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Home My WebLink AboutTRUSS PAPERWORKi. 20ANNED BY St. Lucie County U. 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.A1 Truss.com TRUSS ENGINEERING I BUILDER: RENAR PROJECT. MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT.79 / MODEL:CAYMAN 1560 / ELEV:B1/ GAR R JOB#: 77788 MASTER#: WRMSCM1560BlL OPTIONS: 16X9 PORCH. NO MALLEYS. r A-t ROOF TRUSSES A FLORIDA CORPORATION RE: Job WRMSCM156061L Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. JOB #77788 Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1560 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: FBC2017/TPI2014 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 43 individual, dated Truss Design Drawings and 16 Additional Drawings. With myseal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,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 A0280547 A01 8/22/19 13 A0280559 A13 8/22119 25 A0280571 CJ5 8122/19 2 A0280548 A02 8/22/19 14 A0280560 A14G 8/22119 26 A0280572 CJ5A 8/22/19 3 A0280549 A03 8/22/19 15 A0280561 B01G 8/22119 27 A0280573 UK 8122/19 4 A0280550 A04 8122/19 16 A0280562 B02 8/22119 28 A0280574 CJ5L 8122/19 5 A0280551 A05 8/22/19 17 A0280563 B03 8/22119 29 A0280575 CJ6 8122119 6 A0280552 A06 8/22/19 18 A0280564 B04G 8122119 30 A0280576 GE01 8/22119 7 A0280553 A07 8/22/19 19 IA0280565 B05 8/22/1g 31 A0280577 I HJ7 8/22119 8 A0280554 A08 8/22/19 20 A0280566 B06 8122119 32 A0280578 HHA 8/22119 9 A0280555 A09 8/22/19 21 A0280567 CA 8122119 33 A0280579 HJ7L 8/22119 10 A0280556 A10 8/22/19 22 A0280568 CJ3 8122119 34 A0280580 J7 8122/19 11 A0280557 All 8/22/19 23 A0280569 CJ3B 8122119 35 A0280581 J7L 8/22/19 12 1A0280558 1 Al2 8/22/19 24 A0280570 I CJ3L 8/22/19 36 A0280582 HT 8/22119 The truss drdmng(s) referenced have been prepared by Whole House Engineering,Inc. under mydirectsupervision based on the parameters provided byXl Roef fusses, Ltd. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility soleyforthetruss components shown. The suitability and use of components forany padicularbulding Is the responsbl'ilyofthe building designer,perANSVfPl-1 Sec.2 The TrussDesign Drawing(s)(TDD[s]) referenced have been prepared based on the censtructlon documents (also referred to attunes as 'Structural Engineering Documentsl provided bythe Building Desgnerindkating the nature and character ofthework The design uitetiathmin have been transferred to the Truss Design Engineerby JAI RoofTnrsses or specifn location]. TheseTDDs (also referred to attus as'Slructural Delegated Engineering Documental are speclaltystruclural component designs and maybe part of the projects deferred orphaned submittals. As aTmssDesign Englneer(Le, Spsclaky Engineer),the seal here and on theTDD represents an acceptance of professlonal engineering resppnsg,igtyforthe design of the single Truss depleted on thaTDD onyi The Binding Designeris responsi,leforand shag coordinate ayd review theTDDS for - compatibftwiththe'vwridenengineeringmqu'sert nts. PleaereviewrUDDsandagrelatednotes K Page 1 of 2 �y' No: 62809 I.yr:111x.1y 16:43:42-0490' Truss Design Engineers License renewal date// / I I I I I 1 I forthe state of Florida is February 28,2021 SERIAL# 5f054982f 500e8feb19a64ef 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type pry Ply h A0280547 WRMSCM1560B1L A01 Roof Special 1 1 Job Reference o tional I nun. o.uu a mdy m cu 7x10 MT20HS43x6= 2x411 6.00 12 5X6 2x4 II 7 8 7x10 MT20HS= mausmes, inc. I nu Aug zz 1J:4 Cu l Gina 22 21 18 17 — is is 3.6 = 4.6 = 2x4 II 2x4 II 4.8 = 3x6 = 1.5x4 II 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.53 18 >854 360 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.01 19-20 >452 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.58 13 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2'ExcopY T3: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2'Except' B2,84: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2, W6: 2x4 SP M 30 BRACING- TOPCHORD Structural wood sheathing directly applied or 2.4-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 '(min. 0-1-12) 13 = 1490/0-7-10 (min. 0-1-12) Max Horz 2 = -138(LC 10) Max Uplift 2 = -377(LC 12) 13 = -030(LC 13) Max Gmv 2 = 1490(LC 1) 13 = 1490(LC 1) FORCES. (lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2664/1666, 3-4=416312474, ' 4-5=4061/2489,5-6=4033/2514, 7-8=-254/176, 6-8=-5646/3203; 8-9=-5890/3353, 9-10=-5842/3342, 10-11 =1 997/1402, 11.12=2105/1392, 12-13=2688/1678, 6-7=-270/7911 — BOTCHORD 2-22=1303/2308, 19-20=1752/3602, 9-19=-2961266, 16-17=1338/2336, 15-16=1338/2336, 13-15=1338/2336 WEBS 3-22=-1339/845,20-22=-1523/2709, WEBS 3-22=1339/845, 20-22=4523/2709, 6-1 9=1 278/2608,17-19=113412387, 10-17=-1262/578, 12-17=619/549, 6-20=335/499, 3-20=559/1368, 10-19=-2209/4464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 2 and 430 lb uplift at joint 13. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Dead Load Deft. =121n PLATES GRIP MT20 244/190 MT20HS . 1871143 Weight:2241b FT=10% ✓>y+��a1+v a.au-na xooFrPGasrs l'saLFRTfEarJe.d<cemmoxs WsrpYEP leurvnhcicxm+�bcuvxrrmm.v, tev� .dwai.Kmmvm T,una.m+�+w Rwl.=a e.s +qva%E,4�^A,�mweRYdst b�m.!M UnMA�s.bF'�wtMl[10.e^�`NN, �F WmeYb Gl��WaLO uwObM"nl�bA aG4 M.YM ai9�y £nQ�w'Ipp.ne6p4yEry-kol.iti•Aka^etYTO�Mm%M!,bsn JeM BeWap PE63POd ' agba.NSsflm...Ynd�.9aie^GMbKdmB!dO�vN�T,m Jp[4} TM��.�.,,Js$1iLTha0u4'i� uR =A MdnO F,m. vS�Ni MurNgnLmbglEW<ObU. wpiutFMm9a'.. NMb Houu EFhMnY C.1911I! o.,e.,e.ov.rw�e.s.mo-nev.+N.b�rer am.wraawcrss.®Ceueaaaw 'mi.}l,.yvo-mm,Mmo o-nade.dw'Rm:".mawa .ua.s,me•sn..en'.ow.waw mG�Nl�d4�Nfabvlm NmneuldNa.'NG r9 E'^P?y*adi.aa^.^mBe 4'iin3Ybr,AiM�41 IN+msamXa=.N.w�MW>1NW3&'.R`a..eMe+Wla W,b�a0m9vry �`�Y�.. .t5161 Wtle &M Fry Y "rPHAFMn U+,efFovTnee;-M FL Pb,u.M13,9y 4WAc(MTrvMT1uNm.Y�YEi9n�NTMYwNalmmbbabAM0. 66wC K.CN6etT9rvM.W�i,iWbllO�.en,MlT�.6paTYENb iautmTM6mM+9 Me4V�aTrvA 6YeW,EnP�.[W VY+gM �M: L52i2M9 [sE+I�Wm.AM0.4MhTY4l.'CtgPffiJLi91B4r gm,T.ws1.-RSP+s+b+tl OYdwnw'{InaY �vY.YAWb1M.iWOl'ni\,iAmb,koAFl Foii� 1 Truss Truss TypeOtyPIyA0280548 F'wcMSCM1560131L A02 Hip 1 1 Job Reference (notional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 12 5x6 = 2x4 11 6x8 = Inc. Thu Aug 2213:41:04 2019 Page 1 IU1t77uhF22kbPwdxdxWoC1 W16y117D 20 19 16 15 — 13 3xfi = 46 = 2x4 11 2x4 11 5x8 = 3xfi = 3xfi = III i 11-11-2 1 15$-0 I 19-1-6 1 22-4-0 I 29-3-14 38-0-0 I 74-0 47-2 3-8-14 1. 3-2-10 6-11-14 8-8-2 Dead Load Dar. = 7/161n Plate Offsets (X,Y)— 16:0-3-0,0-2-01,18:0-&10,0-2-81,rl5:0-2-8,0-2-01,117:0-2-0,0-3-81, 118:0-3-8,0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.41 17-18 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.81 17-18 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.48 11 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 221111 FT=10% ' LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3'ExwpY W3,W7,W6:2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-7-15 oc bracing. WEBS 1 Row at midpt 8-15, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min. 0-1-12) 11 = 149010-7-10 (min. 0-1-12) Max Horz 2 = -139(LC 10) Max Uplift 2 = -378(LC 12) 11 = -378(LC 13) Max Gmv 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2664/1664, 3-4=4164/2474, 4-5=-4062/2489, 5-6=4171/2629, 6-7=-4081/2370, 7-8=-4045/2360, 8-9=-1836/1336,9-10=-194811312, 10-11=-2612/1629 BOTCHORD 2-20>1301/2307, 5-18=-224/270, 17-18=1455/3218, 14-15=-1266/2250, 13-14=1266/2250, 11-13=-1266/2250 WEBS 3-20=-13361841, 18-20=-151612704, 6-18=-746/926, 6-17=-561/1302, 15-17=1309/2960, 8-15=-2068/846, WEBS 3-20=-1336/841, 18-20=-1516/2704, 6-18=746/926, 6-17=561/1302, 15-17=1309/2960, 8-15=2068/846, 10-15=718/630, 10-13=0/300, 3-18=-564/1371, 8-17=-1604/3565 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=4.2psf; 4=1511; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent with any other live loads. 5)' 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 2-0-0 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 378lb uplift at joint 2 and 378 lb uplift at joint 11. LOAD CASE(S) Standard nu�oM rlxv#.*vLsss �s[ur-sA ce,wairnvs.eweaolrmxsasmnEa�ev�E�uxrwwae-�vP+�n. mry�wppvnvc�prs.e.a a,T�moaw�+vilm).=aw Q �u'�GNb9°,vMY n,etl Ca*atl+vw unwmibrss'Mnmp. No lx0i+m�AtlmoVMaaY +ealm9n Too 44 fa �a�Egrwnag04SwearyEnT+vY w.clwanY T00 repme�. ,n. JenaBMnl=PEexae ��yg�vaadNPbn� ppPv,n¢,wyvcbpbBdMAo.MM irvv Ypb]mb1M My..wW]{4Ylly mvq�sw'pbr>dG¢W�n,v4lYY�uw4WLwber �bryvN�.m�n,LdQ.JM. WM'e WUSe E,gFeerinp G91815 RPW Dw,MOvd�Miv�C� BWLg Poaq�vr't� tlM 0NI9G W0tlCaVvN mElP1.r T1`4VVN lOn AO'MN WOV Twi'^"169T*cM.a }isul ed,+vu'9GY ,uWVMM1M' u YSIfiow R.sMY��nomFe'¢Nr<R'1m�M,W'aMvq PiM Na PYNaf Gna+gttMBuIE*I�TAS^P 4lM' $b�fo6WP^o�aM]iZPIaW6oLA ,e4vrcvJA¢P�e,®9 ba�c "iP.Fi.4Rm.MveF^P�i+!mtl D.:0 19 con 0.creT 'C§.?%�ffiv EN agTrvr Pnaammc'w�ue eTmKSYroH4 M(COWenbam v�.iw.Op hNPW MOM;M Ths6.'vnagErglww§HOTN BWvs Potivv,e T,oa eyal§„Enpu4r Nm,Y trmsn¢.'iA ON: fl2YR018 �aWlalM,v wcCaM1.W niPL1.'IXOY� Oi01641 PSITueya_papyzc�tlpyygy,�tinn.yy„aLpµaMdpnppvclb,pnpc m<(M MAT,u¢¢ Job Truss Truss Type Oty Ply W A0280549 WRMSCM156081L A03 Hip 1 1 - Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:05 2019 Page 1 ID:ld_0OXyyT61Bl_TXc1jwHHzefvK- iIEKRRquOZLelaCRPmH5y7dGlyuc9YfOsm3aYyll7C 204-0 1J-Q ]-0-0 11-11-2 17-&0 1418 2&10-12 3940 a9J-0 110 Z14 d-7-2 I S 1d I1-Sa Ba-12 9-ti 1 1-2-10 6.00 F12 5x10 % 6.6 = 20 19 75 14 — 12 3z6 = 416 = 2x4 II 3x4 11 3.6 = 3.6 = 6x6 = Dead Load Defl. = 51161n 20J-0 ]d-0 11-11-2 17- 19-1.1 2&10-12 3800 ]sU I d-7-2 6 1d i-5G e-&12 41A 1.2-10 Plate Offsets (X,Y)— [4:0-3-0Edoel 17:0-3-0,0-1-e1[12:0-3-0.0-2-01.[16:0-2-8,0-3-01.[18:0-5-4,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.33 15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.6017-18 >765 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.40 10 We n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight:221Ib FT=10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except* W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 or, pudins. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. Except. 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149710-7-10 (min. 0-1-12) 10 = 1498/0-7-10 (min. 0-1-12) Max Horz 2 = -156(LC 10) Max Uplift 2 = -387(LC 12) 10 = -387(LC 13) Max Grav 2 = 1497(LC 1) 10 = 1498(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2674/1670, 3-4=-423112526, 4-5=-4123/2541, 5-6= 3329/1912, 6-7=-3331 /1979, 7-8=3683/2093, _8=9_381512064, 9-10=26.17/1630_ _ BOT CHORD -- 2-20=-1306/2317. 5-18=-206/367, 17-18=-199813877, 16-17=-1221/2990, 10-1 2=-1 26612256, 7-16=642/1337 WEBS 3-20=-13541854, 18-20=-1524/2714, WEBS 3-20=-1354/854,18-20=-152412714, 5-17=891f794, 6-17=363/566, 6-16=341f795, 9-16=-103/1041, 9-12=1088/759, 12-16=-1453/2556, 3-18= 613/1427 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=4.2psf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 2 and 387 lb uplift at joint 10. LOAD CASE(S) Standard Rvm.tlwyMre.c.w•x.r>wpc.TaWscsCse,liq'l. cE96xa. tE�ws.acbmmaxa wsrouu6a ��,,rr,run<carohEwa�eil'bmvwti^rwe^�w«d wa..emaaer Tm omp.mnMAdd)+�d+ Q �vq'ecru.vA+..mudama.uif*+�..aua�.+i.Ma ynwaYns.m}aYwow,.an cwnc+gauelmewTooaay.se,owT.uoo.:9„F�ml...ron.:s,.oa'r, e"v+).e.r+menPtoo,1rr+»..n: JaN kmieaemlq R:6tb9 mns•awww+ vg.ea+w J/,srt'GnwJm.onr�.. Giw e.Tooway T+t�lnCeg vma..am.btlw we.w^�NLt•eu�aml.�ezm�i errreaa..ruemsvaew.. xouu Eros=Moulls,s wo...�.cmuoa ro%aaID:9,mssq anb.�r.hFamt3a NauG.M+I6S4NtiuIbV c-6.aTF1'�lbblM��.ap�"a.n v.Tww.nvma,mawT' i++6m�T�*.^9��w..euo.mmd L�rsawme. a.�mm�N;. us, sr+w ene. aDeeuieNRgMoa CTtr+�br Nmheal wIXR, 2100 mNQwMNusaMP^a�?BAIMB�iGm/G idWFtlRYI,.bnms l�aCa�45Meh'1PIsa 58CJ.eiinM1rtvtaalofM�^19a0e,re; laH.aernh Mmw�a"la4aa RRmu.ft]19K Mws M2w Tmf Cnxr�.EpcaJEryiR�e.OT,W 4wls4a�cwtis,�xa§a OkwCMaCwYm+T�.�e��EUV M/i�A+M�I]h 6puR(Erti�mVl�TM9N4,9 Mvvm-vTM6YMn 5i9*!tibvp!WP69: <A ase: 6V6R%9 Ca�PYztlbmp RwihmenP,Ll.'Cpyryp O'O18AtPML�,-AgWrc9TaPUG,mqe;timyAmlA➢IXipb]NOwfNO.wM1lpnpmvl„m tlPr1 FaRTvu¢' ' russ Truss Type QtyPlyA0 PMSCM156OBiL �A(14 ROOF SPECIAL 3 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mhrek Inc. Thu Auq 2213:41:06 2019 6.00 12 5.6 = Dead Load De0. = 9/16 in 5 5z6 G 5x6 4 6 1.5x4 W 3 1.5x4 a 3 12 6z8= 1 ry a 14 13 11 70 1 d y2� 1 2 MT20HS%3.00 3x8 MT203A 19 is O 3x4 12 1.Sr14594 II d 1.5x4 II 1.5x4 II Sze = 4z8 % 1.6x4 II 5x8 // 3N915 9-10.4 19-0-0 27-16 28�142 31�6 3aL-n 410A I 9-1-12 8-1-6 -0 2-8-4 7 & Plate Offsets (X Y)— 12:0-1-14 Edcel 14:0-3-0 0-3-01 16:0-3-0,0-3-01 f8:0-4-7,Edgel, f8:0-4-0,0-4-121, f8:0-2-1,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Weill L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.5512-14 >826 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.0412-14 >437 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.65 8 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matdx-MSH Weight: 200 Ib 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 *Except* W6,W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. Except: 4-7-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2 = 1490/0-7-10 (min. 0-1-11) 8 = 1490/0-7-10 (min.0-1-11) Max Hom 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav, 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4697/2907, 3-4=-4307/2635, 4-5=-3134/1852, 5-6=3134/1852, 6-7=432112660, 7-8=-4676/2926 BOTCHORD 2-14=2490/4232, 13-14=1906/3619, 12-13=-1902/3644, 11-12=1905/3647, 10-11=1916/3622, 6-10=-2507/4245 WEBS 5-12=-1338/2394, 6-12=-864/801, WEBS 5-12=1338/2394, 6-12=-864/801, 6-10=-285/576, 7-10=-352/445, 4-12=861/796, 4-14=-280/568, 3-14=356/464 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=4.2psf; h=15ft; 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 & 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/TPI 1 angle to grain fonnula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint 8. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply .k A0280551 WRMSCM1560BlL A05 SCISSORS 4 i - Job Reference o tional A-1 ROOT Trusses, Fort Pierce, FL 34946, designCdalbuss.com 4z8 Run: 8.210 s May 6.00 12 5x6 = 5 5x8 G 5x8 O 4 6 12 6x8 = 14 +3 11 10 3x8 MT20HS% 3x8 MT20HS-- 3x4 � 3.00 12 3x4 Inc. 1 DU AUe 2 ld:41:Ub Dead Load per. = 91161n 1.5x4 7 1 N + "a 89 rg 4x8 9-8-14 19-0-0 2832 Mao � o.a14 F 2.'t2 I 4.'L2 I 4A-14 � Plate Offsets (X Y) - 12:0-1-14 Edne7 f4:0-3-12 0-3-01 16:0-3-12 0-3-01 f8:0-1-14 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.58 12-14 >789 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.08 12-14 >420 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.69 8 nla n/a BCDL 7.0 Code FBC2017[rP12014 Matrix -MS Weight: 1801b 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 purins. BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-11) 8 = 1490/0-7-10 (min. 0-1-11) Max Hom 2 = -166(LC 10) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4730/2950, 34=-4291/2612, 4-5=-3137/1854, 5-6=3137/1854, 6-7=-4291/2626, 7-8=4730/2972 BOTCHORD 2-14=2537/4265, 13-14=-1916/3626, 1213=191213651, 11-12=-191713651, 10-11=1921/3626, 8-10=2560/4265 WEBS 5-12=1350/2406, 6-12=-867/806, 6-10=239/565, 7-10=386/506, 4-12=-867/807,4-14=-241/565, 3-14=-386/508 WEBS 5-12=1350/2406, 6-12=-867/806, 6-10=239/565, 7-10=-386/506, 4-12=867/807,4-14=-241/565, 3-14=386/508 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=4.2psf; h=15ft; Cat. II; Exp.B; Encl., GCpi=0.18; MWFRS (envelope) and GC 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 n0nconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using. ANSI?PI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 Ito uplift at joint 2 and 399 lb uplift at joint 8. LOAD CASE(S) Standard wmea,em.pNr ��-, aopr�NmsTa rsE,JYs1j,'�ExEn4 teumfi.mtammwpeusroxex zc6emrn6acmr+n-.n n.v.,Naa+a^ «e�.,a mnv®o..�uewd0rtr«u n. Q TyaryEM+aw Miens m+m tatm WR unrsae+,eYcpeu mme mo. m}wp4ow+,aarvmw- puaEmeT[OmaYe6C..NeYrvalMsyw P�:eveN-y E+q,v1.p++eYmer.rm6,geaeom Jan106mly PEORpP ,eY�p¢NeWegev�p.upotllybes6sppdp�ng�e S�ue.PmmAeTooad xiv Jqd ThaGupnr�.my bmybvl�yemCNin wvLaL)maurab ,perrgup'gePenepfn.,bGq Naa. K1oie Hmw Erym(wlnpG61616 a..m.v.w.nenaaydmJ+.fiwama.4+stimv..a,eaam.aco.ieSe,awsem*mm mJ!«i'tivo-u,amw Tona..enrrw.o.au.Tr�nwm36�-[ti aaew.�mn.ae,awcauruevwn+rm.auv us,swoeaw. dvie Wiu Cegb^aTa CumYWW�HeMsxela9 eTaPimpe.in.c!¢S xJp.eblwlalK B,tbnpPq°i`R^YEtiv,Y ln*amM' I6666puaiaMp HiiRmeSBCA ei M,mvsaJa�uu,m 9'�6n,n: IPNCeR+I p<h>pnuY+M.er.<. RFmu.R9.9H emwae,ei,�omc=..sp.mar v9Aw+ad THa,4wm9eef.vMdlee�. uG�¢t+UeAEMMeLwWrtt�.eSKubi,A^pLt/Wrn FwIn61M1e 6P�mN E^1�VN?TMBuW+9�f�T!vTrvaSr�+EeNe.tOtepmm6'N; M Oae: 042VAfB 'emw'=.am+:.=.exn.ervTwr:e.nrW ea.enevmr-Am.�m.mpnm=...e,.w.n.n",.sv�n.a.e�mv..,e,.�ve�..,+•.ae.,wxT„�� , Job Truss Truss Type Oty Ply A0280552 WRMSCM1560BIL A06 ROOF SPECIAL 1 1 Job Reference (ptiona0 n-, rtaor , rvs>es, run rrorce, r� .w w,yuL.n 3x6 = io4uwmuex ID:Id_0OX yi1Bi TXoljwHHzefvK-w 7-1-4 1Z -0 25-0-1 30-5-12 6-0-5-5-ti 6.00 rl2 5x6 = 6 3x64 5x6 G 5 4 W4 3x4 i 3 13 W2 6z8= 3 N6z8 = 3.00 12 16 15 6.6 = 2.4 11 inc. i nu qua 22 Dead Load Dan. = 71161n 5x6 J 7 1.5x4 e 6 � 12 71 5 d 3x6MT20HS-- 2 1110,7 300 Us c LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 360 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 Horz(CT) 0.57 9 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except- B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 24-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2649/1686, 3-4=4340/2667, 4-5=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=4315/2672, 8-9=-4678/2898 BOTCHORD 2-16>1316/2291. 4-14=-233/447, 13-14=2135/3999, 12-13=1897/3634, 11-12-190113609, 9-11=-2479/4215 WEBS 3-16=14511920, 4-13=-1175/1004, WEBS 3-16=1451/920, 4-13=-1175/1004, 6-13=-1286/2346, 7-13=-853/776, 7-11=315/579, 8-11=337/439, 14-16=-156612749, 3-14=720/1562 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=4.2psf; h=15ft; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 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 400 lb uplift at joint 2 and 4001b uplift at joint 9. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:1931b FT=10% Job Truss Truss Type Oty Ply y A0280553 WRMSCM1560BIL A07 ROOF SPECIAL 1 1 Job Reference optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:08 2019 Pagel ID:Id_OOXyy 61Bl_TXoljwHHzefvK-OHRMyTUiBLxwVUlm7XJ-Jal9_VzTpYV5ig7kAtylI7f 19-9-7 7-4-0 7-6-4 11-10-12 18-2-9 79- 25-0-7 1 -72 38-0-0 9d-0 y$4 41A ~ 6-3-13 ,t�q. s2-10 bs11 ~ 7-64 -0 6.00 12 5 H 7 Dead Lead Defl. = 7116 in 3x6 G 5x6 i 5 4 3x4 i 3 W2 N y[ 3 d i 2 Ng 16 15 36= 616= 2x4 II W4 13 5.6 = 5x6 1 7 12 11 3.00 12 3.8 MT20HSx a=4; 1.5x4 G 8 7761-00-12 9i 79 8 I ,19-7-9 398-7-0.0-07 48 N A O 910 `7I a `9 Plate Offsets (X.Y)- (7:0-3-0,0301. T9:0-t-14.EdgeI, rl3:0-2-8,0-3-81, 114:0-5-8,04-81 LOADING (psf) SPACING- 2-M ` CSI. DEFL, in (loc) I/deO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Hom(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix-MSH Weight:1931b Fr=10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' B1,B3: 2x4 SP No.2, 32: 2x4 SP No.3 WEBS 2x4 SP Nc.3'Except' W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-44 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' B1,B3: 2x4 SP No.2, 32: 2x4 SP No.3 WEBS 2x4 SP Nc.3'Except' W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-44 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 149010-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) .Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-3153/1816, 5-6=3052/1841, 6-7=-3136/1856, 7-8=4315/2672, R-g-::A678/2898__ BOTCHORD 2-16=-131612291, 4-14=-233/447, 13-14=2135/3999, 12-13=189713634, 11-12=190113609, 9-11=2479/4215 WEBS 3-16=1451/920,4-13=-1175/1004, WEBS 3-16=1451/920, 4-13=-1175/1004, 7-13=8531776, 7-11=315/579, 8-11=337/439, 14-16=1566/2749, 3-14=720/1562, 6-13=-128612346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4'.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSIFTPI 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 400 lb uplift at joint 2 and 400 lb uplift at joint 9: LOAD CASE(S) Standard mLv N-/N RGbE1Pl166E6 r6ELIF(Cf... r+ENERW 1EPH^ mq LVS(BpHb d15TMAEN yBIIYEti'4ACI'JaOVA.EOfi,PEKI-MR.VerE/haejnpwmbnminnl W-om AiTrm peyT O'm,O nW)'uM W'. Ll�W FE 6Y/b QgemvpwgAly R®.elEglnv Mw�u Mel Miw uw JMBiNWmMillR my:9¢a mmbor [1GeNeY,na.1 trinlW bb Wb N.ivm.FiT^®n4PR6N+eYE'rtlurf.Meulnv.YTDO eeeO�.m. wilaik. clCw PN+�m^tlaGG,ier6ib4i6n"tlrvEn�We.C4T,rsNptlgm WT6O yvW iM.t.lW M14*".>w✓^PtrA W4^9vmG� vF.aNeINwJP.a TxakasirBWfMa Mmi6�+6�W M. WGI�IBCiEs4nNe8mlcW iP1J:1Ti .NRIBMIep WMb Xwx EnO64�0 U91615 mue w.Wu,'MeB.�nAn6W4q.Oa9m'.neameaaW Sne+abw1M11eM P�M6deurWwTin?`x16n96+�Tti��a.w.meY6ab�W N.t-MxnuVnrt>p�Btivr n.axrevnoee.nacmwu..w�a+mmnva'mBwecs.�sawv�e++=+w+..a+ma�aysTukNMtr�rs6enpt6caw�l�•b+Mmaa?66Aesnl„erc.ef..w�e�� mnnmw.aenywmn.ame... atixMn+Tuunngm.swey E,gbeebtlrNwtlwtaxemrpeiuem�v T. h6d 6Tt�wJme eprnpypmp Mry'peNlevYae Nvoirot PRap.lehErymwttM0T6re 6WIryq o6w.r,rwTreK 6rhu Ee*e.WM9'�Ki� S151 Wde 61A aww.Rs.su oW: 0fl2Y9ofe YaGeYmtlsw erw6=e9ntrL6:Qgp�,llZ�16A9RM Tr.,[v.-liepalnMnp6vbgmu,M1PanY✓nn.%pGONM vliuC6a MM�NnuvnWMRarTnvv[` JOb Truss Truss Type Oty Ply A0280554 WRMSCM1560B1L A08 ROOF SPECIAL 1 1 Job Reference (optional) A-1 Hoot I misses, Fort Pierce, rL m4 , aesign(dalrmss.com MUn:0.z1Us Mayla4Ularnnl:a.4lUeMayld ZUIa MneK 5x10 MT20HS= 6.00 12 6 3x6 G 5x6 G 5x6 5 7 4 W4 3x4 4 6 1.5x4 4 3 8 13 1 W2 6x8= 8 N 2 5 1°1 2 3 ax8s 17 3x8 MT20HS- a 3.00 12 16 15 3x4 ¢ 3x6 = 6x6 = 2x4 11 1-00--812I 9Vi1 38 776 I 7-1-4 9-1 Plate Offsets (X Y)— 17:0-3-00-3-01 19:0-0-10 Edgel f14:0-5-8 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) 0.46 11-13 >994 360 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.88 11-13 >516 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.51 9 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E *Except* B1: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-13 oc puriins. BOT CHORD Rigid ceiling directly applied or4-9-14 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 149010-7-10 (min.0-1-8) Max Hom 2 = -165(LC 10) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2650/1686, 3-0=-4338/2666, 4-5=-3190/1839, 5-6=-3086/1861, 6-7=-3169/1875, 7-8=4314/2671, 8-9=4679/2899 BOT CHORD 2-16=1317/2292, 4-14=-235/447, 13-14=-213013992, 12-13=-1896/3634, 11-12=1899/3609, 9-11=-2480/4214 WEBS 3-16=1451/921, 4-13=-1132/971, V-13=-817/745,7-11=315/578, 8-11=340/441, 14-16=-1567/2749, WEBS 3-16>1451/921, 4-13=-11321971. 7-13=817/745, 7-11=315/578, 8-11=-340/441, 14-16=-1567/2749, 3-14=718/1558, 6-13=-1270/2322 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 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 400 lb uplift at joint 2 and 400 lb uplift at joint 9. LOAD CASE(S) Standard Inc. IhUAU92213:41:082019 Page iBLMVU Im7XJJalAIVOrpYh5lq?kAtylll 4- Dead Load Deft. = 318 In N Q r' IQ P 3x8 —i PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 191 lb FT = 10% Job Truss Truss Type Oty Ply w A0280555 WRMSCM1560B1L A09 ROOF SPECIAL 1 1 , Job Reference (optional) A -I Mool I Maass, ron rlerce, rL s4 b, oeslgn(a_ialvuss.com RUn:6.21U S May 3.6 = 20 6,6 = 6.00 F12 5x6= 19 2.4 II 1.5x4 II 7 85x6 /1 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.45 15-17 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.82 17-18 >555 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.51 12 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 `Except` T5: 2x4 SP M 30 BOTCHORD 2x4 SP 2400F 2.0E `Except` B1: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 4-10-0 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 = 1490/0-7-10 (min. 0-1-12) 12 = 1490/0-7-10 (min. 0-1-8) Max Horz 2 = -147(LC 10) Max Uplift 2 = -385(LC 12) 12 = -385(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2654/1667, 34=4164/2502, 4-5=-4068/2516, 5-6=4195/2687, 8-9=-4018/2571, 9-10=-3952/2402, 10-11=4023/2384, 11-12=-4652/2817, 6-7=-3504/2089, 7-8=3504/2089 BOTCHORD 2-20=130012296. 5-18=-2531307, 17-18=-1364/3106, 16-17- 1344/3097. 15-1 6=-1 351/3078, 14-15=-2410/4200, 12-14=-2404/4184 WEBS 3-20=13911874, 6-17=-369/956, 8-17=3931974, 8-15=789/936, WEBS 3-20=-1391/874, 6-17=-369/956, 8-17= 393/974, 8-15=789/936, 18-20=153112723, 3-18=-591/1396, 6-18=-876/1043, 9-15=-306/346, 11-15=575/572 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=4.2psf; h=15ft; 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) 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 psi bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2 and 385 lb uplift at joint 12. LOAD CASE(S) Standard. Inc. InUAUg L213:41:102U19 Page :IoS9EyLSo7rTMJh7HRgOA8UgFmyll7 40 d 1 - Dead Load Deft. = 7/16 in US PLATES GRIP MT20 244/190 MT20HS 187/143 Weight:2041b FT=10% Jobs Truss Truss Type Qty Ply A0280556 =Rf,,,n, WRMSCM1560B1L A10 Hip 1 ona0 A-1 Hoot Irusses, rort Fierce, rL 34 b, Oestgn(w_a1 Wss.com Hun: ti.[1u s May 16 2u16 Firm: a.ZIu s May 18 2018 MiTek Industries, Inc Thu Aug 22 13:41:112019 Page 1 ID:Id_00XyyT61Bl_TXo1jwHHzefvK-ps6VbU WaTGJVMyl LofthLDNfJj2fOxCYPODOnCyI I76 14A-1 1 ]39 11-10-12 1 4-0 19-0-0 23-3-15 25A-0 2&7A 317-1 38-0-0 p9d0 01V 7-3-9 4-7-2 0.5-I424-0 4-3-15 i 4-3-15 i 2-0-0 2-11-9 2-11-9 i 64-15 Y1�A— 5x6 11 3.6 = 6.00 12 20 4.6 = 19 2x4 II 1.5x4 11 5x6 // 7-3-9 1 11-10-12 , 14-8-1 , 19-0-0 1 23315 , 25-8-0. 31-7-1 38-0-0 Dead Load Defl. = 71161n 3x8 m 7-3-9 14-7-2 12-9-5 4-3-15 4-3-15 24-0 5-11-2 64-15 Plate Offsets (X,Y)- T4:0-3-0,Edgel, 19:0-3-0,0J-01. 111:0-0-10,Edgel, T18:0-54,Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.49 16 >940 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.88 , 16 >516 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.56 11 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 202 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30'Except' T2,T1: 2x4 SP No.2 BOT CHORD 2x4 SP 2400F 2.OE *Except* B1: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purins. BOTCHORD Rigid ceiling directly applied or 4-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erec0on, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 11 = 1490/0-7-10 (min.0-1-8) Max Hoe 2 = -131(LC 10) Max Uplift 2 = -371 (LC 12) 11 = -371 (LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/1655, 34=4180/2468, 4-5=4099/2483, 5-6=3712/2217, 6-7=-4761/2730, 7-8=4761/2730, B-9=-3782/2189, 9-10=4541/2886, 10-11=4651/2765 BOT CHORD 2-20=129412309, 5-18=-252/353, 17-18=-190713788, 16-17=1544/3375, 15-16=-154713396, 14-15=1555/3382, 13-14=-2203/4032, 11-13=2365/4179 WEBS 8-20=1336/842, 18-20=1512/2693, 7-16=269/219, 3-18=-565/1382, WEBS 3-20=-1336/842, 18-20=-1512/2693, 7-16=269/219, 3-18=565/1382, 6-17=343/474, 8-14=261/455, 6-16=858/1772, 8-16=-846/1745, 9-14=-614/629, 9-13=-253/304; 5-17=-520/466 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=4.2psf; h=15ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exumor(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at. joint 2 and 371 lb uplift at joint 11. LOAD CASE(S) Standard yvgglSy 'A.I AOJFTd156E5(6ftlPi'l,.'AENEyt iFpx6 nq GpraR0.W64U6TOYERjHWFA�iCR:W1t£OGYEvfI-.(mR VwIIY Nspnpp��^^��nnaW,u1 T,m 41mw. VnMLLrnnCvgmtl W140. YAN'Pv ieOOvv+Gee sCY PeI® bVekQNalwPTLTE�MrTV 6 L^vT MvnB IAL1vNm Q JVW BdmnVPE8bH08 -W%ENno,Naiv,1,W A. vvega,ra dYa A+ti Y^8a^n^Bn,paN„y b,MOcv6nd4^ Pyy 1[IOm TNf Ilia �mTw@Lx. WPcrtlemC�ba WNN atlwJiWMb'i ml.NMtlm ��, .n2�^m u,. ^ uWv Oa*w,VaO^®avMav]yn eAa6�.iVi®.bJprr,AyaemfeEy WgC,¢a T ) MBuNag dvpW4N. -ivYtiN?R Wm4 H0uM EnpMevMp LB91615 atl Pl4TNVaW IIY� YWmemOaTt�^i:��rBaiNra^C^i��l^4 rA4br�Ortl-tia4NYtlnaapu?v/Yi cfAgygONaAarebC �d NMrsN a4FinaT®WMR�aewtlBMeM1¢aAPV Bu16nb�Ti �l �rY»�-9p��M]h'iRNf�AwnMxeGAW,^9u[artF® bMwMere`i�>«a wO O+IiYNlgTrvm Cny�.SPmiIY Fry,vmtl irys 4aMa0mr.6NnYo]unN,pryyyylCmYaRgrealyyp,n^My LYY ivmamd,W iM 6,'rnly Eryiaa,atlpt MBA4pMs{,vnTry 6yNVEiB(�av1^,y SWyq-fA NS, S,IWVB,M. RRup.FL 31918 OAa 6YdL%B .. ivWtivat h,mienabtM rttKf'(.Wp V]CAf60.1 M2TJuvua-RryreCv[MnNOrsderwA ®+q fvm, i,pMLM1^T,wf W a.fMfwnnhrw,<fAA livRT^anm. Job Truss Truss Type Ory Ply A0280557 WRMSCM1560BlL All Hip 1 1 Job Reference (oo8ona0 A-i KooT I russes, tort tierce, I-L 34846, aesignLwaltruss.Lem o� 6x6 = Kun:a.2lus May la2ul8Knnt: 62lu a Mayl62u16MI1eK 4x4 = 5 5x8 = 2x4 11 4x4 = 6x6 = 6 7 8 9 Inc. I OU AUa ZZ 1J:41:11 ZU1s ZZ _. Zu _- __ le 111 3x6 = 1.5x4 11 3.6 = 3.8 = 6.8 = 2.4 11 4x8 LOADING(psf) SPACING- 2-M CSI. DEFL. in (Joe) Udell L/d TCLL 20.0 Plate Grip DOL I fi TC 0.30 Vert(LL) -0.41 18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.76 18 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.45 12 n/a n/a BCDL 7.0 Code FBC20171TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP 2400F 2.OE'Except' T2: 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP 2400F 2.oE *Except* 84,135: 2x6 SP 2400F 2.0E WEBS 2x4 SP M 30 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-8 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-8) 12 = 1490/0-7-10 (min.0-1-8) Max Hom 2 = -114(LC 10) Max Uplift 2 = -354(LC 12) 12 = .354(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2704/1665, 3-4=-2179/1418, 4-5=-1888/1354, 5-6=207111463, 6-7=-5615/3204, 7-8=-564913220, 8-9=-3715/2225, 9-10=-4103/2393, 10-11=4749/2981, 11-12=4790/2830 BOT CHORD 2-22= 1318/2354, 21=22=131812354, - — 20-21=l318/2354, 20-29=102512077, 29-30=1025/2077, 19-30=-1025/2077, 16-17=-2319/4733, 15-16=-2146/4089, 14-15=-2151/4070, 12-14=-2428/4338 WEBS 3-20=-555/495, 4-20=-415/734, WEBS 3-20=555/495, 4-20=-415i734, 9-16=955/1705,11-14=-236/311, 6-19=3795/1935,5-20=-531/268, 8-16=1713/913, 8-17=-788/1576, 17-19=-2124/4332, 6-17=253115150, 10-14=407/418,10-16=-364/388 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed, and vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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, with BCDL = 7.Opsf. 6) Bearing atjoint(s) 12 considers parallel to grain value using ANSIRPI 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 354 lb uplift at joint 2 and 354 lb uplift at joint 12. LOAD CASE(S) --Standard — Dead Load Dab. = 3181n .S 12 1313 PLATES GRIP MT20 2441190 Weighl:2461b FT=10% Jobt Truss Truss Type Oty Ply A0280558 WRMSCM1560BlL Al2 Hip 1 1 Job Reference (optional) A-1 Koof I nlsses, tort Fierce, rL 34a4a, oesa]n(w_atrmss.com yI1 o, 3.6 = 5.8 = nun: a.ztu s may to zum Fnm: mz1u s 4x4 = 5xl2 = Sx6 = 5.6 = 5x8 11 zl -- 19 15 17 3x4 = 3x6 = 5.8 = 3x4 II 3x4 = Inc. Thu Aug 22 13:41:12 2019 11-0-0 14$3 18-2-9 21-5-3 24-0-13 27-0-(I 32$i 38-0-0 11-0-0 3-8-2 3-6-6 3-2-10 2-7-11 2-11-3 112 .1e-15 Dead Load Deft. = 7/161n 4.8 Plate Offsets (X.Y1- 14:0-2-0,0-Ml.16:0-3-8,0-2-121,(11:0-2-11,0-0-101.114:0-2-8,0-4-121.116:0-3-15-Edoel (18:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wet L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.53 16 >853 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.98 16 >466 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress nor YES WS 0.80 Horz(CT) 0.51 11 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight:249Ib FT=10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x6 SP 2400F 2.0E T3: 2x4 SP 2400F 2.0E BOT CHORD 2x6 SP 240OF 2.0E *Except* B1,132: 2x4 SP 2400F 2.0E WEBS 2x4 SP 240OF 2.0E BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-6 oc purins. BOT CHORD Rigid ceiling directly applied or 5-10-9 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 = 148910-7-10 (min. 0-1-8) 11 = 1489/0-7-10 (min.0-1-8) Max Horz 2 = -101(LC 10) Max Uplift 2 = -340(LC 12) 11 = -340(LC 13) Max Grav 2 = 1489(LC 1) 11 = 1489(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-267911701, 34=-2317/1457, 4-5=-2313/1576, 5-6=2441/1644, 6-7=-8194/4589, 7-8=8739/4865, 8-9=-5950/3417, 9-10=-4394/2519, 10-11=-4821I2858 BOT CHORD 2-21=1364/2361, 20-21=-978/2009, 19-20=-978/2009,18-19=-1181/2310, 7-16=112/324, 15-16=-3099/6097, 14-15=-1994/3989, 13-14=-2490/4410, 11-13=-2470/4374 WEBS 3-21=408/447, 4-21=-127/439, WEBS 3-21=408/447, 4-21=-127/439, 6-16=3226/6301, 6-18=-3066/1648, 16-18=1859/3630, 8-15=-185611014, 9-1 5=1 346/2562, 9-14=-154/304, 10-14=-433/470, 8-1 6=-1 630/3138, 5-19=519/301, 5-18=-132/308, 4-19=368/637 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=4.2psf; h=15ft; 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 nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 2 and 340 lb uplift atjoint 11. LOAD CASE(S) Standard Job Truss Truss Type qty Ply A0280559 WRMSCM1660BlL A13 Hip 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn@attnlss.com Run: 8.210 s May 18 2018 Print: 8.210 a May 18 2018 MiTek Industries, Inc. Thu Aug22 13:41:13 2019 Page 1 ID:ld_OOXyyT61Bl_TXo1jwH RzefvK-IEEFOAY(tuZDCFBkv4v9QeT5yWgrUsBgs6iUs5ylI74 B-0-0 1 4-P15 71-] 1i 13 7 1 2 1)-5-9 15-48 W4, 15.3A 29-0-0 We We f1-0.0 4015 33e 4-0-) 9 3 3aA 1-11-0 48125 1-6 3-&12 4.40 560 4)-9 6z6 4 6.00 12 3" 14 5 Us = 1.5x4 11 3.6 = 1.5z4 11 6z61 6 7 8 9 3.4 =10 11 4 3x4 1 3.4 O 12 1 0 4 S 1 2 7�� 3 26 25 24 32 31 29 28 20 21 19 18 17 t6 15 Us = 44 = 1.5.4 11 48= 2x4 II 23 2x4 II 3x6 II 48 = 3.6 = 1.5x4 II Us _ 3x4 = 5x8 =4x4 = 7x8 = 2x4 11 2z4 II 3x4 II 9.0.0 B 7 196.021-63 4A15 7-0-) 2-15 134-7 175 19Sb2pr�..gq 2534 11-1 29-0-0 33b0 3800 4-0.15 316 0.16a�1 41.0 111 1 3J-0 3A-12 4-00 I SDO � 0.141 0-141 1d12 n 7.Q Plate Offsets (X,Y)- f5:0-1-12,0-1-121.111:0-1-12,0-1-121.f21:0-2-4,0-4-41, f30:0-5-12,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 15-38 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 28 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB O.68 Hom(CT) 0.02 13 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 2481b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP No.2, B3: 2x4 SP Nc.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 73410-7-10 (min. 0-1-8) 19 = 1771/0-7-10 (min. 0-2-1) 13 = 482/0-7-10 (min. 0-1-8) Max Horz 2 = -85(LC 10) Max Uplift 2 = -202(LC 12) 19 = -710(LC 9) 13 = -007(LC 8) Max Grant 2 = 750(LC 23) 19 = 1771(LC 1) 13 = 512(LC 24) BOTCHORD 2-32=425/1015, 27-30=-176/714, 26-27=265/913, 25-26=147f790, 24-25=-401378, 22-24=-40/378, 21-22=0/283,18-19=423/370, 16-17=-732/512, 15-16=-732/512, 13-15=732/512 WEBS 19-21=-1709/1450.11-17=-483/278, 5-26=2'10/369, 30-32=-330/800, 12-17=-394/630, 6-25=-272/233, 5-25=-261/202, 7-25=4847733, 7-21=1130/680, 10-18=535/392, 18-21=-232/267, 10-21=-858/1012, 11-18=512/546 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water FORCES. (lb) pending. Max. Comp./Max. Ten. -All forces 250 fib) or less except 4) This truss has been designed fora 10.0 psf bottom when shown. chord live load noncencument with any other live TOP CHORD loads. 2-3=-1180/643, 3-4=-1059/566, 5)' This truss has been designed for a live load of 4-5=-889/511, 5-6=610/338, 20.Opsf on the bottom chord in all areas where a 6-7=-610/338, 7-8=526/809, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8-9=-526/809, 9-10=518/800, bottom chord and any other members. 10-11=0/251, 11-12=-261/541, 6) Provide mechanical connection (by others) of truss 12-13=-625/957 to bearing plate capable of withstanding 202 It, uplift at —BOT-CHORD- - - --- - - - -- —Joint 2, 710 lb uplift at jo) int 19 and 307 Ile uplift at joint 2-32=-425/1015 27 30= 1767714 13. T 26-27=-265/913, 25-26=-1471790, 24-25=-40/378, 22-24=-40/378, 21-22=0/283, 18-19=-423/370, LOAD CASE(S) 16-17=732/512,15-16=-732/512, Standard Job 1 Truss Truss Type Oty Ply A0280560 WRMSCM156OBlL A14G Hip Girder 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com 3x6 = 4x4 = -- -- 25 3x6 II 5x8 = 2x4 II 3x4 II 4x10 = Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek 1.5x4 It 21 ._ - 52 53 1b --b4 bb 3x4 II 3x6 II 5x6 = 2x4 11 8x12 = 3x8 = Inc. Thu Auq 22 13:41:14 2019 Bd8 19515 21d-3 6-2-14. 11-11-15 13-10.7, 16-10.1 15A] a0J-� 28312 28rt-2 31-0-0 38-0-0 4-0-0 309 2-1 0.78 1-1068 2-11% 2-66 0. -8 1 4-]A b ] 0.1-8 0.108 Dead Load Defl. = 1181n 34 = Plate Offsets (X Y)- 14:0-1-12 0-1-121 110:0-3-0 0-2-01 116:0-0-0A-1-121 116:0-2-0.0-3-01.119:0-4-0.0-0-41 127:0-5-12,0-2-121. 129:0-2-0,0-1-81 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(L-) 0.13 23-24 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.2223-24 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(CT) 0.07 12 n/a nla BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight:229lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' B2: 2x6 SP No.2, B3: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W8: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-7 oc purins. BOTCHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row at midpt 6-19, 9-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1304/0-7-10 (min. 0-1-9) 17 = 3893/0-7-10 (min. 04-9) 12 = 745/0-7-10 (min. 0-1-8) Max Horz 2 = -69(LC 6) Max Uplift 2 = -452(LC 8) 17 = -2047(LC 5) 12 = -582(LC 4) Max Grav 2 = 1310(LC 19) 17 = 3893(1-C 1) 12 = 756(LC 20) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2379/815, 34=-2603/924, 4-36=2318/846, 36-37=-2318/846, 5-37=2318/846, 5-38=-2318/846, 38-39=2318/846, 6-39=-2318/846, 640=-925/2049, 4041=-925Y2049, 741=925/2049, 7-8=-932/2058, 842=932/2058, 942=-932/2058, 1J43=-832/917, 4344=-832/917, 1044=8321917, 10-11=-972/996, Continued on page 2 TOPCHORD 2-3=-2379/815, 3-4=26031924, 4-36=2318/846, 36-37=2318/846, 5-37=2318/846, 538=-2318/846, 38-39=2318/846, 6-39=2318/846, 6-40=-925/2049, 40-41=-925/2049, 7-41=925/2049, 7-8=932/2058, 8-42=932/2058, 9-02=-932/2058, 943=-832/917, 43-44=-832/917, 10-44=832/917, 10-11=-972/996, 11-12=-1182/1050 BOTCHORD 2-29=-716/2082, 28-29=-120/292, 24-27=706/2154, 2445=-791/2353, 45-46=791/2353, 23-46=791/2353, 2347=100/691, 4748=-100/691, 2248=1001691, 22-49=-100/691, 20-49=1001691, 20-50=-156/901, 19-50=-156/901, 17-52=-11091496, 52-53=11091496, 16-53=-11091496, 15-16=-1109/496, 15-54=-371/40, 54-55=-371/40, 1455=-371I40, 12-14=-894/1022 WEBS 17-19=3653/1872, 7-19=-497/314, 27-28=33/415, 4-27=-135/692, 5-23=594/362, 6-22=0/295, 6-23=-786/1893, 6-19=-3163/1277, 9-15=-220/319, 15-19=-853/1137, 9-19=2382/1577, 3-29=-374/165, 27-29=610/1832, 3-27=-2631355, 9-14=-567/1025 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=4.2psf; h=1511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2, 2047 lb uplift at joint 17 and 582 lb uplift at joint 12. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249 lb up at 7-0-0, 106 lb down and 116 lb up at 9-0-12, 106 lb down and 116 lb up at 11-0-12 , 106lb down and 116 lb up at 13-0-12, 106 lb down and 116 lb up at 15-0-12, 106lb dawn and 116 lb up at 17-0-12, 106 lb down and 116 lb up at 19-0-12. 118 lb down and 129 lb up at 21-0-12, 44 lb down and 71 lb up at 22-11-4, 44 lb down and 71 lb up at 24-11-4. 44 lb down and 71 lb up at 26-11-4, and 44 lb down and 71 lb up at 28-11-4, and 152 lb down and 194 lb up at 31-M on top chord, and 311 lb down and 69 lb up at 7-1-12, 84 lb down and 21 lb up at 9-0-12, 84 lb down and 21 lb up at 11-0-12. 84 Ito down and 21 lb up at 13-0-12, 84 lb down and 21 lb up at 15-0-12, 84 lb down and 21 lb up at 17-0-12, 84 lb down and 21 lb up at 19-0-12, 77 lb down at 21-0-12, 145 lb down and 139 lb up at 22-11-4, 145lb down and 139 lb up at 24-114, 145 lb down and 139 lb up at 26-114, and 145 lb down and 139 lb up at 28-114, and 399 lb down and 393 lb up at 30-114 on bottom chord. The design/selection of such connectiondevice(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 4-10=60, 10-13=60, 26-30=14, 25-26=-14, 20-24=-14, 18-21=14, 18-33=-14 Concentrated Loads fib) Job Truss Truss Type Qty Ply A0280560 WRMSCM1560BlL A14G Hip Girder 1 1 Job Reference o Oonal 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. Thu Aug 2213:41:14 2019 Page 2 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-DOoeD W YfmBh4DPmwToOOz(16Dw5zDHJ_5mS2OXyli73 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-192(B) 8=31(121)10=-105(B) 28=-311(B) 14=399(B) 22=73(B) 6=-106(B) 36=-106(B) 37=-106(B) 38=106(B) 39=-106(B)40=-106(B) 41=l 18(B) 42=-31(B) 43=-31(B) 44=31(B) 45=-73(B) 46=73(1]1) 47=73(B) 48=-73(B) 49=73(B) 50=-56(B) 52=145(121) 53=145(B) 54=145(B) 55=-145(B) QMaa9imirH.mrvtu LtljWF1F(95E6(fiEfL�.GelFfNl IEnMBaYCam111pXS W6rONEa {{66NN''EFAR11MRiaVREWYET+I"tmwv+M 6� 4m�'MenpYmO wafmEtl.inm MSH^MwhW IrBCIw ue 6A�M FgInF�mM+tlaYe;wc UnbfaM�.MW B1m0. m6[P'pn9m'raYm aaMµUB WtmJbMTBBbAVW, eaelxn PaV^�c'YmPYD46N+%EM^�). PmeW me^IT06,mmmieu,. JeielBdnlry PE6]fifB . c�mSpprabtm.Yvpa�60�mvNhbPlOia�dM.a;aTum bp'cW mASTM m1ywTq.].lMOee{+mm:Ru; 6aGayemCSen� WaNfi)N,sJNsT be,)BdJm&vYvgryvv}3rydM VrMb1NUA6glppNq C�91815'. MO+MvNm.NbrtmMBvKp Bny.�r.AMmwEdErCl4NIBCylmlpVlipma mi Rev ll+iypeNdMl➢Bw]ppMNvsdMTtm;aeWglwYu6.�,mym n9yiym�adp.cngy,epbUsrtapRSiMy: YSIp4ti0BM. MMdMMDe+bm/sE CL�W�Hm P4miei'iNm9NM'IW WMpmpyTb�pmmm4o��.�qaad➢w BuiGnjY00ATYSLt�1Pb^retlmSBBN.WNYTI MTPImJEH'.J,`w rtanKMAifm�mPWlmte lPFT2elMNentRc�YiY3Oimp FL MPo.R9I9,6 Yc6r N68Trvw Cw4�.$4'd+�b BrysaimdTN®MeM.Mt,nNw.eunmMrGekMQ8l tCounaa�«EUWn+iwCNMNPtlmei�,d.vl�nvamwWOyviw,a M1roTM BW+a atW!aTrvn6rM��iNs,.UmnS��P,R4 Bma 4YLveMB '' 'ceWNiJymeNb6aM.n'!PN'Cglp�aC]0164t0.b Twee-RmwmmNtlem..NemintmryMn,;pcA1We]�sYM�m m.[d 0.1RxfTrv¢¢' Jobs Truss Truss Type Qty Ply' A0260561 WRMSCM1560BIL B01G Hip Girder 1 1 Job Reference o Oonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@attwss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc .oad Defl. = 1/16 in 3x4 = 1.5x4 II 4x4 = 3x4 = 46 = LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 6-8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.20 6-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.07 5 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 81 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-1 oc puriins. BOT CHORD Rigid calling directly applied or 6-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1389/0-3-6 (min. 0-1-10) 2 = 145410-7-10 (min.0-1-11) Max Horz 2 = 80(LC 8) Max Uplift 5 = -075(LC 9) 2 = -502(LC 8) Max Grav 5 = 1389(LC 1) 2 = 1454(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=2594/887, 3-15=-2196/826, 15-16=2196/826, 4-16=-2196/826, 4-5=2535/868 BOTCHORD 2-8=-763/2244, 8-17=-763/2264, 17-18=-763/2264, 7-18=-763/2264, 6-7=-763/2264, 5-6=-702/2177 WEBS 3-8=-7/601, 4-6=7/578 NOTES- ti) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nommncument 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 4751b uplift at joint 5 and 502 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249 lb up at 7-0-0, 118 lb down and 129 lb up at 9-0-12, and 118lb down and 129 Ito up at 10-3-4, and 239 Ito down and 249 lb up at 124-0 on top chord, and 311 lb down and 69 lb up at 7-0-0, 77 Ito down at 9-0-12, and 77lb down at 10-3-4. and 311 Ito down and 69 lb up at 12-3-4 on bottom chord. The design/selection of such connection devim(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof. Live (balanced): Lumber Increase=1.25- , Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 9-12=14 Concentrated Loads (Ib) Vert: 3=192(B) 4=-192(B) 8=311(B) 6=311(13) 15=-118(B) 16=118(B) 17=-56(B) 18=-56(B) '>.I R05 TW166FS ('i11ER14EN �lE?Msuq CWN110Y3N6T0lIEPj�Y�}A4%fNWLE6GNalPM VnM'�'O�p�stl rttinNamMirvv OaaP�^A^B(Im)aneM JarWBounhGPE 63906 QRsuew9�HmY+ 64vY%ERIi�,N ^9 ^�Tlte(ww�MYeWr-�oYMYp. TOo: wh4L',NN!'�eeSwebl�i Au1 ,wOWMlWbpvIDq �Yuuo-sg^£iY^n,lip Ne6iTaAYE�i�'m1 PavWm ^It00 lePv?m4an gryu,ae(4uY +�mYmPr4��R;�'A14WFiN,4�N� YP+�mOv TOemN v�tle]RiTMJ�G^avw+4*YA�4^Gmb�fcm,NnL)vdwNlbi�mbMg!�flP�ruM?1'tl4M. WIeLWUSe rMMWyG31816 �S�I Aec,nO�w/i Wucedq® BWti9=1^T�AMm.,ddW W1i9uEOmCTPLtbv 91 ^�^rJbslW mMhN�e,dWTtm.w�31�^3As®A. �,5Y6,lt,Nbna'ArnYlb WvayNnW Y5194Nr &Y. r+^m^G6�wmw Grtnw, N z et i�Wttneuv+wb Y��va Alne ndl'a.T+Trativrenemmmyesrq ptlWnl%TMW£BCRaronMevMwGvaw9Ww. PL4hID.nmeveiv'tlKUL?^a ft Rau.R9T916 'tlul%MMTrvw0.,V�er.?f+m6 EN Oi616N4Try 4YMabvf.eiYel oTMe,9,Gre1M�Eminn9!eK.Kmi,vO.TGMdVM��M�MC�ii$6P>bEMmR/tlhViM&ibv90e!S�N,v1rvn6M �Exi^r[fIMF1itlQe4;M .�WMa'�1bm�,nenhLmChTCL I.Cm)W�SM1 Pu%Trvsv�-f<MwF¢OmNOUJa[ve'A,LAmMImaA [vA�4s5PmYtiv wNenp�v.navaMR1 PMTms¢ 09e 0Y1NOtB Job Truss Truss Type Dry Ply A0280562 WRMSCM1560BlL B02 Hip 1 1 r' 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 Industries, Inc. Thu Aug 22 13:41:16 2019 Page 1 ID:Id_0OXyyT6181_TXo1jwHHzefvK-9pwOeCajlpynTjwJbCSs2G4XrkiahKGHY4x9TOyl I71 10 4-0 -1-0-0 9-0-0 9-e-0 18-11-12 1-4-0 I 9-0-0 8.7-12 a-" 4x6 1.5x4 11 Dead Load Deb. = 31161n 4x6 �7 4x4 = 6.00 F12 5x6 = LOADING(psf) SPACING- 2-M CSL DEFL. in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.25 7-13 >929 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 7-13 >525 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017frPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5.3-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-11-6 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 = 69910-3-6 (min. 0-1-8) 2 = 78910-7-10 (min. 0-1-8) Max Hom 2 = 95(LC 12) Max Uplift 6 = -176(LC 13) 2 = -215(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1012/619,3-4=806/675, 4-5=-806/675,5-6=1017/622 BOTCHORD 2-7=-394/806, 6-7=.394/806 WEBS 4-7=-8/372 —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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and night exposed ; and vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 176 Ib uplift at joint 6 and 215 lb uplift at joint 2. LOAD CASE(S) Standard to 46 = PLATES GRIP MT20 244/190 Weight: 69 lb FT=10% QWm'Mwp„H WN`Lf ADGlF1136Ebt'it1Fq`}4ENFJU4 TcN,IS aq Cd90RAN6CU$TOMER[6W6t-10.fIRNQMEBt.4tlIPMmVSRj6nynpvuN,osamYaN�T qp T,uNq,g, WavE m GaN%E/Cnezmbmoelm(t'Jvm ip.lfilmcTwW M�]mtYlW: a'0.'?BwnmaoroMRWuavG iw MTW bAMe N�TwN CoPETF^aV Oa'bk °p'tnG^a�l,4+wlmv'! « 1ve1BOWNPE6e� ryyTlyoaApMabmlwAimih6(Y OfYegntlp�pgYSw Yp4 mpnlppgy �brN.t.��6w'g.mT� 44<W �a �=.N9N19Y��alM irva\m vj&Ma,p4P�gm�4.W tlM tNN91WNF�gCealy G91615 o..m,v.o.r.wa,ma. aa�ImxeWlrvdWm.ne.mmao.wCa..le:br.>+ccwe.alvN.11:w+*+\aw Too.n.,rru,e.awT��aaw�aq:. •,manwuv.pww,am.aewese.mpemNr• usl sluw®w. Nda BoC0.WiM WbWm NmartelaMgNNe vEN�t6}amW GmN9�MMBa1n8�M?aFY4RmWu169�C^bYYf]4/r%Od6BLrim RMarMb�ntia9afap� iV!'\49�aPemtaWBS?✓A- RRerte. fLNM9 prtwam ,uaWy�ei,6p✓a- IIrE�MT,m dwulalm\,bNn�tl,m'ue ®fiigC 6y 0.LaJnC-giplupaFMNq 61Wp=F, MebW.TN6yw�Enpi.;ntq WTMB l6q VBeµa,ImiNa syq}ai E�gPFelary QwWy M: Bab: 0621Rp19 [a0.WPMbnumcdamCFiWi OnygNO'A1841 hxSLtiaa-p�pofbvOonMYpb,amv.tmcylvgLpdibbi�tlu-,t P, Msy>.00aad4leMTrv.¢o Job- Truss Truss Type Ory Ply A0280563 WRMSCM1560B1L B03 Common 2 1 Job Reference (optional)r 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 Industries, Inc. Thu 4x4 = 6a 3x4 = 5x8 = 4x4 = Dead Load Dell. =1/8 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.14 7-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 7-13 >848 240 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(CT) 0.03 6 rda n/a BCDL 7.0 Code FBC2017/i-PI2014 Matrix -MS Weight: 84 lb FT =10°/ LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6 = 699/0-3-6 (min. 0-1-8) 2 = 789/0-7-10 (min. 0-1-8) Max Horz 2 = 100(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1175/797, 3-4=-866/597, 4-5=-863/595, 5-6=1159,782 BOT CHORD 2-7=-631/1022, 6-7>610/983 WEBS 4T286/491, 5-7=328/363, 3-7=-364/386 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ISO lb uplift at joint 6 and 219 lb uplift at joint 2. LOAD CASE(S) Standard. am+.+oywi,.a.-r.�ao�ttarsses rsa,lar,, raxw rsxaes.,acm+oncws ctisroveal� �ccm,ow�o�e-r+ra ve^yms�w.+u.w�.a mnt,moap. n..:w �ramwan swm.ey Fjgn�rrmn. nwbmrnu u.wea.i..s..mw ce mo:mry n¢w w.�m,nwwwo. groobOs a�i^ea�+wbg6+tavzuryenc^On)meW o,.^troo mn..M..� aannaounha PEczeas m.bvemYm Pm., �m.m^b��^ipW^=.'Y Ja�wde...s. T-..bRM mou�y!+mel�f,1•M omgneu�..-�mm,mwp..maabn..-. .ymYu�N.Mn Tmu,mnpBu�^d M�aRnatl4>• wwa Pmu Fnomormnus, s,s qnn-y,. pny. ypN®EnyeAmT.BJbg.We%m/. WmvW mOn RgHIB �NppiWp WemW lP11.41e MP✓�mmWlW ukmrybtlwmWTfm:+y�9�WL!q:�u4./^W^'�T�r++ay..^�b M,epv�64Y/: NS, S}IruSa ehtl. dA CM�.aWfmlr--"'fi CrtatlM AOTW v?MRaeda.mJ pvbtlnnmM611rv)(L vwJatlNymla.ffian IB6WW SMiMTNs�.SBCPmenAnrulA anG RRau.R].48 ir�+'®9m>n�. 'aPK41F,e. W myaNLirtf _ m,i:ays,.mn=nbi.a€w+Lr e9�ee r,mu.nb=mm,We,mms.aa.eM�4aw.ua�«?,gmasonBmrhrw�}n.h�l�a:wWeroN�awr m,e�nsv P.9�Ei/>T+a sM��cnwrm�{wc^_tiw oae mareo,e <aN xpin�.v p�ly.yfwW v.'NLf.CWPgNO]p180.\qmtTrcw-pµWu�ppngpgy,minp,®gylm,gnpM�pb]vAwf YmrvMmip,m' a1M PMTwvm Job Truss Truss Type Oty Ply A0280564 WRMSCM1560BIL B04G Half Hip Girder 1 1 Job Reference(opfiona0 A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com 3. Run: 8210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 22 13:41:17 2019 3x4= 1=4 n 44= LOADING(psf) SPACING- 2-M CSI. DEFIL in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WI3 0.76 Horz(CT) 0.02 5 We n/a BCDL 7.0 Code FBC2017/TP12014 Matnz-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2z4 SP No.2 WEBS 2z4 SP No.3 BRACING - TOP CHORD Stmctural wood sheathing directly applied or4-1-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2 = 802/0-7-10 (min. 0-1-8) 5 = 1059/0-3-6 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -264(LC 8) 5 = -384(LC 5) Max Gmv 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (fib) or less except when shown. TOPCHORD 2-3=-11571360, 4-5=-294/188 BOT CHORD 2-6=-377/959, 6-12=377/980, 12-13=377/980, 5-13=-377/980 WEBS 3-0=-8/626, 3-5=-11701453 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=4.2psf; h=15ft; Cat. 11; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 264 lb uplift at joint 2 and 384 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 270 lb up at 7.0-0, and 118lb down and 129 lb up at 9-0-12, and 120 lb down and 129 lb up at 10-10-12 on top chord, and 338 lb down and 72 lb up at 7-0-0, and 77 Ib down at 9-0-12, and 78 lb down at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Veit: 1-3=60, 3-4=-60, 5-7=-14 Concentrated Loads (Ib) Vert: 6=338(F) 3=-213(F) 10=118(F) 11=120(F) 12=-56(F)13=-57(F) Dead Load Defl.=1/161n PLATES GRIP MT20 244/190 Weight: 57 lb FT=10% Job- Truss Truss Type Qty Ply A0280565 WRMSCM1560B1L 805 Half Hip 1 1 Job Reference o ticnal A-1 Roof Trusses, Fort Pierce, FL 34946, design@1altnlss.cem Run: 8.21u s May 18 2U16 Print: 8 21U s May 18 2018 MTek Industries, Inc. Thu Aug 22 13:41:18 2019 Page 1 ID: Id_OOXyyT61Bi_TXoljwHHzefvK-5C183tbzgQCV 03hidVK7hAvl XQM9CDa0OQFXlyll77 -1-4-0 9-0-0 11-11-12 1-0-0 9-0-0 2-11-12 5x8 z 1.5x4 II 4x4 = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-9 >566 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.33 6-9 >425 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Hom(CT) 0.01 2 n/a n/a BCDL 7.0 Code FBC2017/rPI2014 Matdx-MS LUMBER - TOP CHORD 2x4 SP M 30 •Except• T2: 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. BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 52710-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 2 = -137(LC 12) 5 = -137(LC 12) Max Grev 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-4341146 BOT CHORD 2-6=-267/290, 5-6=-269/296 WEBS 34=49/323, 3-5=-572/520 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=4.2psf; h=15ft; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 lb uplift at joint 5. LOAD CASE(S) Standard Dead Load Der. = 3116 In PLATES GRIP MT20 2441190 Weight: 601b FT=10% Job Truss Truss Type Oty Ply A0280566 =.so WRMSCM156OBlL B06 Monopik:h 2 r A-1 I1001 I russes, Yon merce, FL 34946, design(m_altmss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:18 2019 Page 1 ID:ld_OOXyyT61 BI_T)Co1)wHHzefvK-5C183tbzgQCVi03hIdVK7hAWLXX09AMa0OQFX1y1177 -1-4-06-3-14 11-11-12 1-4-0 6-3-14 5-7-14 - 1.5x4 II 4 3x4 = 1.5x4 11 44 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress her YES WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS 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 8-1-5 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 = 527/0-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -117(LC 12) 5 = -200(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-605/196 BOTCHORD 2-6=-481/483, 5-6=-481/483 WEBS 3-5=-549/547 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) --and C-GExterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117lb uplift at joint 2 and 200 lb uplift at joint 5. LOAD CASE(S) Standard Job• Truss Truss Type Oty Pty WRMSGM1560BlL CJ1 Comer Jack 10 1 �0567 Jab Reference o tional A-1 Roof Trusses, Fort Plerce, FL 34946. design@al Wss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. l I' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Weft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017TFP12014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc purins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -5/Mechanical 2 = 181/0-7-10 (min. 0-1-8) 4 = -21/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -71(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 20(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 'rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 71 It, uplift atjoint 2 and 21 lb uplift atjoint 4. LOAD CASE(S) Standard Pu.,.a®=awi,�.. m.-wJ cros. mycscsC 'lr,Exuut Ttias...ecaminouscJisr4urn(guYE uvnrom�cu +m„vmti�+my m3a.mm,.m mmnv�o+w Q a•'m+vhm)=2 6mi'%€rvnmmM1n^W ns�Mr<?�wUMauer�a�M pn N4 Y•ttm mnievu xY4wbtm 0+TWHN N�iiuq FabT F'9^a^`5V+:6i�YE^Imml. P»uelmeMTUOnVeu^n en: Ja,e�BMI+G PE6i&H �E6mMe�Yntlm�mmvOmWmmt`h bmynNtiv WwTrvm J,ryYJmmYLO iN-LlM4mbnm.nJlvq bS.q cmCtcn.wZWlYetlumNMrrvm M/ry9wNrymW mp vti'P/dE+ WrYXwyEipinBUlnp G.t 91814 �DeCmrav�NJia¢?aJetlmM9: nTdsi^��P.ew¢+b9.tl4e R40a!•C �YYYSBm1e�MlPl.4..4pe'�tlN1NIW mrlmY.futlwdWTt� �'9��^�•M:tl>R.�uMPz mlyv9MN1w^4�I: NS1 SLutie PM. Dsa9wmW GnbYrN Nwnsstl m4mMTW W'NPm'%�YeNR'J�.c+MErt BUYmSLmnimr'J£mtM'Mmmmr,14SU0W 'MTRM59Wme mYn,WlmpwNEWw: 4lelwn Wnvtad�tti;w•O RPm,u. R 319Y8 OHcBptnp '1R PNW"MTaT �9M+,Ei NP+gnw MTNd4mMaEmm.�mW�uPaY+YaeMwiM�LmLveymM�mMNwWNNaA Cm4�YNvdrad iM bOm'�MegoiV mMOiW 9u15n00rs5+vmTrvd6Wtl,�vemY,OfMm✓��piN� Ose M2VM18 iYJIM.mt Y.mmi.M(nvJMTK1:G9)*¢'SDROf 844gxlTl�ev a-ReprWxmmmeivmYwnpt Nary Ymn,3 Wei WlwTrfOw �IeMpm+nvzui+MAl PeN.Twvs ` Job Truss Truss Type Qty Ply1. A0280568 WRMSCM156OBlL CJ3 Comer Jack 7 1 Job Reference (optional) n nwi uusso, ruu nee , r� .T9n9o, ues�ynl,a muss.wm mun: o.uu s inay io 0M 16 I J:91:'J N.V LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 21210-7-10 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -63(LC 12) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3}'—This trusshasbeen designed for alive .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 43 lb uplift at joint 3 and 63 lb uplift at joint 2. LOAD CASE(S) Standard Qaav eim9MY�W[.w•M>SDG"iRI188Es r'6Fklfpj,Efl,ERAt tewJsaaewotr�bxscvsraecn (9v+esleen[orn s+wrJmavmryar[�..9.awM mawem�m ro T— omPoa+tme{�Y+°em 6� Afmh,uia eloralmM MYaaMl�MdmPwyDD:mMA'PH wea]u 4WaevIbMTW bav[Ib Hvirvn(kaTE/-0fi[mfiYpS'MmeHE�ie�}EY9uI m vnTtUO,mvula-eA Jmtl B6Nl9GPE 8iB09 �. mw[a.••�m.�.�eamRm.Jaoaea.,�orn. ®rurw[>r�++am.e.mo° .�.,..+.ma m.aw�d ��. �^om.a�s.,m.marmarawr,ma e•w,..m+�Haa.: wmeHme pmm.p�psvappuCgvmmMBudfp.Mfin.,.mN[mtJdU. W4NeNC. baltiYbi:mseulT%T. 45w1d1N1W.N RYaa>amp+TPaC vN�M9 tmbs9�.Nv4.YemYS.wp[IleipT[W bM ��AG9161! m��9��u.��o[[i+m.wray.w ao.xismomwmeTw.awsmun[[s.wco'a�mmanbwaraaomnarw[n��mm[em+%scow�+�w+mTRm.esacA....a�..mv mam+*ur: JJst aiw aw. �gxu',(DIORT D�6va+db eaM^MaTMY.Mirth.�a+M+fiaexweMeGa�w.lgr[N.wmm++9NbntlomoabM.k TMi6mW[mitmkroTMBw �r�wbw: t%eelnmm�m[omeelv+!eu RPfe+a.ftJ[9[6 [aM[L �14�v PYSM[Mm'NH.CayvgtlOi418at PstTTvcsi[-11vo,matim Nt+ua�neni,M1mmyiwm,fimd�fiWrttmm Uw wimv Mms[v[aal PmtSi'vew �de[mefmTxa 6Y4v!PEgmNOI^^THorSMi r� UTs: �3LNt8 Job- Truss Truss Type Oty Pty A0280569 WRMSCM1560BlL CJ30 Comer Jack 1 1 Joh Reference o tlonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Thu Aug 2213:41:20 2019 Page 1 ID:Id_0OXyyT61Bi TXo1jwHHzefvK-2a9vUZdEMlSDxKD4g2XoC6FMKLH1dATsTivMbByll6z 2-7-7 277 314 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Verl(LL) -0.00 3-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 - Horz(CT). -0.00 2 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/0-3-6 (min. 0-1-8) 2 = 67/Mechanical 3 = 27/Mechanical Max Horz 1 = 52(LC 12) Max Uplift 1 = -13(LC 12) 2 = -47(LC 12) 3 = -1(LC 12) Max Grav 1 = 95(LC 1) 2 = 67(LC 1) 3 = 41(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) -arid(--CExterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 'bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 47 lb uplift at joint 2 and 1 Ib uplift at joint 3. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 8lb FT=10% Job Truss Truss Type Qty Ply A0280570 WRMSCM1560BlL CJ3L Comer Jack 2 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@alvuss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:21 2019 Page 1 ID:Id 0OXyyT61Bi_TXoljwHHzefvK-WnjHhves7La4ZUoGNm211KoWvldl MdjOiMew7dyll6y -id-0 2-71-11 1-0-0 2-11-11 - LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -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 puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installaton guide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 212/0-7-10 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -74(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2}This truss has-been designed fora 10.0-last bottom_ chord live load nonconcument 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 43 lb uplift at joint 3, 74 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT=10% Job` Truss Truss Type city A0280571 =JbRf,,,n, WRMSCM1560B1L CJS Comer Jack 6 onall n-� nw� � msddq rvn r�erue, r� .r,drv, ucaiynLd uw>.wm 214 = d lndy 10m Io r61IL. v.e m s inay la zula m I ex Inoustnes, Inc. I nu Aug 22 13:41:21 2019 411-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MP Weight: 18 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Hom 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -73(LC 12) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left ex`pcsed;CGC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed fora 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 81 Ito uplift at joint 3 and 73 lb uplift at joint 2. LOAD CASE(S) Standard QCnm�'Pd�KM'mnrEv-1NR JF RiIaSFE CEELIFRI_. GENEML lE0.VSWC@Jo1fCx6G4tflYE0.j6WER)PCrt,tl'MEYYEIP-.bm Ye.n/mdtpva�rcy,sytl,uEnmo a,MTxn OesT 1)n�(IW)ioYW Wlme�u.IT4eWnh�Ya'tlp,MNO.u=ttl'PV E.�MERInTre6n�o eYW tm^sT>O�M eui q.sOb FTWbbYBhV. N�Tem P%G^Gl^^�bgi.a6PWMEN�). CnrtlmvY![IO�RAM=P,: arrbeerinGTdN+^tln`9�Yb �C+��%bMti,ynMO� Tns bY�mYc�OO?A'u,bifFY.Th�Y^+i^��m4daiW cmfhne ua+ll%WmJLLa lmbn,lBtl1^in Onm,muA'XVYAe. JaWBMiW PEOtNB VMh XmBEnG��✓W LA9161! 0.ew W0 4�a,].xW lmvME�AWT�^Pw AOnmdNdY,�R40e i6GWdWtiN�lmtlTPlt TIi41mdo11NRlOMI,nYMt..s�d0u'IF^A�rr�69»E!�B. ✓a✓f.mYO�Waw1b��Mtlbtls LL51 SI lutls&W. Bim�p CnppmiEfinmrID�Nrvmade[nes Ttlaw 4a v.�.m+aal,.atl.=•dxa.u+a rPnP�tUery>MnFrn \7�M Wu,M TrivN �A'aen�ertwafv N+i�NMT'w Cn9^r.6iMTV End�mNThA4nGwarta�inemurp�0,4naG3{C¢M:f � MbWdvu: WchMabe,f_maD�R+iwG +�d^tl44oM �h.4!u Tl�6pwvg FigivaTAF M,Edfq O�rynFeirvveYtl @grYNpfsR}idS.Q <➢... RP'wu.R9lWB eID9: DSRYAI9 [aWa4MYmpoMeMnTPL6Gxpa�.tOip16K1Pa1Tn¢v�-�� AmNzm�deu6lon�+tm`vgbet"APdWH�mrtOn wNw lwmb�MNK1 PMTwd�.- Job Truss Truss Type Oty Ply •r A0280572 WRMSCM1560BIL CJSA Comer Jack 1 1 e Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 182018 Print: 8.210 s May 182018 MTek Industries, Inc. Thu Aug 22 13:41:22 2019 Pagel ID:Id_0OXyyT61 BI_TXoljwHHzefvK-_zHfuFR)ufxBeNTxTZGIXKgw8xJ54z9x0OTf3y116) 1A-0 4-2-0 1-0-0 4-2-0 2x4 = 4-2-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(L-) 0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017lTPI2014 Matrix -MP Weight: 16lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 99/Mechanical 2 = 250/0-7-10 (min. 0-1-8) 4 = 39/Mechanical Max Ho¢ 2 = 106(LC 12) Max Uplift 3 = -66(LC 12) 2 = -68(LC 12) Max Grav 3 = 99(LC 1) 2 = 250(LC 1) 4 = 63(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _3)-lDhis buss 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 68 lb uplift atjoint 2. LOAD CASE(S) Standard w 9mcwAM.,1n.au.mf aoGrnws¢[¢r¢T11ar)GEHTTw.*eans.ae8udnaHs cusrouEx{euvrmscmaiiEer+.lExremvrf«MM�w o�n^^1�.awnomm. m'.Tro+auv�de+.vR6�).=daw B ��A'EN�^t'�^n�4eM'eurnwunmmni.a.( a, a.Nh. wstsmF.ttppnn��ccWW u.eTm c+*aomaveuq aux7mv�F^GMnkV{.esgwyeraB*°i. CnvYmer{tW mn+BMem Jueleowim eE¢zem ' c¢Woe♦tlAGMe.bmYang£mbBnWVNgbBZdagn✓tlee+h lwe Yptla[m"BgTW N4LTmtlsa:°a^J6ma 6n®^YrmCAm. wOaNymW,®mbm T},.vNotll3^.HrWSCunayme+l JtlO� WTi4Ha,u6WneeNp W91615 .a.,reeones+wo=.aa�lmmeaul*aa+a^^6nv.muaus.wceaiee.bwtiNereme..va ln.}.w4^'aver.Tw.w®)rau.eu.rr.�GAaieBH�4n�Y.�ew¢a,.a>+m.6axbe.re�[wnr us19w1 Ea4 eBMGAfInpCep.LeV CnY,MP Hm¢SL WIMTs IO�WBSPv(4vmQGmCMxe M➢a 0.13,5 imal8tlmypisnffir, eP.4LppuebMBY TFl,M AMNMrv.N 1u.W^erq BelVwe. 1Ht4Nwal60 rtyvsTAba_e�6 Rhr4ft3,¢M yuu.eMmoixa[�mgmr. ec�Ty fires+-cMTrynus 4o=.r.mM1eio}rstre+r0.tna yie Omen m+a.wo�Lie,Whr•4aW++N.s;)iMBt�rEreiFaNOTMBeMvq 4aipwmYmp 6l++m Ew�ewrom4d6 A:'M oaia'B¢RYmtB �eodYmJ4miCntldlM n'IM1B.�y�1QPOfBA1MatTryws-flpprW¢lpnpppsivrpYM VYIu�,.ApMpbBMypBm�llyipmnn,m N0.lPytTusa' Job- Truss Truss Type Oty Ply A0280573 WRMSCM15BOBIL CJSC Comer Jack 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aiVuss.com Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek IndusWes, Inc. Thu Aug22 13:41:22 2019 Page 1 ID:Id_OOXyyT61Bi_TXoliwHHzefvK-_zHfuFBJurixBeNTxTZGIXKeW 8uw54z9x00Tf3y116x 4.7-7 4-7-7 3x4 = 4-7-7 4-7-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MP Weight: 15 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 16910-3-6 (min. 0-1-8) 2 = 121/Mechanical 3 = 48/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -27(LC 12) 2 = -83(1-C 12) Max Gmv 1 = 169(LC 1) 2 = 121(LC 1) 3 = 74(1-C 3) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for -members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 27 lb uplift at joint 1 and 83 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Typa Oty Ply A0280574 WRMSCM1560BlL CJ51- Comer Jack 2 1 Jab Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946, design@albuss.com Run:8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 2213:41:23 2019 I 3.4 = 411-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 4-7 >563 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25. BC 0.44 Vert(CT) 0.09 4-7 >648 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Hom 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -102(LC 9) 4 = -51(LC 9) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2}71ris truss has been designed for a 10.0_pat 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 81 lb uplift at joint 3, 102 lb uplift at joint 2 and 51 lb uplift at joint 4. LOAD CASE(S) Standard Job' Truss Truss Type Oty Ply A0280575 WRMSCM1560BlL CJ6 Comer Jack 1 i Job Reference (oollonall A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 2213:41:232019 Pagel ID:ld_0OXyyT6IBi_TXo liwHHzefvKS9rl6bf6fyg000yfVA4VgltnlYD5gXCJ9g70B Wyll6w -1d-0 1 6-8-0 14-0 5-8-0 ' I 2x4 = LOADING(psf) SPACING- 2-M CSI. DEFL, in floc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-7 >897 360 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 4-7 >803 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Honz(CT) -0.00 3 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 141/Mechanical 2 = 302/0-7-10 (min. 0-1-8) 4 = 56/Mechanical Max Horz 2 = 137(LC 12) Max Uplift 3 = -94(LC 12) 2 = -77(LC 12) Max Grav 3 = 141(LC 1) 2 = 302(LC 1) 4 = 89(LC 3) 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exter or(2) zone; cantilever left and right — exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 771b uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 20 lb FT = 10% WM'mY.N-R.IRPA TNR6FSrEELL61')GEHFN.L TERN6�l4Va61nOxSG`JSIOYEP�WFP-�AC4iW.EDGMENi'Tmm..Ye.SI�+PP^+.^v1^.NWnoYam Q.6 Trva MST D•.+�^ORD% M QM�ewo' P �' �YE+SwvMnvo.Iwl4rmSw Mmausrw.s'aaen MTOD.ubATm meta NTmfaY um11n N'rtANbxLw N.bsCbP�FM�m: g0aaw+.*I EnP'®).PSeWm v/lOD nwsm4sm .tu�ae60nptd.nlnWPo^�h9�RRs'�Nb NOng.,✓OnxS'�Trvs>I�! iW W��, TR.1.lMd �Qi^.@I®.i°•®^YiWAu•aSbM1).edvw JlMinupevir @+MN SSN P1bb WYw w..... u. }.auvw•ew•m,meB.vwp.Ceshw.a,u+mwadumAConm4baeY+mPD mt.wiv!♦.:bvaw. Nmo -v LM BD.IJePPE 63&r9 Wmb HWYrTB'reeaIME191P15 vauwau.'flux:+�cl.mimo.•�.onname.annawvp e. N.,.mavre:ery A Nmh35N:uANee iDD Wflw pwpa5wapmCMgalroh 15gE�.wPs�?J?.1i1/P��w'✓+��=O.PomNp IyTRSW EGA rtSOMppmNguOTrR Te 2bMga Nertymre l#fwE usI SLwYeeM. RP'wm f131M6 �mnp(bproaMCmFacmt MG la,T�Dngmr. 6peaeb P+9MpSm9irvnNwo6rtwt.tielmqu[,xya 6M1neC tylEg4a¢yeeC.ymr•Ponp ElryipvL•ainNl M6CesTY E,9e¢v TM,B¢Nsq M,WFnirvm SplRn Ey�,Mmp f➢ - �"� Dee. 6MYtD19 'e.y..r..twm�en®b4WHTW1.'GgIryYD]Df6hIRxeT,uea-Reps,yeemgprtpx,mRibmvlmm�inppl.pNCMgNM mairym3egal Ye ggRT�sez` Job Truss Truss Type Oty Ply A0280576 WRMSCM1560BlL GE01 Monopltch Supported Gable 1 1 T Job Reference o Oonal 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. Thu Aug 2213:41:24 2019 Page 1 ID:xhtbvZpZyEOpo7r87gW18cymLmn MPOJxgkOGyfOyXr3ubkNy02oyf4Z SSOKtakyyll6v DX4 9 1.5x3 II LOADING(psf) SPACING- 2-M CSI. DEFL, in (too) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vart(LL) Na - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 rue n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-P 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 2-8-0 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erectlon, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 71/2-8-0 (min. 0-1-8) 3 = 71/2-8-0 (min. 0-1-8) Max Horz 1 = 39(LC 12) Max Uplift 1 = -13(LC 12) 3 = -33(LC 12) Max Grav 1 = 71(LC 1) 3 = 71(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable,. or consult qualified building designer as per ANSUTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 cc. 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13lb uplift at joint 1 and 33 lb uplift at joint 3. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 9lb FT=10% CSEUEzycra:Ear`i.E(ws.acmuvmoxswsrwEAcauvanurommtxm-fo..n..axrdamwa.r..d,..a ®„e.T D.+vm..aw rrom,mm. Q,ya.vw?uF+...P.-+-,AmussES t Ea�lyErys.�,Ore,wJa[tb4n w.UnY»aN,n�rebalcrt.BalDO.aNr Atawmv,eArdtlotlW buW M,lFr IlAPbrYd Nri,u5a R9yv E,qer�(re.SryT/.Ergew,)iMw/m�q'TW,rpasnM1e,n Ju,:IBDIPIq PE6t11Ptl rae!.sin QMTin✓sx�q'n+�e9nwwRWrbPwtlr,vP.NP+��]bT,magWlwceTW aM.uWIh1.TroNpnmr:pA��,b�]rgmn:.tlmvew•vin9Nm�QAt Tony F/ylypbM�mpanaiAV Mvn WTd�fbum FrymmEp LA i,B15 A`-nCWOmelanOviW Sr^foNHW�YVPN+�.nM1avb162w.G4W,9C.lvIpJYkR[a4atl 1PN.Mr.T�dbTpD etlwYYlw WbTum.sfubnYlymnO.YwM.Y.1Wle+W W9�NY4'0.afp^rM4J arledNn9ta?Jraatl WSSN NaOeriM 110DMNFSSa+}Y.4+�Y,nY,lyN,b-0CwMomT?CrM1ebmny. RbY-01�'�bh Rletl Si9U.sMsasabl MWP�a. TRAMwMwtwWNr,M 45(SI,O61G. ftPlfm.FL3 mb+da,.T,,,.. �,BwME�9++��arl,m YwM'..�,a�.s.,mac.eN�m,M.a..e�Pv.b.�+wh.ow�Aww.ly EwvbEv.�nF�re.%+S,v D•.w�p.iw.gmwe�v�mw.r?w3^a. ?^ Dm: .10fB '<W'Y.iIDmme3s�m MMtlhThf.GN>nYi.02MOMI RONTrvc%s-Pcrofpmdp„paui,bµampyrvaatl�RpC,wwNll+edmiymnv,m Q0.fAwl i�cn. Job- Truss Truss Type Qty Ply A0280577 WRMSCM1560BlL HJ7 Diagonal Hip Girder 3 t Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 3x4 = 1.5x4 11 3A =- LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Gdp DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159/1vechanical 2 = 442/0-10-6 (min. 0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -180(LC 4) 5 = -64(LC 8) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-734/174,11-12=-684/191, 3-12=-683/181 BOTCHORD 2-14=266/679, 14-15=-266/679, 7-15=266/679, 7-16=266/679, 6-16=-266/679 WEBS 3-6=-717/281 CSI. DEFL. in floc) I/deft Ud TC 0.59 Vert(-L) -0.05 6-7 >999 360 BC 0.53 Vert(CT) -0.10 6-7 >999 240 WB 0.40 Horz(CT) 0.01 5 n/a n/a Matrix -MS NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 180 lb uplift at joint 2 and 64 lb uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 14-9, 77 lb down and 90 lb up at 1-4-9, 36 lb dawn and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 12 lb down and 40 lb up at 1-4-9, 12 lb down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-14 Concentrated Loads (lb) Vert 11=57(F=29, B=29) 13=-74(F=-37, 13=37) 14=46(F=23, B=23)15=9(F=4, B=4) 16=56(F=-28 , B=28) PLATES GRIP MT20 2441190 Weight: 43 lb FT=10% '1..1 RDS1W166E5('6ELLH1't6ENEAK IFAN6MfAtdRWS W51(WEN 1T>bY6��66tl`M I' lWeYppmywmnd mC Trva OuiP �M^6RWlvdM Qmbv^�9aY ! �61 ERxwwwbmms •n,abke•u• uemm.me.r m.m.mo.m46'aro.onmo.awe•%+.4a�mewtror®.. ,w a 1,w oenm mm+e�m n.r6 Y a^am).. m.sw m, ^rroo,mw.em,. .wnnemriwv[smm am�nuaAnpvea.bnaui}*anM,mim^✓W bo-aLayndW..gMT,uap'csgm Wlpp .uvin Tf0.}TxatlrSnaunplmgb3n9oa�wn,umaNarmtl,�+a i css myauLfry ®p. try W,w pRV•vylm,aEpeelmlMBWYybaq.w.pWmm6a MgG,W1SQbN W6q WgvtlTPJ�' tlNWI6Omb/%�mdWTliw,.n6aFpMM.ryllvy9F�W'm�b'mn9me0bMrtymWry!'. 'Mn4Houca E+9YievYp G9t6�5 451 S, Wee6M16 2+4It49peajmNEmilnW f➢KKeaselaR TOD.MHPtm^laci6mYMwaAnP.,Mn✓LGSimYNl6vhNPIwmA'nyQ3M plO45M]Cl'TRad L9CAmeRMenMAbnlMtl9Y�^R iGHL6M•WmMr+b�nYA FL Rwm.R31M6 tluYlaleTNa0.c9v. 6fwmRY 29.<m VMTN44wMt'bm.+mWe W,mMti c94wd blbGmAeclM•>ARn i„w!^PMIiVN.4rldMT,n EfW^MCninowb W,rM6o1YN0a9r'aiNAh+d?E..vw•,avgfiW?✓9.RL ON: 065LM19 copW�zJ ys6fm]nTRf'GquVAl0 Yuf6 1Pa1Twv.-RCWtlaM,aMbvewknOylmm.npduC.Y3NMCWalmipne cu,tlM Fw<Tw�` Job Truss Truss Type Ory Pry A0280578 WRMSCM156081L HJ7A Diagonal Hip Girder 1 1 Job Reference (optiona0 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 MTek Industries, Inc. Thu Aug 22 13:41:25 2019 ID:Id_OOXyyT61Bi_TXo1)wHHzefvK-OYyoXHhMAa4W 2562eb7zvAy4gMscl LBbd=7 -7-4 9-10-1 3x4 = 1.0. 11 3X4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.05 6-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 Be 0.59 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 5 We n/a BCDL 7.0 Code FBC2017[rP12014 Matrix -MS Weight: 43 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 180/Mechanical 2 = 453/0-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -125(LC 4) 2 = -185(LC 4) 5 = -67(LC 9) Max Grav 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-777/214, 11-12=-727/231, 3-12=-726/221 BOT CHORD 2-16=-2881720, 16-17=-288r720, 7-17=-2881720, 7-18=288f720, 18-19=288f720, 19-20=288f720, 6-20=288/720 WEBS —3=6=Z601304 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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 24)-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 125 lb uplift at joint 4, 1851b uplift at joint 2 and 67 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 14-9. 77 lb down and 90 to up at 14-9, 36 lb down and 41 lb up at 4-2-8, 36 Ito down and 41 Ib up at 4-2-8, 54 lb down and 69 lb up at 5-10-11. and 66 lb down and 88 lb up at 7-0-7, and 76 lb down and 103 lb up at 8-0-2 on top chord, and 12 It, down and 40 lb up at 1-4-9, 12 lb down and 40 lb up at 1-4-9, 16lb down at 4-2-8, 16lb down at 4-2-8, 24lb down at 5-1G-11, and 30 lb down at 7-0-7 , and 40 lb down at 8-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 14=60, 5-8=-14 Concentrated Loads -(lb) _ Vert 11=57(F=29, 8=29) 13=14(F)14=37(B) 15=56(F)16=46(F=23, B=23) 17=9(F=-4, B=-4) 18=19(F)19=-28(B) 20=-36(F) Y ,.a�Mn,.,1..n..z, ao6P.w[sara ryrir[rt.i�Pu tu+wm,acawvrloPstirsrann[re��aclvmh�oraeam�nvna� a�mn..a ren,mv,a�.rw rr.m��*am�^a �^. Q cw=�xercmw,eu.,®[nq.famm.w u�w.w�.v.«m n,q con. 1wF. c�y.Wia..a r>m.moear.na aaY«..o..+w�m�an.�sw[1•me,a�l.waaon.ntmo .n; .tense owl�PEezma e a.w✓bw�iq M.Lry'pa10[wbrw.a 5.a.coo/nlnmlwfAU.aK.��A®.1aLw[aalm.�rvaay.a,aatr�rrv[�Ta /on�re�m.+[wma. wmbxoux 6wneelwub, s,5 awa�ruaaT qz rv4.c. �rnv MT uN m,.,✓u^.aaaa♦Cmway,.a w�eA+�p.wewmo.wm.raa.e.am.4w.`man,wa.a:: whw.vn..eti.m,a...uamroaveurr V.: sn,m. w�..a' wn,oaaw�[mew 9v,[*9 �v nm. maeeemww4w bdeiGo mmmamlapar6eWa,u. Tttrbinnma,mmtLfe.,4 werwae�e..uosm��m«rs[nn�,,.wires:owa��l+n erm.wseU.:x.A.m'y>s.� ra nt�.avwe wCpbrWp.b+Mtl.W TN6po,lly6p'mMgNOTM B,Ab�p 0[[p�a0Trva6y,Ye,,Fsprw,p(mppe`S_✓q IJI 098A°2YEM OIB.[iWdu(avm46MbhlNl.�Cy}ryYJCA16ATPmlTx[a[-AMc,4sDm GTf N[w�[;®aRfmt wPclubbO,APaEP.e.rtien"P�eMNh1 PaRTm[6.' Jobe Truss Truss Type Qty Ply A0280579 WRMSCM1560BIL HJ7L Diagonal Hip Girder 1 1 Job Reference o tlonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2m a Print 8.210 s May 152018 MiTek Industries, Inc. Thu Aug 22 13:41:26 2019 Pagel L 214 = 1.5x4 II 3x4 =' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) 0.11 6-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 n/a . n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-6.4 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159/Mechanical 2 = 442/0-10-6 (min. 0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -110(LC 4) 2 = -271(LC 4) 5 = -229(LC 5) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOPCHORD 2-11=-734/451, 11-12=-684/468, _ _3-12_=683/462 BOTCHORD 2-14=-523/679, 14-15=-523/679, 7-15=-523/679, 7-16=-523/679, 6-16=523/679 WEBS 3-6=-717/553 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. It; Exie B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; 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 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 110 Ib uplift at joint 4, 271 It) uplift at joint 2 and 229 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 It, up at 1-4-9, 77 lb down and 90 Ib up at 1-4-9, 36lb down and 41 lb up at 4-2-8, 36 Ib down and 41 lb up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 51 lb down and 40 lb up at 14-9, 51 Ib down and 40 Ib up at 1-4-9, 10 Ib down and 40 lb up at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29 lb down and 71 lb up at 7-0-7, and 29 lb down and 71 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) l3=-74(F=-37, 8=-37) 14=46(F=23, B=23) 15=-9(F=-4, B=-4) 16=-56(F=-28 , B=28) Qgm.*wmcMi �. •&, nooFTX499Ears=ti[aY�B*iEwy lEHM9`m%40tA,f1015 eJsiouear�vFiyccxlaW,m� Nf`� v Nd3w pw�kn zaC ,m Oemgn vreraq sdda. r 4`OaMEy,+m dwlle�+w MWdMka«Ynmwm4 �FMe wemaa c"++%muR MPaiOa aYrvv m?WFW^�wtl^p 0asaevaYEnF+N roruvr ioU�� J»iBMJw PE 99t03 �i+u MfisP�+eetlm9M1�Mc�i�%�.Yfb BeyypdLLYYMYTw'vpep]mmaYCD q,}�mEalp-i bs;emu,rp bxC cmNmn YSaN:YN�mNb (wM8u0GT9 ��P+50'tlRe- iti Oneis Wl�nL4'i%a�§.ma Aat4+9 a+9�'w 3,M m1bIR4..0ai6C.IvetiW.f-66<uk i�MT^'e1dMTL0adYWMN 6gs1}im:n`v46^3X�M.!Y9 N1We XWYEWNeeaIMG91615 eMTPlt Ne6a:¢,m6b�=!gLmOVMrt,W�N01gY:: o! M3e�6u�aP Re$CiMCede[aF Pr9aYesef lMiFIO WNeAerdie:fatl{mtla'^e9ftlw8.il6T3 �T.='se Wxy 6MdTPIf.Neram,TBSG�pyev�d�Q'ieaMercNA!i'-^�!�8'^d>t✓s'-"IPFYMXM We 2yvaAe. fend MS151 Luee BIW FPIwe.R9e9K MN'u[iaTnmihOfM(.€Y�YE�49 TN4HwMa}un,.aun�eertasRWndbi[Lw+bva+i�Wrn n+R,elMM�PWe1��TFe FCwM4 ETnidw tt9Tdro Ev33vn[+aX'Katimx 6YAc'�wMUF'e'MdS^4k Wu: O9Trzdt9 ogi3cNbnusm. *q¢rp,MnVH Wppp.15 GTQf6At1+N[Srvwc-ij'ep,W-vypcyppyivr�riasylm,q npMYXef MPw[tlq MWilmevmpMM PMTwm Job Truss Truss Type Qty ply + A0280580 WRMSCM1560BIL J7 Jack -Open 9 1 r Job Reference (optional) A-i rcwT i cusses, ron Tierce, rL u4 b, oeslgnLwalvuss.com Rum d.ziu s May 18 z018 rnnc a.zlu s May to 2u1a MIreK mdusmes, Inc. I nu Aug ee 1sal:zr zu1 3x4 = 7-0-0 s Dead Load Dell. =118In LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.17 4-7 >478 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 4-7 >413 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 We We BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 24 to FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 178I10echanical 2 = 34910-7-10 (min. 0-1-8) 4 = 70/Mechaniral Max Hom 2 = 164(LC 12) Max Uplift 3 = -118(LC 12) 2 = -85(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(LC 3) 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 wnnections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 3 and 85 lb uplift at joint 2. LOAD.CASE(S). Standard Job, Truss Truss Type Gty Ply A0280581 WRMSCM1560BlL J7L Jack -Open 5 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altiuss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:27 2019 Page 1 ID:Id_OOXyyT6IBi_TXo1jwHHzefvK-Lx4YyyidiBKEHPFOk09R?b2R49ZgmJG W HSEKHylI6s -13-0 3-0-0 7-0-0 4x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 6-9 >460 360 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 6-9 >542 240 BCLL 0.0 Rep Stress Ina YES WB 0.19 Haz(CT) -0.00 6 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix -MP 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. BOTCHORD Rigid ceiling directly applied or 6-1-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 91/Mechanical 2 = 34910-7-10 (min. 0-1-8) 6 = 159/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -69(LC 12) 2 = -134(LC 9) 6 = -125(LC 9) Max Grav 4 = 91(LC 1) 2 = 349(LC 1) 6 = 165(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-323/338 BOTCHORD 2-0= 582/283 WEBS 3-6=-307/633 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 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 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 691b uplift at joint 4, 134 lb uplift at joint 2 and 1251b uplift aljoint 6. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 30 lb FT=10% ryaa. MmaMY rvvh 4, ROJF.Tq�55Ed r6E1y£q`i, GENFIVLlFlM5MLN0Y(4xSp/STPIES'reN'E.ACY.IiO'M-EWY3�1'.su VMluepiq.pmel.nntl mCneGimbslrvv[L=`8^.V.uuiYnOD)'��`. ft✓�R/EM^amreM1 M NeYenw A`ermsweN'n lop. miTa�W^'n'*MaL.mw ee.mNty MTODbb aFe,.N.Tuq Da.Sa.^Bba^�pY 44NM+heni�N.w+cp m,a^YIOD ieT�+an.. Jarim BDwW+PE62B09 •,v�Maanlµ.peb,.trnYugiivpmpsL'fybOe`GayndAaaagalrum bp'c43mt[alWwwryry. mW,iF-1.l4apv�n, m�ur��rtay W2nq tw,ugy{p/eJ,m.gp,. Tnw bray &Atnge OaaapmOpNM. D•W�^ Pawaed OS WG.(N,B6bNlWNV'vle lPoM®fietl,waruaTwe:�^9I.MM:�mq+. WT'e M0u5e FMbeeX,g C191615 �Ya0aaJa tul,e+¢NpNmLw9uMNM mdtp�.t.L,iµpwtivlW ^+�w 4n W1✓-i9aMbNreaW.v?M'; HA Da pmraMCmea�4. R➢We?'xtlW TOD VGib CaWvmp GmaNntlle bMr'cR.iu'AWM'eRm'raFn RSCPCmbnweYTRNtSC�sartNnw'lmTenermgurJ�e: hfi WrtgvaMda uN a:,ur Dmro�.F+mex ero=+a-waTxruwn,meraa... mmmw ®rower. eow.e.e <.waararo ttmwe.....a..eT�sa.�.. arch®.wTaamr+.e Tm.er�o �vw..oe.tie�wd. cn N519Lue 8htl. a o...�m ..mLYawbmi.p®MlneCmTP4Y Cgp.rpN010164 Pvf imva-RaprNi[Lm,tlO®.Cmu,vll. vrrmm,3 pM'eM1Cwbarff�wepAemm mo.M pe#Tvg'- 13 om=asatme iii,` Job Truss Truss Type QtY Ply + A0280582 WRMSCM156OBlL J7T Jack -Open 6 1 r Job Reference (optional) .. , nw, ,iuo en nc � ornrv, aesynl-e mu5s.mm 3 3.4 = RUn; 0.41U 5 May l82UlO Vnnl: 0.2lU S May lU ZUlb MI IeK LbM It 4 IOC. ❑u AUq zz 10:41:z0 zul s li Dead Load Deft. = 1/8 in LOADING(pst) TOLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.34 BC 0.34 WB 0.00 Matrix -MR DEFL_ in floc) Ildefl Vert(LL) 0.22 6 >384 Vert(CT) -0.23 6 >359 Horz(CT) 0.07 5 n/a L/d 360 240 n/a PLATES GRIP MT20 2441190 Weight: 27 lb FT = 10% LUMBER. TOP CHORD 2x4 SP M 30 BOA CHORD 2x4 SP 2400E 2.0E 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at TOP CHORD joint 4, 78 lb uplift at joint 2 and 7 Ib uplift at joint 5. Structural wood sheathing directly applied or 6-0-0 oc BO T C ROT CHORD LOAD CASES). Rigid ceiling directly applied or 6-0-0 oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 166/Mechanical 2 = 360/0-7-10 (min. 0-1-8) 5 = 87/Mechanical Max Hoe 2 = 164(LC 12) Max Uplift 4 =-105(LC 12) 2 = -78(LC 12) 5 = -7(LC 12) Max Gmv 4 = 166(LC 1) 2 = 360(LC 1) 5 = 118(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; SCOL=4.2psf, h=15ft; 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 2) This truss has been designed for a 10.0 psf bottom chord -live load nonconcurrent-with any otheriivetoads. -- - - - 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. Job' Truss Truss Type Oty Ply A0280583 WRMSCM1560B1L T06 Common 4 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek 08 = 6.00 12 1.5x4 II 0x8 = 1.Sx4 II US = 1-24 8-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 We n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS 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. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 415/0-3-8 (min. 0-1-8) 9 = 41510-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-95/251, 4-5=-95/251 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=4.2psf; h=15ft; Cat II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; parch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard 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-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 194 lb uplift at joint 10 and 129 lb uplift at joint 9. LOAD CASE(S) Standard 1�7 Inc. Thu Aun 2213:41:29 2019 PLATES GRIP MT20 2441190 Weight: 69 lb FT=10 Qqry epru9WYR+b+a•A,RPYTRI$6E6�SEllCq'ALfl1Eli(L1[FYLyb CyORgYyGJLiOYERj911VEiCJAC,ttiWM1EDW�i1•Amn Np/farp. pm� NmE qi Tq Trvv Oerpi PveMp(10d)aeEM SpyMFRrylnwrMmu l�ti MmuaV Wsmee a�nY{n Pal90.a^f)P''am w�^+PodPu+�Y4aeum1b2+TYPb4vYm NeYaun�4^F/VMab'PM144 aS1EniYM)Rvutlwn'l TO0 i4:?emaa: JamIBO✓JeGPE@B09 � my,maW W{vdmabJammm,X9^b AhvyndUaaryYTv bpIMmINYOpw�iy.Wvlilf.iMA �®wip4evaba6igamf�Me uftld[s�dvnq Y+iNubq&#a.g Bs.,ryv's34ydTa. lNn'e1buH FIgMo1ry CA9t8t5. pnm.papanyamMamCym,mNBu q.Lw,q�r (n YPr 4N,6GteflJtip �md1p1.4.1N gaueldWlW mq#V,udMir�m:+ALLgluMcg.Mq mY[va wtl b+aV il'Ybue,u9vsb,ny YSt9tutle BFd, W ➢i Bu�np9mObstl lsMWa Hwa'x,mY iUEM9ulvatWaamf 6�a�ad4 P� fEde90JanmmA�FL9 WM�L+1M'IP,mW 96LPdi,aMrtrctlbG�^^�®9Wa,n. NS<t11meNGrtalve�ea?mE RRe,�a.R91Bb Wlvl#AaThmC^W"aI.9PmIb ENam�WTry0a4wMa[0vat'.wYaYOPWaaIaOmE Hb C[nLMapeaGu�Ma,4^iNaB WdainM'.w4TrBLW�uMEFm.!.m'v WTM &itlMq O!vARmTnY Hsm 6W9�, of YM1L+Y RA OTe OYlY1%8 {yXLvl Wnao6hmMmlMi.'LWp.gftCRp19a, RwTrveg�-RamWabsdoeamvrs�y lnsltam,b>M�tiYGaePwYPa MM1npne su, W /N FMTmz�. Job Truss as Type pry ply A0280584 WRMSCM1560B1L T06A Common 1 1 , Job Reference fpti.n.11 A-1 Root Trusses, Fort Fierce, FL 34 b, deslgntdalvuss.cam Run: 8.210 s May 182018 Print 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 2213:41:29 2019 Page 1 ID:Id 0OXyyT61Bl_TXoliwHHzetvK-HJCJMektEoaxXjPprRBv407tmzH?EEHBYbaLP9y]16q 1-2-4 44i0 7-9-12 1-2< ~ !t1_2 33.12 1-2-4 6.00 12 4x, 48 = I;- 1.5x4 II 3x3 = 1.5x4 II 3x8 = 1.24 9-00 M1-0b 7-9.12 11 67-8 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) Udefl Ud PLATES GRIP, TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.09 7-8 >900 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOrz(CT) -0.00 7 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 65 lb FT= 10% LUMBER - TOP CHORD 2x4 SP Nc.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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 8 = 322/0-3-8 (min. 0-1-8) 7 = 322/0-3-8 (min. 0-1-8) Max Horz 8 = 135(LC 11) Max Uplift 8 = -98(LC 9) 7 = -155(LC 9) Max Grav 8 = 322(LC 1) 7 = 322(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-129/283, 3-4=-129/283 WEBS 2-8=-208/305, 4-7=-208/304 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=4.2psf; h=15ft; Cat. II; Ezp B; Encl., GCpi=0.18; MWFRS (envelope) --and.C-C Exterior(2) zone; cantilever left and right exposed.; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98lb uplift at joint 8 and 155 lb uplift at joint 7. LOAD CASE(S) Standard Truss TrussType OtyPlySCM1560BIL L*WOP"M T06SGE Common Structural Gable 1 1Job Reference o 5ona) 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 48 = 6.Oo 3.8 = 3x6 = 1-24 940 18 Fi 7812 J-11-a 1aa sra a11� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hoa(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS 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 purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 41510-3-8 (min. 0-1-8) 9 = 415/0-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-951251, 4-5=-95/251 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left 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) 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 pat bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 10 and 129 lb uplift at joint 9. LOAD CASE(S) Standard Inc. Thu Aua 22 PLATES GRIP MT20 2441190 Weight: 84 lb FT=10% w.. •4�ROJF TflUS6E61'bhlER`j GBMENy TEamb.eawmM1rnbWslouEn ��g{1YFFf�CFCaam.ECC+4l+r+mF vti r�-9�w4^°Bn.amm,ummdsT,m Bea,;r.Bn+ne Oortimaw Qge®MwcA'i Mm Nmixa t 6T=^fi✓EMlna, bmv tlwb Nbmw Mm4e e,mtl tM ND. rub A'PN wm wi+L✓�s NYpeMbNi�JbP O®i^EM�mi Bi4'mWbEnGA^), On MtlmaMTOO %Rvbm JYMIBPnlPPE6t� esWr'vMWcMm OR*��in9.ssµnW4NbMbiaq,.tlYnmN'm Tnre�paWwnaY4la�..uwe Jp f.rmEnk^�TVtl�a�+m cue,tla,e �uJY+!latlwgW auefvey&,B1T9sa�-®d�r�0'mm�. ButlN p,fpm,T mamN6tlWR4@a i64 RfW JV,m20UmgM'bld dATlum:*m�91rNM.r�tlY Watln NNrt+8 v.TWeXase En4PwrIM C/.916f6 MS1 Snub &A, Cev tl.e P.✓ maY,avCl9eYvn Nmle atllFl }1N45a'd a1,NbMmptialAY� M➢eBWHmGGnM+�W CaT•Wa, NmmiM w4 r1B�'aN4u pv.M6wW P�b+Mestl Me&id]mBCwnpaq^!SJeiY Mm yem IBSCOMWYSihT%aWSBCAwrtAiereMhv.WKNY�.Ysu tGyrhf Lb mFtlm��T9. wa. M4�.B�T`�^y°'°^B TNUMynlamme.Wear egmW�4MNq�Loa�eq,wf,pmmmamybiLp�MoeS iM&s,MYbcMrwNOT [q Baliq irvn bymv5pngrtivry9u�9: <A FY HUU. FL.L91fi OAB: BYMOIB grWid9wTrvm Oevym aTWiet,m.n�wa41mc1miM}'CwjggC'dI6A1 Fc[1Trvv�_gpmy„�yy,tl[®trgrtgKA mytrmLEpGxONl Wn,lA5mm�pnmv 'n,NM RsY.T,ussc' Job Truss Truss Type Dry Ply .- A0280586 WRMSCM1560BIL VM08 Valley 1 1 , Joh Reference (opllonall H-i Moan cusses, ron rierce, ru 94e4b, cesign(oaT uuss.com 4 0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 2213:41:30 2019 Page 1 3x4 = 2 3x4 3 4 2x4 i 1.Sx4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a - We 999 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WB "0.00 Horz(CT) -0.00 4 nla n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-R 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. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 19315-11-8 (min.0-1-8) 4 = 19315-11-8 (min. 0-1-8) Max Horz 1 = 70(LC 12) Max Uplift 1 = -46(LC 12) 4 = -58(LC 9) Max Grsv 1 = 193(LC 1) 4 = 193(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and dght exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding.- 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 58 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT=10% RMF.TPIISY64'8P=LER%.GEIQ4LL.TFAY' mbGMTtlfICISCUBiMERR:�TERIFOOlO,Y1EDGMEN�-Iran. tY.A'M.9^ Mmm!� M M rvvwmTb Twv P�M 6!+'a+6 n0%W M QFYvebuu`OMY,wmmb'Rl 0 S'^bER^�,.�min W[IbMaa M�aa Mma�.a'NIm MTDD�MY Km.mitv.4i4b4L'NUW bMTm bM-A:4.l�un Ono EM�mq rie:Eieb ER�d.Muitnli® r>�m.^ym Jm19MWGPE 6IDW �xm�mabmems..'.+wm�..i a�+a:rm. a.a.i+an,.w*T„�.aa�ww.a.Tooran.mmTm:xr.a.w...mvaa�awe'u•d�..+ran+r.awdwT,..,>a..romewem.nvm��+vdP. wm.,a:o...r.ma..aenma..omeatia o.•�ustia.o+ewaa.,ec.a.mc,am,m nwma.:�e rrcv.T'. mno�+.awroa.mmnw.,.snr.e..:rs,m.ar� a..�*.v..�:wa...ar..mvwoaem�dw wwanw. e+m...as uaier. usswaei+e. VwBu6lrvGswwatl CmmN Meb.apmamMttiOsewwmsusmtlW:+.dem8r,�w<mr{vmCda9mMr�IB64W�NhTRmC69Gm.nrmwmmamm.lAt]n,s-mlmMhmRm,KK'M1..M RP4�w.R3a918 GIMNBmTrvR2Mry'M,6.veNY£.gMud.T�MmuR9e�. ✓.b. tl.1sw J+=W $Yia'Pml N�.MEP ^mdryh!•r 1s�.a'+m'b ilm8yc+gyE,p',wrm NOi tti Budygp.jy,motvp8rynnEry,mmdspm?.tip.N qp: �ylp10 eyetl-vf'wmiAmaWmY,Thl LplegyOR�6M, pvfineve-Remm�madAvm�vrwy.NWI+�M1gffi+ISnlmlWe6mmm®pmmm,aA. Ga9nma. Jotf Truss Truss Type Qty Ply A0280587 WRMSCM1560BlL VM10 Valley 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mi Industries, Inc- Thu Aug 22 13:41:312019 Page 1 ID:ld_OOXyyT61Bi TXoliwHHzefvK-OiK3nKl7mQgfmOZBmEN9RCCin1Vi8FU?v3RU2y116o 8-0-0 8-0-0 2x4G 5 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Well Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 89/7-11-8 (min. 0-1-8) 4 = 11117-11-8 (min. 0-1-8) 5 = 33517-11-8 (min. 0-1-8) Max Hom 1 = 147(LC 12) Max Uplift 4 = -51(LC 12) 5 = -155(LC 12) Max Grav 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 1-2=-2751117 WEBS 2-5=-272/418 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 4 and 155 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 31 lb FT=10% Qabnnva�9.Nmbbu-hraoff musst9 tsELLemf. cEne+w.Tuws.mcanvmoxsa9fotiaY�w�nsarYamtnca+Evrbn..v.M�M wY.�.•w,..a.ewa. e,. T.. p.woi+..w tivolwe.. S+-v YE�Yrrlarcin WtlYwnw..Untrvc4ervv�Uh:m1�TOD.uY/A\'wmxR.bn G4hY ✓MbunlbhTilO bK6 Y�l,wpat Eno^ee'qB.a.SA+NErpisd.MMm+�I]ilOnpa.e'^fin .LYMIBUWy�PE 996 acrJnuCArMJnvonuwY'sb9w+ae^'VaYM6n Ln^q*NlbnAibTundn[bftnMlCO Y WVRy. T.a �ow.WmnbvfTi[ 44nf.n tiM1VbtlwdPw irvnbrMAGInCbM.mRmNIJMM WIM' IbYA EMwarIN CR91B15 Onv. Yb 0.mInnNMlvlbMn[v6.81'96b®nSn,O�mhYtlM4'L.NO^.ILb�Il'tr�OmYtb1PN.TNSFo�'Yd4s1D0 bllw IXYOinsn 99n^m^J. 9n.F✓gAy, iat ✓e[MnMl0.W�F>YbM/ at51511,6@ 'aae`lutlq Onna^mma Gmv+n>-nnmYs+aban6s TCGwevwcm,n�e9�^4Mu>w&JiN�^V+^i'�L?nwv u�Nivtlm(65G9p�*Y^9N TPIba49CAon�ww^enlTm+'0ixY[eb�v��vamr:wwa �,e ftfiem.FL9Y919 a(oiMYb Trv,a O^'i'rC& ^aY£ryv�bd Trvp LLnbaLw.wbe r9�wnn Ga!nNM�G+i c1NrtMK��n!rL9�TMP�w.tiMlTM6P�IIEN^w��NTeY9'.1ytl.Wq^',wSwbhbm Erye�na!Jn^Y�'^E RO DBb: 09YYA1B �mY4YYmm4waa6ticGbi?N. @pYrvJJ 03S16A Y Pv}Trvaeea-Rb-.wAvmd MOaPmanLtlbylrsm.bpofMaIMUYTeo+R�n pemcaMdFl RDaf 9ww Job Truss Truss Type Qty Ply r A0280588 WRMSCM1560BIL VM12 Valley 1 1 FJobference (optional) A-1 Kow I russes, tort Pierce, FL 34946, design(rnaltross.com Run: 8.210 s May 182018 Print 8.210 s May 182018 MlTek Industries, Inc. Thu Aug 2213:41;31 2019 Pagel ID:ld_OOXyyT61 Bi_TXoljwH HzefvK-DiK3nK17mQgfmOZBzsEN9RCBJnOZi77U7v3RU2yllSo 2x4 i' 5 1.Sx4 II 1.5x4 II 3 4 1.5x4 11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (Joe) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.14 Haz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017/1-P12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing direc8y applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 12419-11-8 (min. 0-1-8) 4 = 14519-11-8 (min. 0-1-8) 5 = 414/9-11-8 (min. 0-1-8) Max Horz 1 = 188(LC 12) Max Uplift 4 = -67(LC 12) 5 = -190(LC 12) Max Grav 1 = 124(LC 1) 4 = 145(LC 1) 5 = 414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-314/128 WEBS 2-5=-330/474 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and 66ExTedo7(2) zone; cantilever left and -right— — exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 4 and 190 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 40 lb FT=10% o� a»T,mb.+wmeia trOm�e.m cs Qrw.mrwnM1,....m�rynontpussea;aalw'vcEA£w>ERbs.bcu+uruaswnrbFa111JremuaromcoEruan-.am,.v+hm%wv=n•+....a,..e,a.. &�.vlyErye�,nbmb�els4.w1A6�aM�;i�rmdmwTW,maywNyco-iewlugakf YJ tauW trwTODbGrfd u. irva OnCn Erpnw�ip r�LB:uCT.Erg4.s}.Mrimvyl➢Dn�n JaMBOunUp PE6t8W ee}eno Cb P^Vm'��G�.✓MR+OaM1,bbHb�Jndwu�M TrmdP4lone�lDOM/.uJ IP4tlle>.F+��9�.wL^imGtim.w�LSNYwgaerela�T TrvnMM'�%/LbMmpn��YdM WT<If ibuN EN'>�9LFif815 ow.u.wow.�moaaa.ro..we+T*�ve.4v+be.,n,mewcG m. mc. rel auvw..rum+.Tn.bra+wwroo.mwwaw.wwT.s..'=<at+or.dim:�e..i*wa:nmm�.aw.e.wrrw�o�a<nr a.m.ma,+.vv..mR.acwao a+�m.rwaewT�.es..wm+.sewer...'aws�,aWm,,,�.r+s+me.r�,,..v�lasWw�+mm.esxw.r.+f..q.are.w+c mfa.�...w,.woR*us.•.e usl sll+a m.a. RPimm.RX918 WIFid4�iNnTWG"b.EP�vME�P�NT,ua IIMo<e,+. wSecpay.h+iW M1 W0t1 WnM�N^A�ntrC>I�M+.Mctl.T+K<'br Eti+�Ia NOS9�&dtiq.Gryvim Tn®6MwE^i. �mJM�E?II: OH DaM1: O&b5J18 'tNaLYabma e+OBWeCn Yhl.ppJnpn10 ZI5M1RIXQTnmta-I�Mb- m6PtlebamuJNmJ>ti�M1siAr�eC.HIbrtRa MSeCFmnmu.G6l RwlTmsm Job Truss Truss Type City Ply 028 A0589 WRMSCM1560B1L VM14 Valley 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Plerce, FL 34946. design@alauss.com Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek Industries, Inc. Thu Aug 22 13:41:32 2019 Page 1 I D:Id_OOXyyT6IBi_TXoljwHHzefvK-hutR7gmlXjzWOA80XZIcheIK4AKnRZvd EZp70Uyi16n 12-0-0 12-0-0 3.4 4 1.5x4 II 1.Sx4 II 3 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) We - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a - n/a, 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017/fP12014 MatrixS Weight: 48 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 64)-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 153/11-11-8 (min. 0-1-8) 4 = 174/11-11-8 (min. 0-1-8) 5 = 503111-11-8 (min. 0-1-8) Max Horz 1 = 229(LC 12) Max Uplift 4 = -81(LC 12) 5 = -232(LC 12) Max Grav 1 = 153(LC 1) 4 = 230(LC 19) 5 = 503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-363/149 WEBS 2-5=402/545 NOTES- 1) Wind: ASCE 7-10; Vul[=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 4 and 232lb uplift at joint 5. LOAD CASE(S) Standard JUNE 20, 2019 TYPICAL HIP / KING JACK CONNECTION STDTL01 + CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES I j "" 4451 ST. LUCIE BLVD. FORT PIERCE, FL 349461 N Attach King Jack w/ (3) 16d Toe 772-409-1010 Nails @ TIC & BC Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r` ttach Corner Jack's d (2) 16d Toe Nails @ TIC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) Jeml9�PE0 VTub Houu E+gab0�i pA 9t 6f 5 Y5194tie9M. tt PI�w.R9.9.0 pale: p02VM19 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3'MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES r 24' D.C. 2X6 DIAGONAL BRACE SPACED 4B' OZ. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IDd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TD FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. ENO WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 12D MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL' BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. IdI41 STRUCTURAL AN AOEOUADIAPHRAGM OR ETHER METHOD OF BRACING GABLE TRUSS It MUST BE PRESENT SENT 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. i NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. _ STANDARD GABLE I TRUSS JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 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 VALID FORONE PLYTRUSSES SPACED 24' O.C. OR LESS. PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8- TEE-LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5' X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS - REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. .��vaow�re Q N1oMIL-... LA91BI! ft I .. M. D.%mro.S'I.. G66 PM121'SL18 JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-009-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS W O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X4.5-) WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X 0.131'=10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL"A. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES _E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF MAXSPACING=24° O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. JeM BPmI�PEBa�9 �++�.F+aa�TMecnvs+s NS+SI I+w BM. FI. Pbrm,ft9°9,6 Om: 04Rh010 FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE PER DETAIL .I 'A'. C' 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEYSTUD SPACING NOTTO EXCEED 48' O.C. FORT PIERCE, FL 34946 TRUSS,ORGIRDER 772409-1010 I TRUSS SECURE W/( VALL`YRUSS I� I 1 1 II II II BASE TRUSSES DETAIL A (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P 12 r VALLEY TRUSS TRUSS �\ (TYPICAL) SEE DETAIL 'A' BELOW (TYP.) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/TWO USP WS3 (1/4' X 3') WOOD SCREWS INTO EACH BASE TRUSS. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. J Bp WPE6 nL^b Nwv@gbae�y L/.3�6i5 u5t@4oe Bhp FLPbRq Fl3L9,8 0814 OB2Ldll9 JULY 97, 2017 I I% V ". V1 V V 1 V L I /111... IGH WIND STDTL07 A-1 ROOF TRUSSES 44S7 ST. LUCIE BLVD. FORT PIERCE, FL 34W 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING =24' O.C. (BASE AND V/ SUPPORTING TRU55t5 UIKLU I LY UNULK VALLEY I KU35tJ MUS I Ot DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR 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 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) .avaow�reszeon xmoa xoou Fnpaemme cn sI m l R.R «s, ILeI. 916 one: ovurzole FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 77A4031010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, S' O.C. VERT STUD F9dmil01J2J TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. � DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS * DIAGONAL BRACING - ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B v 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 #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'OL. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS DR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUDVBRACE 42 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - SOd NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Ed NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (P) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'O.C.r1l56-11 66-11 11-1-13 2x4sP #31sND i6'O.C.49-12 66-11 9-10-15 2X4SP#31STUD 24'O.C.3.11-3 54-12 8.1-2 2X4SP#2 12.O.C.56-11 66-11 11-8-14 2X4 SP #2 16'O.C.4.9-12 66-11 10.8-0 -2X4SP#2- - 24'-O.C--3-1" — - -&2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 5' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C. WITH 3' MINIMUM'END DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - lOd NAILS TRUSSES 8.24' OZ. 2X6 DIAGONAL BRACE SPACED 48' OL. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 I WITH 2X BRACE ONLY I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER BOX OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENBRE 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 20 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 1-BRACE P2X8 2X8 T-BRACE 2X8 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 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS - NAILS WEB NAILS WEB I —BRACE T—BRACE SECTION DETAILSaPE Wmb xou5e FNMITa CA.81 s uses �asiw. FL P..ft9'NB Dab: OflR12019 FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. W.— NOTE 1: 2X6 STRONG13ACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING C ATTACH TO VERTICAL C ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO TO TOPATTACH A CHORO \NA IS (D131WITH 31X 3')Od SCAB WITH NAILS (0132'3X 3'l 0d rNATTACH AILS TO VERTICAL \ \ WEB WITH (3) - IDd BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IDd NAILS (0131' X 3) IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAJ ATTACH TO VERTICAL INSERT SCREW THROUGH SCAB WITH (3)- 10d OUTSIDE FACE OF CHORD INTO NAILS (0131' X 3') EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 {.� 4' - 0' WALL STRONGBACK I (TYPICAL SPLICEI— (BY OTHERS) I I 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) - IDd NAILS (0131' X 31) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - lOd NAILS (D131' X 39 STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 349M 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER 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 THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o.135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 cv o .131 75.9 69.5 60.3 59.0 51.1 J N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84-9 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS ❑ETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE IXF NEAR SIDE SIDE VIEW. (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.000 FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A•1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772199A010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD z .131 59 46 32 30 20 -1 .135 60 4B 33 30 20 U7 .162 72 58 39 37 25 J X: U .12B 54 42 2B 27 19 0 Z Z .131 55 43 29 213 19 LU J U) .148 62 4B 34 31 21 J N r7 Z .120 51 39 27 26 17 U' Z .12B 49 3B 26 25 17 0 .131 51 39 27 25 17 e M) .1 4B 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - l6d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WINO) = 14B LB MAXIMUM. ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WINO DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. 000 USE (3) TOE -NAILS ON 2X4 BEARING WALL 000 USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: lE TOP -PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW RUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-469-1616 1 WRACI 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. vows �" .. ueuw,me a ai e+s R Rum,R.L916 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTLI4 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011 (21-6") 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 JwISp KW .H �"31615 IJ51 sl,wma. w veR..n Wm; W2Y2J1910 • STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1 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 68 48' 3657 5485 3346 5018 2829 4243 2898 1 347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' OIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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 v � 2 00 11 l c .F REAK . • Uld NAILS NEAR SIDE + 10d NAILS FAR SIDE S' MIN THE LOCATION OF THE BREAK MUST BE GREATER THE REQUIRED X DIMENSION FROM ANY PERIMETER AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THAN OR EQUAL TO BREAK OR HEEL JOINT (SEE SKETCH ABOVE). .tine oam �ezms xndoxduemBaww ust s��e B+a. R Ram.R 31918 UCc OVIYMiB FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 r e A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1919 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION NOTES: 1. ATTACH2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS. (148' DIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED-24' D.C. MAXIMUM AND HAVING PITCHES_BETVEEN-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 � 4 A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job WRMSCM1560B1L No. Seal # I Truss Name Date 37 A0280583 I T06 8122119 38 A0280584 T06A 8/22119 39 A0280585 T06SGE 8/22/19 40 A0280586 VM08 8/22/19 41 A0280587 VM10 8122119 42 A0280588 VM12 8/22119 43 A0280589 VM14 8/22/19 44 STDL01 STD. DETAIL 8/22/19 45 STDL02 STD. DETAIL 8122119 46 STDL03 STD. DETAIL 8/22119 47 STDL04 STD. DETAIL 8/22/19 48 STDL05 STD. DETAIL 8/22/19 49 STDL06 STD. DETAIL 8/22119 50 STDL07 STD. DETAIL 8122119 51 STDL08 STD. DETAIL 8/22/19 52 STDL09 STD. DETAIL 8IM19 53 STDL10 STD. DETAIL 8122119 54 STDL11 STD. DETAIL 8122119 55 STDL12 STD. DETAIL 8/22/19 56 STDL13 STD. DETAIL 8/22119 57 STDL14 STD. DETAIL 8122119 58 STDL15 STD. DETAIL 8122119 59 STDL16 STD. DETAIL 18122119 Lumber design values are in accordance with ANSIITPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. J&OBOnI�PE6p M µ9W lbueeErybue�np U9t6f6 Page 2 of 2 D. s RUo R Reru.R&paB Otle: 08RYettB