-2-8 0- -12 1-7-14 1-7-14 1-7-14 1-7-14 0- -12 1-2-8 Plate Offsets (X,Y)-- 16:0-0-0,0-0-01.[7:D-0-0,O-U],110:0-0-O,0-MI LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.25 TC 0.35 Vert(L-) 0.05 13 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 13 >999 240 BCLL 0.0 ' - - Rep Stress Ina YES WB 0.10 Hoa(CT) 0.00 11 n/a n1a -BCDL 10.0 Code FBC2017/TP12014 -Matrix-MR - Weight: 47 lb Fir =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 pudins, except end verticals. - BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ibisize) 15 = 41810-3-8 (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 Gmv 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 =2001335 NOTES. 1) Unbalanced roof live loadshave been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; End., 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 8 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-" 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 Ito 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/rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard htlq�rnvNgMgatr'f Irle QA61 -�•' IQfLtmWtlOrdpfYS(n10Y(6t312111[F.R:HRh,b(eiiYUPPslmd,r4tlnsr+tlm�MgYuy(84,db14nllsb QlLldqu,9eeYM,e bbetlk.Yatltlgbia,sy ,T=;dn tlAhnetrtrPAgY�tl411rimt RtlpEy.qPu,fpLEIL�q�ud�nw�T�emratlbFMAtlgi,e9fm�M:IPfYbM4tlbYj,(mylpMebl[Oa}.WePA A, Mpni.pinblquReiWidl Anthony T. Tombo ill, P.E. dxdblmiYgbY:nb,rynb9,dbAn.trOmloMd,ff.b YbgOn�,.tr:meeibgbC.dbhtl M1xq,Wef0.L1h R,Lib RYdmbNnlblmiYligbdi;vegsgelMel Y.pbfYb.•n� 9tgtl 4SM83 ' bb49b1A xt<YSL"m�en.bROxbl:nmof PWm,db4d4(gst5te!4tau:0f,phildb111of9en,tluwfYptlPr*. AIaS�LnyeMslel6bfbl:xlo�,(mtOnpfgmellmal�eze.Hb "51 R Luoe Blvd. nengf4,dNrtxnq,vygtlmeqh4lnnbba bimituyEgsnYNle.b2,t0cyv,et ufle.Fgsn:gwq upa.4gnnemegml. Ft Pleme, FL 34946 Gppi1h01tldbl yoelLvssuIdagLlem6. N, N. bpMvameold'nlomnem,umlMa.iep�ollHed�tlEenlhevdmepe®fuu6ee Al ledLnmslemmpi.iemlo1141E . JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTLO1 A-1 ROOF TRUSSES ,4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I( • � �1WPNm1 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, , Exp. B, C up to 60' Mean Roof Height - -=-- — and -Exposure. D_up_to_30' Mean Roof -Height. Attach End Jack's w/ (4) 1.6d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r` Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2) 16d Toe Nails )) TC & BC (Typ) Attach Comer Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Anthony T Tmnho III, P.E. l 6M3 . 4451:St. L de BN6, Fdt Piece; FL 34946. FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL I STDTL03 ALTERNATE ❑IAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A -A) O.C. ATTACHED TO VERTICAL WITH TRUS ! (4) - l6d NABS, AND ATTACHED TO - -Ci OL. 2S' BLOCKING WITH (5) - Mtl COMMONS. . NAIL DIAGONAL BRACE TO —.-- _ - — ---PURLIN-WITH-TV0 16d-NAILS. A0 ROOF TRUSSES 4151 ST. LUCIE BLVD. -2X4 PURLIN FASTENED TO FOUR FORT PIERCE. FL 34945 K, TRUSSES, WITH (2) - 16d NAILS - T/24mlolo 1, - 3, MAX. EACH. FASTEN PURLIN TO BLOCKING V/ (2) - 16d NAILS (MIN.). - - PROVIDE 2X4-BLOCKING BETWEEN DUG. BRACE THE TRUSSES SUPPORTING THE - . " AT 1/3 POINTS BRACE AND THE TWO -TRUSSES 13N IF NEmED EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) — \ \ 10d NAILS AT EACH ENO. ATTACH DI BRACE TO BLOCKING WITH DIAGONAL IT IS THE RESPONSIBILITY OF THE SLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT - IOCOMMON VIBE NAILS. - TO DESIGN THE CEILING -DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST -ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. - -. ENO WALL -CEDING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A -HATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE - - METHOD 2: ATTACH 2X_-SCABS TO THE FACE -OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE-FOLLDWING _ NAILING -SCHEDULE. SCABS ARE TO BE OF THE SAME .SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR VINO SPEEDS 12U MPH (ASCE 7-98, 02, 05), 150 MPH_(ASCE - - 7-1D) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF I0d-(131' X 3') NAILS SPACED S' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02; 05), 150 MPH (ASCE 7-I0) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X39 NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL / GABLE TRUSS / MAXIMUM.STUO LENGTHS ARE LISTED ON PAGE L ALI BRACING'HETHODS SHOVE ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE'NOT ADDRESSED HERE STANDARD GABLE / TRUSS 3r4m AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS I STDTL04 ��cur�rc�1,... A-1 ROOF TRUSSES -- 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946. 772-409-1010 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VAUD FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. - PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2'X 8' REFER TO ACTUAL TRUSS DESIGN DRAVANG FOR -' TEE -LOCK MULTWSE CONNECTION PLATES SPACED 48' O.C. PLATES ADDITIONAL PIGGYBACK TRUSS INFORMATION. „ SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6C (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X r TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH EACH PURUN 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. ..ar.vaai Anthony 7:,Tan6410, P.E. :mrnlcGe,4 t 69083. 44515t. Lude 81W. W Nice; FL 34946. JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451.ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL'A' BELOW (TYP.) GENERAL SPECIFICATIONS: 1. NAIL SIZE =WX 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 PERDETAIL'A'. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES VALLEY TRUSS — (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3N2 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF _ ATTACH 2X4 CONTINUOUS 42 MAX SPACING = 24- O-C. (BASE AND VALLEY) SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45(1/4- X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. lnromraraamnr,ae s.ms bwr5+^ *lalmT1ai,er!!m'm� arp. aaraw,q.,,q a.dPlra wpa4pAkn+h+1 rm,a,.rm rrtN.t�l^I�yar'-+tva+:n I MUwm T.Tom&oIII, 7.E. .+ am,ra.rgtarlom,.gmar.�ma rro.,r.m.m.p mtcyrye mavaaC.�brdaumfmlmmiH.agp,aammm rn sat.n.aeymlms.cra.rm.�worb-r,p;ni.Ta • 80083 aaa�lup"vollm.r uanwrsbmrbrund mbbalr�.arr�w.wJ$rumrmwal �aen4bpsdpra 1�1Nmama�lb,sMYuabtm A�r�5n6vA4adim+acWAm.,=Ms 4451 % Wcie BW. n..ad=op.ua:aa�Tw araM•..am mun [.tee u'arWa.w e4 r�++W�.a.r1.W.waxdrm aenamt FCR PiHSE. R-. 34940 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER _. TRUSS DETAIL A (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE -WX 0.131'=10d . 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL 'A' 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT ---TO THERAKEDIMENSION OF -THE VALLEY -TRUSS SPACING.' 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING NOTTO EXCEED 48' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRI ISR 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 3112 MAXIMUM 6112 -- CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 " ATTACH 2X4 CONTINUOUS 112 MAX TOP CHORD TOTAL LOAD = 50 PSF SYPTOTHEROOFWITWOUSP MAX SPACING= 24'O.C.(BASE AND VALLEY) WS3 (114- X 3') WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. e.yaiapb,vlya�wna9bbrYiav/I.xa4�.b®,y.d.ntlbbM= yalrb�dbv/-I Anftny L Tembo 111, P.E. kibCwb'plb NmbiaLdlryl Up 9*x9dyYtatlblx nYghc' my.mndbvgtrlbbmnsiNi 980083 ;69}MdY4Rdi3ni6mfblaA'd+TIN¢Oii9.�ndbn�>b54�n.bu[A4.dt+oYAUm ' 4451 St,jBlvd. Y,aaGpw4gYab, RgAlaMewine14d4Wt Fat PiekgL 34946 eBFdd'a�1�Alandev®nlneiswo}rAlUd/m�a�lmlcayTJ�ck AI FS JULY 17, 2017 I L\IJJJLV VA-%LLL L %.7L- 1 VL-. L ruL_ (HIGH WIND VELOCITY) STDTL07 A-1. ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98. ASCE 71 WIND DESIGN PER ASCE 7-10:_ 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 5D PSI MAX SPACING = 24' O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNC_.. .. ___... DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 7 -10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER - NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6(92 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112(MAXIMUM 12112 PITCH) r.a+aw.,,dnma hdwd +Weie4.wsy AnDmny T Tombo ill,. P.E. elmxwYlo,hd 4augimc9urY�ddYr,n.aked 980083 rw.amwm�.,m.a� ru=ia emr,wu 44515L Lude Blvd. Fort Pie(ce,R 34946 FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 " A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409.1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTIi V/10d NAILS 6' O.C. SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - O' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4 = V *DIAGONAL BRACING ** C -BRACING REFER REFER TO SECTION A -A -TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 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 03 OR BETTER WITH ONE ROW OF 1Dd NAILS SPACED 6' OZ. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - D' D.C. E. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH I6d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 1Dd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/241. VERTICALVIGRACE 2X6 SP OR SPF STUD#2 DIAGONAL - BRACE (4) - I6d NAILS16d NAILS SPACED 6' OP. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 - 2X4-SP-OR-___ SPF 02L HORIZONTAL NAILED TO - RTICALS SECTION A -A V/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IDd NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. OD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED IO IOd-AND I6d NAILS ARE 0131'X311' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 21. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L -BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP431STUD 12'0.C. 3&10 5&11 6.6-11 1 11.1.13 2XISP931STUD - 1670.C. 3.3-10 4.9.12 6&11 9-10-15 2X4SP10(STUD 24'O.C. 246 3-11.3 5-4-12 8-1-2 2X4 SP 92 12'O.C. 3.10-15 5&11 6&11 11-8-14 2X4 SP #2 ifi'O.C. 3&11 49-12 6E-11 10A-0 1X4 SP att 24'O.C. 3-1-4 3.11-3 6-2-9 9&13 - DIAGONAL BRACES OVER 6' - 3- REGUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE DIAGONAL BRACES OVER 12' - 6' REGUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH IDd NAILS 6' OL. WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SD'/. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP 1112. ROOF SHEATHING NAILS lOd TRUSSES 2 24' OZ. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - ` Uld NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL MAX MEAN ROOF HEIGHT= 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE % I -BRACE DETAIL FEBRUARY17,2017 WITH 2X BRACE ONLY STDTL09 _ 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 2XB 10d 6' O.C. NUTS NAIL -ALONG ENTIRE LENGTH -OF T-BRACE,/ I -BRACE (ON - TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS -ROWS OF LATERAL BRACING .WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2XB T-BRACE 2XB I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF . LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE. 2X4 1-BRACE 2X6 - 2X6 T-BRACE 2X6 1-BRACE 2XB 2XS T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB- NAILS WEB I -BRACE T-BRACE SECTION DETAILS . FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS STDTL10 1, TO MINIMIZE VIBRATION COMMON .TO ALL SHALLOW FRAMING SYSTEMS, 2XG-'STRONGBACK' IS-RECOMMENOED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XG STR13NG13ACK ORIENTED •VERTICALLY MAYBE POSITIONED DIRECTLY UNDER. THE TOP CHORD OR DIRECTLY -ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.. 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34M NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE -TT2-4MI010 BOTTOM CHORD OF THE TRUSS-VHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN -METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE -ENDS. - - INSERT- V000 SCREW THROUGH. OUTSIDE FACE OF CHORD INTO EDGE OF•STRONGBACK (00 NOT USE METAL FRAMING \�6&GTHeu(F— TCRTICAL CCC ATTACH TO VERTICAL USE 13RYVALL TYPE SCREWS) V ANCH_TO TOPATTA CHORO I(01M 31 \NAILS (0.131' X 3'). r NATTACH AILS 0TO VERTICAL \ WEB WITH (3) — 10d cHA J BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) — IDd NAILS (0131' X 3')IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' W000 SCREWS (OMB' OIA1 w •w w�� woo♦ �c 1 •• III •• II �• L �c USE METAL FRAMING J ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH TO VERTICAL WEB WITH (3) — 10d NAILS (0131' X 3') ATTACH TO VERTICAL SCAB WITH (3) — 10d NAILS (0.131' X 31 /INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS � � BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) � 1 (BY OTHERS) 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) — 1Dd NAILS (0131' X 3-) EQUALLY SPACED. ALTERNATE 'METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — D' AND FASTEN WITH (12) — 10d NAILS (0131' X 7) STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). FEBRUARY17,2017 LATERAL TOE -NAIL DETAIL STDTL11 AI ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN AISLE 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 OFTHEWOOD.- -- -'- - - 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 B8.0 80.6 69.9 68.4- 59.7 o .135 93.5 ' 85.6 742 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 - . z p .131 75.9 69.5 60.3 59.0 51.1 J n .148 81.4 74.5 64.6 63.2 "52.5 ,I THIS DETAIL. IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELDW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3).2 NAILS NEARSIDE - NEAR - SIDE. - VALUES SHOWN ARE CAPACITY .PER TOE -NAIL - S1DE VIEv SIDE VIEW- (2X4) 3 NAILS (2X3) 2 MAILS - APPLICABLE ODRATIDN OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: NEAR SIDE - NEAR SIDE (3) - 16d NAILS (D162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE NEAR SIDE FOR LDAD�EURATION-INCREASE OF 115: 3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) =-2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° ANGLE MAY VARY FROM 30' TO 60' 1 45.00' ANGLE MAY VARY FROM 30' TO 60' NEAR SIDE 45.00' FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTLI2 v A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE —NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) OIA. SP OF HF SPF SPF—S 0 .131 59 46 32 30 - 20 ZO __ _ - _.135_. _6O_. _ 48 33 30 20 Il'1 .162 72 58 39 37 25 J H .128 54- 42 28 27 19 Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 ' - 31 21 ---( —1 N Q M Z .120 51 39 27 26 17 U Z .128 49 38 26 . 25 17 O .131 51 39 27 26 17 .148 57 44 31 28 20 M L 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 BE APPLIED EXAMPLE: (3) - 16d NAILS (D162' DIA.'X 35'3 WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF LSD: 3 (NAILS) X 37 (LB/NAIL) X LSD (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ON USE (3) TOE -NAILS ON 2X4 BEARING WALL -- 000 USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S. )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW F�.BRUARY 5,201 TYP 2x2 NAILER ATTACHMENT STDTL13 2x2 NAILER ATTACHMENT --o GENERAL -SPECIFICATIONS - — -- A-1 ROOF TRUSSES - 451ST. BLVD. FORT PIERCE,CE, FL 34946 - -MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 - - - 7-10, 29`-0" Mean Height, Exp. B, C or D. 2�. 2x4 SP No 2 (Min) o 0 0 0 1.5 x 4 2x2 SP No. 3 1.5x4_ TYPICAL ALTERNATE BRACING DETAIL April 11, 2016 STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOFTRUSSES 4451 ST. LUCIE BLVD. FORT -PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT' CONNECTION — (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER -12 VARIES (4) 12d MAX 3011 (2'-611) — 2x6 #2 SP (Both Faces) 24" O.C. — SIMPSON H5 A t" .8008�3 In, P.E. .4516,, W bird. STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND 41, FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTLI5 C - - - A-1 ROOF TRUSSES 4451 sr. LUCIE BOM. _ FORT PIERCE, FL 34946 _ 772409A010 TOTAL NUMBER OF NAILS. EACH SIDE OF BREAK • X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP DF- SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 -32 48 36' 2681 4022 2454 3681 2074 3111 ` 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 - 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 IOd NAILS (TWO ROWS FOR 2X4, THREE - - - ROWS FOR: 2X6) SPACED 4' D.C. AS -SHOWN (131' DIA. X 39. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2. OL. 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 BREAK OA 3 •10d NAILS NEAR SIDE +10d NAILS FAR. SIDE, X' MIN G' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TD THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH. ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: L 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 WO00. 4.: WHEN -NAILING THE SCASS,:JHE 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. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTLI6 A4 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' Dr. TOP CHORD: 2X4 OR 2X8 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO le ENERGY HEEL - END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM M2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1Dd COMMON WIRE NAILS (148' DIX X 3') SPACED G' 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 SCARS, THE USE OF A BACKUP WEIGHT ISRECOMMENDEDTO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40) SPACED 24' OC.,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