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HomeMy WebLinkAboutTRUSS PAPERWORKrat I LO RIDS; OR PfiA7 I CiN 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com SCANNED By St. Lucie County TRUSS ENGINEERING I BUILDER: RENAR PROJECT. MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT.98 / MODEL:CAYMAN 1763 / ELEV.B3/ GAR R JOB#: 77494 MASTER#: WRMSCMB31-15X10 OPTIONS: 150 SF REAR PORCH NO VALLEYS IV A-t ROOF TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMB3L15X10 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL - Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 1011 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf lz + This package includes 27 individual, dated Truss Design Drawings and 16 Additional Drawings. ' `Xve With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet V conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0118563 A01 8/11/19 13 A0118575 B04 8111/19 25 A0118587 J2 8111119 2 A0118564 A02 8/11/19 14 A0118576 B04GE 8111/19 26 A0118588 J5 8111/19 3 A0118565 A03 8/11119 15 A0118577 C01G 8111/19 27 A0118589 TO1GE 8/11/19 4 A0118566 A04 8111/19 16 A0118578 CO2 8/11/19 28 STDL01 STD. DETAIL 8/11/19 5 A0118567 A05 8111/19 17 A0118579 CO3 8/11/19 29 STDL02 STD. DETAIL 8111/19 6 A0118568 A06 8/11/19 18 A0118580 C04GE 8/11119 30 STDL03 STD. DETAIL 8/11/19 7 A0118569 A07 8/11/19 19 A0118581 C05 8/11/19 31 STDL04 STD. DETAIL 8/11/19 8 A0118570 A08 8/11/19 20 A0118582 CJ1 8/11/19 32 STDL05 STD. DETAIL 8111/19 9 A0118571 A09GE 8111119 21 A0118583 CJ3 8/11/19 33 STDL06 STD. DETAIL 8/11119 10 A0118572 B01GE 8/11/19 22 A0118584 DOI 8111/19 34 STDL07 STD. DETAIL 8/11119 11 A0118573 B02 8/11/19 23 A0118585 HJ2 8111/19 35 STDL08 STD. DETAIL 8/11119 12 1 A0118574 1 B03 8111/19 24 1 A0118586 1 HJ5 8111/19 136 1 STDL09 STD. DETAIL 8111/19 ne truss bravnrg(a) referenced have been prepares bywnole mouse rngureenrg, M. under mycuectsupenlslon based on Bra parameters provided byA-1 RoofTiusses, Ltd. NOTE The seal on these drawings indicate acceptance of professional engineering responsibility solely forthetruss components shown. The suitability and use of components; foranyparticularbuilding Isthe responsibility of the building designer, perANSVfPI-1 Sec.Z The Truss Design Drawing(s)(I DD[sl) referenced have been prepared based on the construction dowments (also refen d to at times as'Shuctural Engineering Documental provided by the Building Designer indicating the nature and character of the work The design criteria therein have been transferred to the Truss Design Engineerby [Al Roof Trusses or specific location]. ThereTDD9 (also reriorcd tort tines as'Stnrctuml Delegated Engineering Dowmentsl ale specialty structural rwmponent designs and may be part of the project's deferndorphasedsubmihats. AsaTmr Design Enginwr(I.e.,Specify Engincerl,the seal hem and on the TOD mpres)ants an acceptance of professional engincedno responsibility forthe design of the single'rnrss,depictcd on the Too only. The Building Designeris responsible forand shall coordinate ano niviewthe TDDs for compatibility with theirwritten engmzering recr/�Gerr erits::Pleaseerreview allTDDs and all related notes. r ices Page 1 of 2 \\\llll llllrry/ \`���` �j B DUN ' �P'.• �\CENSF •'•..A :. No. 62809 ~Q STATE OF Dunlally ap signed by Janel��T�dr^�-FLORID p' —N Date: 2019.08.12 // USl '"••" ���� 1s:aa:as-0a•ao• /y [ONA1- �� Truss Design EngineerIs License renewal ale SERIAL\# fertile state of Florida Is February26�021 5f054982f500e8feb 19a64ef 4451 St. Lucie Blvd. Fort Pierce, FL 34946 *A-1 ROOF =TRUSSES A FLORIDA CORPORATION RE: Jab WRMSCMB3L1 5X1 0 No. Seal # Truss Name Date 37 STDL10 STD. DETAIL 8111/19 38 STDL11 STD. DETAIL 8111119 39 STDL12 STD. DETAIL 8/11/19 40 STDL13 STD. DETAIL 8/11/19 41 STDL14 STD. DETAIL 8/11/19 42 1 STDL15 I STD. DETAIL 8111/19 43 STDL18 STD. DETAIL 8/11/19 ,1 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 a' These truss designs rely on lumber values established by others. A - ,1 _ 'Ja'm BP.mIq PESteW Page 2 of 2 RPbrca. R.HMB Ose:mlXtMB Job • Truss Truss Type oty PN RENARMORNINGSIDE WRMSCM1331-15X10 A01 Roof Special 3 I 1 A0118563 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 Mifek Industries, Inc. Sun Aug 11 17:51:06 2019 Page 1 5.10 MT20HS= 6.00 12 Dead Load Defl. =118In I 17 16 12 " 3.6 = 46 = 2x4 It 2x4 II 5x12 = Us = _ 7-3-8 11-10-10 15-6-0 111-1 27-10-2 3840-0 7-3-8 I 47-1 3-7-6 3-7-6 I 8-8-12 10-1-tb Plate Offsets (X,Y)— r7:0-3-0,0-3-01, 111:0-4-8,0-3-01, M3:0-5-8,0-2-81 rl5:0-5-12 0-3-121 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.36 13-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.49 13-14 >936 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.31 9 We n/a BCDL 7.0 Code FBC2017rTP12014 Matrix-MSH Weight: 222 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 •Except• T1: 2x4 SP No.2 BOTCHORD 2x4 SP No.2'ExcepY B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3,W7,W9:2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 11-13. 7-11 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) 9 = 149010-7-10 (min. 0-1-12) Max Horz 2 = -167(LC 10) Max Uplift 2 = -400(LC 12) 9 = -399(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=-2661/1695,3-4=-4233/2610, 4-5=-3579/2169, 5-6=-3475/2194, 6-7=-3274/1927, 7-8=2374/1582, 8-9=2706/1790 BOTCHORD 2-17=-1327/2303, 4-15=-2231354, 14-15=2090/3893, 13-14=1164/2893, 6-13=104512117, 9-11 =-1 462/2387 WEBS 3-17=1339/862, 15-17=-1544/2687, 3-15=-660/1447, 4-14=-785(731, 11 -1 3=1 48212796, 7-13=23/449, WEBS 3-17=1339/862, 15-17=-1544/2687, 3-15=660/1447,4-14=-7851731, 11 -13=1 48212796, 7-13=-23/449, 7-11=-10611582, 8-11=-423/480, 6-14=565/681 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=13ft; Cat. 11; Exp B; Encl., GCpl=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 nonconcurrerit 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 400 lb uplift at joint 2 and 399 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Qw..e¢amM'riwa.M., door TwrsaEs r6El.1FR'1cEx[aaL iv+Ns®recmmmpis cvsTourn nunElti PCl(NQN.EW,IENI`� G.vmunMwe Meaena..Thas O.p�PSMip fr�Qlwc. $�„aRy Enpliv Kw�v Y�I6tlm w. MY�dl,vw Ytltlmtlw Tlo. myPp. m:iemeWU Ma9buW la MlW • •i �qn ErgbrM6 Qa 6pcay EnpR,�}O�.u,mvry TOO ruyavle.n JaclBhsL�PE62B69 0.rs.M0.Ne v!a~ dd%NO.rmiw#=0iL=Lw14i19 m1emIlR.l�.11smTdrdlauq ra �M1Mrs�YP.Trw. s4WN6^f9.�4.i,utl.b�W bcOeneYbB�r^M�aM I1519W1eBCA 91615.. elln�Mom9.mNCpdam. /Jim'.,W MnMTOD WCa P.�., mtl GUCWenH4V 66'I+N Cenixr.,SaMYNISMan IASOO WDbNMhTPoM6BGxe Mrexe6bYr+NYwm+rr�. T FL Wrm.r9.H6 EUIMa16n Tw.On\nw.$weaM1y ErpiaraCTiam llmlplw,.Wn.alaaarmh.6q.tenai q.�luVnna4p 6ifyYMwlrei lM6ryvBT E�p'evvNOTM6uMp 0.ryrvaTns 6TEmr EepmatnieMR6 09e: N'It2010 aNYatbrvwe®16W sitMl. Gprg10N16 M1 Pa4 Tn®-R.pMebnbTSCemn9.Yrmp MnY pdSM1.@nr1A viM1n Lw.nr'm W A, Pmlirvas_ Job Truss Truss Type Ply RENAR MORNINGSIDEWRMSCMB3L15X10A02 Scissor rty 1 5 Job Reference (notional) A-1 Roof Trusses, Fort Pierre, FL 34946. design@altruss.com n12 oG 4x8 > 1.5x4 C Run: 8.210 s May 18 I 2 1 64M04 6.00 12 5.6 = 5 5.6 G -Sx6 C - 6 12 Bx8 = 14 13 11 0 3x8 MT20HS-- 3x8 MT20 3x4 3.00 12 3x4 1.5x4 II 1.5x4 II Inc. Sun Aua 11 17:51:07 201 1.5x4 7 N 1 d 19 r� Sii4 11 5x8 a 1.5x4 II 5x8 // LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.71 Vert(LL) 0.5512-14 >826 360 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.7912-14 >581 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.50 8 n!a We BCDL 7.0 Code FBC20171TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or4-6-12 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 guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min.0-1-11) 8 = 1490/0-7-10 (min.0-1-11) Max Horz 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. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=4697/2907, 3-4=-4307/2635, 4-5=-3134/1852, 5-6=-3134/1852, 6-7=-4321/2660, 7-8=-4676/2926 BOTCHORD 2-14=-2490/4232, 13-14=-190613619, 12-13=190213644, 11-12=-1905/3647, 10-11=-1916/3622, 8-10=-2507/4245 WEBS 5-12=-1338/2394, 6-12=-864/801, 6-10=285/576, 7-10=-352/445, WEBS 5-12=-133812394, 6-12=-864/801, 6-10=285/576, 7-10=3521445, 4-12=-861/796, 4-14=-2801568, 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=13ft; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise IF dicated. 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 formula. 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. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) defection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Defl. =1141n PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:200lb FT=10% iYv,6vwagMymbOu-M R0.� TiM6E6 r6F1113i]. GENEWJ.IEHIIfi MGON0111pX6 CJ6idIER(BWFJn PEXHOMF➢GBCM-Gm Y�„IJBv®� pvemug �W W nbvmOn Tm Aqi Dr�M^Y (IDOf W M t (pY.�Iry Eryaq Mmmavlm,WMew VnFn M,MyefmWmM�D0. w%I.Ma w�enebpFMFu9buW bmT00 /uaivn Wyn Eaip4w,Fp(�. 6,a'my Enp[m1.MW®mF iDDrvF,esiF en JVWBMIgiipE6iP68 Onm,M0.,MivAwNM %rv„m[e8Wfr9 m.bd RDiC. M�IBCy Fa1FAtiVaYvtl 1PLTb T,�V� M�,W Fp✓Nmrb+u- le^�^hW4.Ynu4�b.NMusB WBbMe>M �^�`Y VrTCb14u-a6g0¢b�^G G91015 4516,Du1e B.W. dMBu§gpOm9m�M(snbam, PYwv-MMFMIDDWMPF=FEmV PbtlmefNMBUF]nG�F�^iEyEbmlxnm-n SCOWW'YNMIRF�O6�4wM,a'Mb � MdWBFF`. iPH MrtapY9rtbEM Ft%ww. FL 9,B,6 Bu4uw'MT,u�WDnn. 6pxvBy En�I,wrW TrvwtluuOxMr, uxw, vOvwabb,nJq�OwLatlpnw uFmF �`6{WYyRmBgj M`sbNOT LN BUVry D�vpmuTrvw 6yelrn EMFw MMbk GJ�O D6160&YLWI9 •gdYvtYme Eno6lmWi,iMl. LopFg102]18AlPal Tna-R�pWc�md0u0»m�J.FmFNmipci�FMrTwIWv'FM1n Job TNss TNssType aN Plv RENARMORNINGSIDE WRMSCMB3L15X10 A03 Scissor 10 1 A0118565 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com ?1 2 1.5x4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 6.00 12 5.6 = Sx6 G Sx6 1 6 2 6x8 = 14 13 11 10 3x8 MT20HS% 3x8 MT20HSm 3x4 a 3.00 12 3x4 1.5x4 4 7 Inc. Sun Aug ll 4x8 4x8 9:10-4 19-0-0 22 9 82 I 93-09-074 I Dead Load Deli. =114In Plate Offsets (X,Y)— 12:0-1-14,Edge1.14:0-3-00-3-01 16:0-3-0 OJ-Ol 18:0-1-14 Edgel LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.8012-14 >567 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.53 8 n/a rue BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 179 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 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-11) 8 = 1490/0-7-10 (min.0-1-11) Max Horz 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. (lb) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4697/2907, 3-4=-430712634, 4-5=-3135/1853, 5-6=-3135/1853, 6-7=-4307/2649, 7-8=-469712927 BOT CHORD 2-14=-2489/4232, 13-14=-1906/3619, 12-1 S=l 902/3644. 11-12=1908/3644, 10-11=-191113619. 8-10=-2510/4232 WEBS 5-12=-133812395, 6-12=-861f795, 6-10=-277/568, 7-1 O=3561463, 4-12=861/795, 4-14=279/568, 3-14=356/464 WEBS 5-12=-1338/2395,6-12=-861f795, 6-10=277/568, 7-10=-356/463, 4-12=861/795,4-14=-279/568, 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=13ft; Cat. It; 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 chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIrrPI 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 399 lb uplift at joint 2 and 399 lb uplift at joint 8. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Vti.d mxd<^Nm.+a-al aoeF TmSsrs r6r+lt�i, GExFFAl TQN6mf wemllmxswsmrnex �aurezl r.exrvovnFwuaNrmm v.,+M6�a• e.,.+xl.n.,e.,a,.ma, u, r.�»a.q� nw.+e Imm.ay.: r 6pxeM�R�^e�'mma.Mlero.,.. uxmm�r+..mma,wmo. wham.w�*.e>wmxwe...aronTmma.NGs..T,uam.�,rw..+reN.se.�-rams—x m....�e,wTov,.�,e.. .I.meamW r[fimm Arm,me O.rwle�M�e¢y~gnIVM9Mry� m�vl�d6,�i 1RC.0a�IBC.� S�vNml1R1�.lH,nhr Ml.TxyM a+�^id*..tr+tr9vmS2'.v..WYlllatl,sMOn TrvobeYtr�ivW+4v+=N'dA WprwtlCMmON W,atlPST,m,v4Wsp„vdvg,xwapa Ym�Lhn �trmY e.tllbMmL�bY WTOb XWx 6gxeuL^OG9, 615 451S WYlBM. J6e6uYmpOw�numN(`mbemr 0➢nw, rt pYnMT00 WP. F.�.mtlpuWepflN&� Cm'Y.+1 ®tr�'W FLFM.B.R&9,6 UNb6[n Trim OnVm.6Rtlb ENI�rNTxv Nab>anv.mL..eP.iw Aln.fN�CVN'4^.�rM u,adri0/vigmcvM b�M.matTN6ya+'ay ErgsrmNOT As 9'd6W NWmwTrvm 6Ym�r�Ytred Wlix'¢�xm.neilMniR,.Gg,��]OAf6h,xs,Tup._rypyuaynpppMvmAnm9MrlNpMSL1.a�uo..e.. w.,r:,t�rdAl x<nTrums ���'M OW: 6LIY1018 Job Truss TrussTypa Ply RENAR MORN INGSIDE Ir WRMSCMB3L15X10A04 ROOF SPECIAL �QtY q 1 AO1S6566 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 6.00 12 7X6 II Inc. 18 17 — .. 4x10= 1.5x4 It 3x8� 3 = 5x6 = 2x4 II 3.00 12 6= 1.5x4 II 1 t-]-10f0 11-2-10 2332 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.4711-12 >978 360 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.6511-12 >706 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 Haz(CT) 0.36 9 We Na BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30'Except' T3: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3'Except' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-6-3 oc bracing. Except: 6-M oc bracing: 15-17 WEBS 1 Row at midpt 4-14, 6-14, 7-11, 6-12 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1496/0-7-10 (min.0-1-12) 9 = 1493/0-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -396(LC 12) 9 = -398(LC 13) Max Gray, 2 = 1496(LC 1) 9 = 1493(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORO 2-3=-2638/1661, 3-4=2695/1806, 45=-1827/1260, M- 1711/1287, 6-7=3864/2485, 7-8=-4600/3045, 8-9=-4664/2831 BOTCHORD 2-18=1285/2275, 4-15=-339/622, 14-15=1300/2412, 7-12=-538/563, 11 -1 2=1 756/3622, 9-11=2410/4194 WEBS 3-18=-496/346, 15-18=-118312249, WEBS 3-18=496/346,15-18=-1183/2249, 4-14=10311816, 6-14=-5351104, 7-11=812/852, 8-11 =395/50 1, 12-14=72711878, 6-12=-1779/3245 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' 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-M wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 2 and 3981b uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Deb. = 3/16 in r JR PLATES GRIP MT20 244/190 Weight:2221b FT=10% QR<ev emmWeHmA N'/-,R�T(W66ES rEELL6!•F 4FNFRH.iE1013mtlfA,ATOYBCY61mIEPlEWfiC116R<Wi.FDGVQII-io+nVe%0eJ^LY/rYm<�d m<C MzsmPviwo 0.^9��a^YR®)WM 6 $mYW ET1,m Mmualw,ta,m ma Vnbtllaiw sY,MmNa R10. a+I R'pmmm.Iw BYbe Na9GubbTelOD Yrin 6glmnFB U.n By[telyEgFm). tlnutl maMRlU np®nbm JeM9pmYB FEBHfd cWaadMpr[nelmduy<�.'npnµarvNJ/bAM<y.d0nerpYim<MyaYlmlblpp My.vbrTR.1.iM 4ip�asx.Tlas,ba�iywN>uv,<ub4LTaCumdNUTmbgbWp®ea �.<iiIN/J,M WmY Xouu EpNxMp 4]I615 o.m:..�.ew.:.aymf>e.axioemee.Yv.�Yeem.wc. wiec.miY+sa w.�arn1.T,. ypw+xwTm wraa.ne.:-nnwe��n.m.e...a..+m. R�epwae....•w�h <uf stwee<+e. Jen Bum^G BnemeM Cnaemw PorreeamartnMT00 W9epWasmBpmB<Yivof Oe BUN^5�'eAee�rdM�nbm4in(eBLOwmYMtyTYIMbeCi.seiw<nrceanM+eaeunw, r a<fnmmerem�tlNw mE RReme.R9<9N ?Neafln Tmnu<yrrar,6p<atyEpYwnr]ivm Nmbslunr,WmoPmma6MJyetcw�ct q.wJ mv.amdgBgtlpnHe hd TIY64ma'ry Epi.enaNOTMBUViip MgivmTnm 6y<Ym Enpii�ermry p,dCyq. J.p Bp: Gryl}/A10 <YIa'mtbmo PmbfeveY2P�1. ComM10'p,6M1 FmlTmm<-fLptav;Ya,Jpn h�m�mY.'n mryfnp YpMMC e'dmAnitmp�m<bntl0.1 PmlTnum Job Truss Truss Type Dty Ply RENAR MORNINGSIDE WRMSCMB3L15X10 A05 HIP CAT 1 1 A0118567 Job Reference o donal a , nw, i, ueecb,F.A, r,m , FL 34946, ansyn@we nmss.mm 0 Run: mzTua may Zulu Pnnt: 8.210 s May 182018 M1 1-0 6.00 12 5x6 = 6x6 = Inc. Sun Aug 11 17:51:10 2019 Page 1 zu to -- 30= �•• 3.6 = 6.6 = 2,,4 It bx6 _ 1.5x4 II 3.00 12 4x8 a 6x8 = Dead Load Deft. = 3116 in 1.5x4 II 20-11-111362 6-1-11 11-1-10 117 10 18b12 1 9-1 121 -10 23 2 30J-11 38-0-0 6-1-11 4-11-15 0 65-2 1-10-8 0 0 ]-1-9 lZ 1-88 Plate Offsets (X Y)- 14:0-5-0 0-3-01 T5.0-3-0 0-2-01 16:OJ-00-2-01 f8.0-1-15 0-MI 19:0-0-0 0-1-121 19:0-3-0 Edcel r10:0-1-14 Ednel 11M-5-12 0-5-01 117:0 5 12 0-0-01 LOADING(psf) SPACING- 2-" CS]. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Vert(LL) 0.4712-13 >968 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.66 12-13 >689 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.37 10 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 236 Ib FT = 10 LUMBER - TOP CHORD 2x4 SP No.2'Except' T4,T5: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 `Except' B2,134: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepY W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-7-11 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 6-15, 7-12, 6-13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1496/0-7-10 (min.0-1-12) 10 = 1493/0-7-10 (min.0-1-11) Max Harz 2 = -159(LC 10) Max Uplift 2 = -390(LC 12) 10 = .393(LC 13) Max Grav 2 = 1496(LC 1) 10 = 1493(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2720/1708, 3-4=2696/1746, 4-5=-1882/1316, 5-6=1597/1275, 6-7=-3883/2495, 7-8=4666/3091, 8-9=-4498/2839, 9-10=4689/2838 BOTCHORD 2-20=-1355/2368, 4-17=-249/554, BOTCHORD 2-20=1355/2368, 4-17=-249/554, LOAD CASE(S) 16-17=1277/2398, 15-16=651/1597, Standard 7-13=-568/619, 12-13=-1754/3632, 10-12=-2425/4218 WEBS 3-20=297/251, 17-20=-1231Y2208, 4-16=-973/761, 5-16=-286/510, 6-15=-13611532, 7-12=-858/880, 8-12=389/504, 13-15=-872/2170, 6-13=189613507 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=13ft; 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 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint and 393 lb uplift at joint 10. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. sees��b.enan awP TRYseEe r6FA1Ei:1. eExrJui,Enus.ewem'Tn+ew6meuv ta,rcEm benuor+,Eocme�re=,,, v.,ymm.� pe.,,.,.,..,,a,w,m.n m r,.,tl w.m�v t�mtra v» ©pb... 6AeWry Erybv Mve,v Yrllabnun Vnba Wfenbr tl¢rCm6e'RIO.e Ppvu me�nmpmrq Ynp le mf,pgp TCObbutl2. PruT,m�x:pe bgewnpfa.6peirey Enpb®A 6n uYq, ary TOO,apreesew, Je„e1% P62BpP � 0.w,A�rnRwM�P�nrmia vgnra,8�-rM1;r+�NbOn CmTd4l Wbi,mbC�mMTOOe^N. u.YTA1.iM �mu^O�b^4�irnd4m.^d�L)Wu�JOn Txn,v /,V6�rguY+ WtlM rymlwRBnTb,p M1gyv,n6nmutld0,rft40e,BC, halbtlbpmMM1PF1.TIn sgnmfbW 1pO WmtlNTrm,aNx6p Mbnp,,by,YnWr!>. Wlob Xwrr EryEfi,wMp C191815 �tr dM&nYN6m9^ertl Cm.Iuss.NmMeembMIOOWPr{rvYmretl O'aJr�aAe 6uiln)Cunvenl6meybbmNm@CeW ,YwOMrRWS&'A e. nMnw]b �^9NY4M.^rL�dl YUIwdTOT,m Rabm.EW+tl E+9emrmNT,m MmMadnr.wMr n6v®rbr6,n]yrCuvv] R^rnl6'el��. ,bMatt,epamGbe N'A1 Ymp MsihvY Y4r 4rvq+rQTN 6m[m6/EquiruNOTM B3PN p„9Rairvp 6Ym^^E^G^�WMm�TY. $I61 WG6&M. RPi4u. FLN9b ON: 6N NNI9 ttlbL¢Jbeomud(eaf mTPLt CmNd'C]Mfi 41,iW Truer- fLpNab,d9w Cavnvl.ngfmq YpWr4MNVCb,rar,m 0.1pmtTvma Job Truss Truss Type Oy Ply RENARMORNINGSIDE WRMSCMB3L15X10 A06 HIP CAT 1 1 A01518568 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Aug 11 17:51:11 2019 opage 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-71LPBOMYSOGPCvZOJhKW3GxT51JPDNNOpBSPyosUk 23d-2 1-0-0 61-1 F n-1-10 I 1sa12 2011-10 21,114 sar-11 I 3sao sae all-z ata14 onT - 1-3.14 $Y8 = 6.00 12 8x8 = 3x4 II 20 19 3x4= -. 3x6 = 6.6 = 2x4 II 1.5x4 II 3.00 12 4x8 6Y8= 7xx8== Yt59i1' 2 6-1-1 11-i-10 11 ]10 16a12 20.11-10 % 10 23a2 30b11 "7.1 1 s1n I sae ofro as_2 1 a1a1a oo a� owl 7a-5 oato 1a1a Dead Load Deb. = 3116 in Plate Offsets MY)- r6:0-6-0,0-2-81 17:0-5-0,0-2-01 r9:0-3-00-3-01 r10:0-1-14,Edoe1 rl3:0-7-0 0-3-101 r15:0-2-00-2-01 rl7:0-5-12 0-4-01 LOADING(psf) SPACING- 2-0-0 C31. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(-L) -0.52 12-13 >869 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.76 12-13 >596 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 10 n/a We BCDL 7.0 Code FBC2017ITP12014 Matrix-MSH Weight:2361b FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 •Except- T3: 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* 32,134: 2x4 SP No.3, 135: 2x4 SP M 30 WEBS 2x4 SP No.3 •Except• W5,W7: 2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 6-15 2 Rows at 113 pis 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149610-7-10 (min.0-1-12) 10 = 1493/0-7-10 (min.0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -377(LC 12) 10 = -079(LC 13) Max Grav 2 = 1496(LC 1) 10 = 1493(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2726/1693, 3-4=-2684/1698, 4-5=-2615/1715, 5-6=-2046/1407, 6-7=-1779/1336, 7-8=-3591/2313, 8-9=-3758/2186, 9-10=-4709/2822 BOTCHORD 2-20=-1346/2376, 5-17=-275/539, BOTCHORD 2-20=134612376. 5-17=-275/539, LOAD CASE(S) 16-17=1221/2359, 16-31=77311777, Standard 15-31=-773/1777,8-13=-263/390, 12-13=-2416/4247, 10-12=-2412/4238 WEBS 3-20=298/257, 17-20=-125212205, 5-16=808/620, 6-16=336/580, 7-15=373211680, 9-13=872!/96, 7-13=2701/5317, 13-15=179614186 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 7.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 2 and 379 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. Msvibwl3ymY�N•0.f POLF TRU66E6 r6E11PY1. GEHFRPLIFiWeW fiO,IDRIOMSCJ6TOYE11 n9VY£RI PG,R:W!'.EWYcmI•bn, V.9/6•F Mmmbn etl wtl MumTv T-O MaMI1BlYf aM ,M 1 Spsiry E,q�mm Miam,l,ml Cab.m11,6n tlMM¢eNbCm Ne RlO.vd/PQN mu,ayvpWmslYM ml bIn TOB Bmpn GSe®Np4..ft�=^H EnpnwAtrmYm mry T(q nxamn6m JtMBMtq PE 6tN9 0.es.OrA�hauga¢eJ� � �myr.grmp�aSgtrfMEmg,iNevhgYTrm sµbam Ore TW my.uwrl0.1.1M auy mmafa. Mhpomdbs.mrlpi[TmBmd WTnn,m mv6uWpew mpuwy✓p. Wncb Xprse Oginealry Wil6fA BAfe9 B'^9ro.N,b muatldPSA4 Ga i96.La6A3^9,eEe as TT1.lN mpavnlNWT6Dmd ml VIB�m M@n T,ua,vmey P/•�9.tluMawOc6m Till WYYEn,�ID-. II5161 RN WO,.EWsq Rsg.vaMOmbcbFB,NaiMMnMroO W,NP�=»•'Owd.lawaM&,MW CmBvmn,SYIY N,vm6,n l9S�TI WMiMC WTPNS�Aw,M,nrmlbrP^Nyivl�,x. TPH 4Pm.Mrt�a.,-pl2oeM rLPleW=19ls 4W.WPe Trvaa Cmipm.B,vcYGy Epvs,uMT,m YmNmMr, mlw P�mm»OeHW UT.CanYmlprmf uµnpvYp CTYpv6v mwlrNiN 6ry`iYlY EnpvwbY.OTMBu9]mp0.µa�vTxm epMn ErgF.mpgTdvYvq. /i pplq; mlyp019 sYAl�bmiaPabM1rw04TPLl.CWPYpiCE,184f Rv/Th¢m,-fYpNivYnp Ra b,a�ma'narrbm, ivpcA2iJ�PwEPawAmwnu,2nNM1 PmlTn� Job Truss TmssType Oy Ply MORNINGSIDE WRMSCMB3L15X1O AO7 Hip Structural Gable 1 1 �RENAR AO118569 Job Reference (optional) CA Roof Trusses, Fart Pierce, FL 34946, design@altruss.mm Run: 8.210s May 182018 Print 6.00 12 5z6 = 3z4 = 5x10 MT20HSx 11 17:51:12 2019 Pagel 4x T., 7 a 3x6 G 5 3xd 3zfi 3x4 i 4 6 9 10 3 6 y n nt 1 6x8 = Be 19 29 30 V 22 21 Us 77 15 13 3zfi _ 4x4 = 2x4 II 18 16 14 1.5x4 It 4x6 = 3x6 = 3z6 = 5x6 = LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-5-10 oc purins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-3-O oc bracing: 15-18 WEBS 1 Row at midpt 7-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. Al bearings 14-11-10 except Qt=length) 2=0-7-10, 16=0-3-8. (lb) - Max Horz 2=-126(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=263(1-C 12), 15=�398(LC 9), 13=-164(LC 13), l l=-152(LC 13). 16=-118(LC 23) Max Grav All reactions 250 lb or less at joint(s) 16 except 2=865(LC 23), 15=1672(LC 1), 13=345(LC 24), 11=344(LC 24), 11=317(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1314/914, 3-4=-982f776, 4-5=905f792, 5-6=-677/664, 6-7=-575/630, 7-8=0/436, 8-9=-6/507, 9-10=17/386 BOTCHORD 2-22=627/1108, 5-20=-285/377, 19-2'0=-3411810,15-18=-1309/666, 8-18=-445/219 WEBS 20-22=614/1022, 3-20=-343/347, CSI. DEFL. in (loc) I/deb Ud TC 0.69 Vert(LL) 0.1313-28 >771 360 BC 0.70 Vert(CT) -0.1613-28 >607 240 WB 0.40 Horz(CT) 0.01 15 n/a n/a Matrix-MSH WEBS 20-22=-614/1022, 3-20=-343/347, 5-19=-507/468, 7-19=243/606, 7-18=-998/601, 10-15=-391/344 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 2, 398lb uplift at joint 15, 164 I6 uplift at joint 13, 152 lb uplift at joint 11, 118 lb uplift at joint 16 and 152 lb uplift at joint 11. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI?PI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:2201b FT=10% aoav TWI66E6 r�+�m.LEr<.cu re6su.mcmmrnxs aeralevrwvEnscwronv�EwuEr+ran..vwr�r+.�n�...e�..am,. n,wrnme..m r..aanoq.aw Qp.se.e,.,,Jµn...e.•al i �ei`.eVE/CmMMnm Walbhn w.YnYa clwMna'.+W m0.TpD, m!/W0.mw.bdM Ntllwtl MQniDD bN].. N�T,ua �n6 EPo^nwq 0.a 6xc'+V EN0.•�1.TwIm M'iODni+me^hm JYeiBDWMK-W �iP'pS�P4M®L.puI WTGytkyy Gprygpp L/.91BI5 �-'�.0.0..^��✓AnbJ0. M�laEn6aV^Oa�p�.M6n W36gad,MlR�ibgpwi4 TLJ�+CtlnvpWwa(C0.i�T,w.i3pry Myq.Ymy�, F,tegpn��roYm,byw.Y3yp0. twn'Jn.mNw. b,mnmlDDMmab9.n' MW�I,M o,0.9WY9 Y6^M�.MWni66°1WWIl MlR �C69Gwn1�wnfb Wtli�� Rl b�mn�Mnm�YN,N .=..+,TOatT+N lh�LmEtllf^b4^^Yne4g41iY'ewNnf.TY�h�Ei£Ws.rt'ilbie&aY9 L�9roTnm6itl�eET�YM�+1Y UA: WtYAt6 b. ..I. [WahxGumewesbYd�lCm J�ICIDI641YNnvw�MwYr,OnwM _ PgnNam.tlAnmmanq,FML�n-b PtldsWtlWNPn�mmmvu�tl4laminma Job Truss Truss Type oty Ply=Referenw NGSIDE WRMSCMB3L15X10 A08 Hip 1 A01118570 nal) A-1 Roof Trusses, Fort Pierce, FL 34946, design((D31tius5.com 11 5x6 = Run: 8.210 s May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. 3x4 = 5x6 = Dead Load Defl. = 1/161n I$ 3x6 = 1.5x4 11 3x6 = 6x6 = 3x4 = 3x6 = 3x6 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(j) -0.3212-14 >884 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.4212-14 >673 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Hou(CT) 0.02 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1961b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-4-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 786/0-7-10 (min. 0-1-8) 12 = 1825/0-7-10 (min. 0-2-2) S = 36810-7-10 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -234(LC 12) 12 = -594(LC 9) 8 = -254(LC 8) Max Grsv 2 = 817(LC 23) 12 = 1825(LC 1) 8 = 424(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 23=-1164/609, 3-4=6851393, 4-5=-5351402, 5-6=329/613, 6-7=-330f765, 7-8=325/518 BOTCHORD 2-15=345/965, 14-15=-345/965, 13-14=18/277, 13-22=-18/277, 22-23=18/277. 12-23=-18/277, 11-12=345/507, 11-24=-345/507, 24-25=345/507, 10-25=-345/507, 8-10=300/221 WEBS 3-14=542/518, 5-14=311/555, WEBS 3-14=542/518, 5-14=311/555, 5-12=11401811, 6-12=-856/923, 6-10=-121 V703, 7-10=-409/513 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234lb uplift at joint 2, 594 lb uplift at joint 12 and 254 lb uplift at joint 8. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard euupN/rMeeM�4, av�Tw9sE9 r9Ei�a9. GExE6UL TEwaseaeoemmoxso-.�sromEn l9�^'Emwrcuav�5me-xra e�w Preerene=ere �.m �a,e�. rrmoaa�u..ae rtem.rwM QPiesn Tven 6 $Wem EigirsnM1moum,lchve m.Vr.Yvmgrep sme,mMroO.or�ry Nµ,e wneMplbeeN9avW lv Pe TOO . . On9n 6gesMa e..6ewary E^Gbeerl.Mumm em TrrC re}imi6e .Ier+le M�PE6M� eglxeMAap MCYnYn��rr9n4esN'eyb6»Eu'gnd MaigbTmv Apcpem WlMM/,wbrlPLl lMEnpnmwy®.bWgeeNOev,a3tlNeetlw✓rub Trvnrwery&dtigb Wrepon-EierydM NSuk Xo4e EigMenry CA91615 0.'a, Y+0.rw'eeJmetlgmin M& ryhq .FMmrtrttl MEIC.MIBC.bW&pe,YeJTPL1.Tieeq+uYdMropegm7bemrtl Mirme*»V6eb-9. tl'+eR.vnbAeM eMbe,paMeb MrepaeNey gMlvitiq yvgneetl Cm Owb.MrelnMWFM1DD W4xpeYusbgG 6 �09Cp TPM N1nee Ye myeamLW eb yeJfbpnqrY9�ew IeSe gIWeBM. RRyR19 WOn6MTrvn Oeo�w.6Pe®ty EnaTs ,®AC pGNrymrISaW1y Yvbn MPm,4ee6e bE nd65�OI.mrebMn TmA •apV¢tl Ynm pgM1IMnTMI. GWMpn10Mi641 RVOTrmm-,iency[pmggbpwn,eq, nmTMq a pMgM MvlMer4enpin'n,gM, P.wtT�u¢n. Job Truss Truss Type Oty Ply RENAR MORNINGSIDE LWRMSCMB3L15X10 A09GE HIP SUPPORTED GABLE 1 1 A0118571 __ __ __ _ _ Job Reference (optional .. —....=oo=. ram„ r,�nc, r� ,r,a.w, uesiynLa 5X6 = cun: e.znu s may lu 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Aug 11 17:51:15 2019 5.6 = 31 -30 29 28 27 26 25 24 23 22 21 20 19 3.4= 3.6 = 3x6 = Dead Load Deb. =1/16 in 71. LOADING last) SPACING- 2-M CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.47 16-18 >379 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.36 16-18 >487 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 19 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-SH Weight: 235lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 8-2-7 oc bracing: 16-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-M except Qt=length) 16=0-7-10. (lb) - Max Horz 2=-102(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 31 except 19=-394(LC 8), 30=-120(LC 12), 16=-299(LC 8) Max Grav All reactions 250 It, or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except 19=691(LC 24), 16=602(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14-15=329/536, 15-16=-684/809 BOTCHORD 29-30E-152/394, 28-29=-152/384, 27-28=152/384, 26-27=-150/382, 25-26=150/382, 24-25=-150/382, 23-24=-150/382, 22-23=-150/382, 21-22=-150/382,20-21=-150/382, 19-20=-150/382, 16-18=-607/562 WEBS 14-19=-579/839,14-18=-694/424, WEBS 14-19=579/839, 14-18=-0941424, 15-18=-389/531, 3-30=-119/253 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 perANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-D-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 31 except Qt=lb)19=394. 30=120, 16=299. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPJ 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply WRMSCMB3L15X10 601GE COMMON SUPPORTED GAB 1 1 �RENARMORNINGSIDE A01,y1r8572 Job Reference o fional 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. Sun Aug 11 17:51:16 2019 4x4 = 6.00 12 4 - — - - T 6 i 73 3 T1, T4, 7 ST �\T 3T a 2 3x4= 14 13 12 11 10 3x4= 12-4-0 12-4-0 LOADING(psf) SPACING- 2-0-0 C31. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) -0.01 9 n/r 90 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 9 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matdx-SH Wind(-L) 0.01 9 n/r 120 Weight: 56 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-4-0. (lb) - Max Horz 2=-62(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8,13,14,11, 10 Max Grev All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-M oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurentwith any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 8, 13. 14, 11. 10. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIRPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Truss r=aType Oty Piv 7WRMSCMB3L15 B02 COMMON 3 1 FPENA-R�MORNINGSIDEX10 AO118573 fee (optional) 4A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.con 1 Run:8.210s May182018Pnm:8.210s May182018 4x4 = 3x4 = l.Jx4 II 3x4 = 1117:51.'172019 Pagel Ig LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.05 6-12 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a Na BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH Weight: 48 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORO Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 54010-7-10 (min. 0-1-8) 4 = 54010-7-10 (min. 0-1-8) Max Horz 2 = -62(LC 10) Max Uplift 2 = -154(LC 12) 4 = -154(LC 13) Max Grav 2 = 540(LC 1) 4 = 540(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-636/433, 3-4=-636/433 BOTCHORD 2-6=-212/503, 4-6=212/503 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=13ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; ranfilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=154, 4=154. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIrrPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Plv RENAR MORNINGSIDE WRMSCMB3L15X10 BO3 COMMON rtY 1 A01,Y8574 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946, design(galtruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Sun Aug 11 17:51:18 2019 Rage 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-05G3foRxp99PY_bMEfy9dkk26sXM6at6c00cVyosUd -1-d-0 6-2-0 11-11-14 6-2-0 --1 5-9-14 ' 31 4x4 = 1.5x4 11 3x4 = 3x4 = 4 Il LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.05 5-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 406 5-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 We We BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 45 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 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 Installation guide. REACTIONS. (lb/size) 4 = 43910-3-8 (min. 0-1-8) 2 = 53210-7-10 (min. 0-1-8) Max Horz 2 = 73(LC 12) Max Uplift 4 = -113(LC 13) 2 = -152(LC 12) Max Grav 4 = 439(LC 1) 2 = 532(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-612/436, 3-4=-615/437 BOTCHORD 2-5=-272/482, 4-5=-272/482 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100lb uplift at joint(s) except (jt=lb) 4=113, 2=152. 6) This truss is designed,for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard rwwvYu.e^h,..F.a.•c�ao�TaysaEs t•sEauae-y. sExEwiwa.,ecvmnwxswsreuea t' vEn'laemmnvEnwexrm,�, vFge�e..,.u„r,e..a,.xssmaom®o..c mew (1P S 2eCa%EN�ri nlaan E„r�m�u�unm Wwnkea'slmea m0. mri ��Pm w�vaYva�F�uY e�u�tovmTWlnp�aM NaTva0.e5�Er7emrvq E^iFvl. ma uumvnTOo npmFm JeMBPuibG PE63B'v9 �M+edtleP��+mtlWmbVl!��4meF��MY.�Gx9^r/O�YgNTvnbREYonWIOOa%.,n]uTGLt ltnbb�e%mL�e�NFu'Vm,Cltert.n'AYMf aC�JYinTwbM'a�0.gsPa,apw0YYd41 C1+�0.PrM�EUE�nc�dWNwMBNLi Cegiv,n0.m,F�l rf0.,ItC,Yn16^rvl FiSV VAaN1PL1.lM 4PwVaWiOD T,u. RLbq Ea69.YwY.saY�b. IGlgf�' VAW9X[YeEMMamGC191615 dCe BrMn04ab�wmMCmNa'u.Nre¢faM[NFTeTDOWMP�af etl G'+'4eWadP<&.Mmi�^iun15YFY4RamYun ®6LOPm WiRatl69GwnM1nwObT✓YYY'+y. TPH b�f.�a YnGe0. RPleaiml�.4119 ilbaFsirvn 0.elpnw.6s[viv FgMrmN Trvs 4wufeRux. w4u eFFaaabMOLY � Cobel apml,pm Fw�Ny ETY pMgImNMTN 6{WulYEnpMpuNOT W eidl'eq pwyveTrvn Eytlm Ergw NAY EFYYutbnmmambW FTPLf.Cagy,yptCA184\qxi T„o�-RFC'YW,NLYpaynpFvglvm'spdd�Mw10.�Tu,pmn�o,NA1 PuilTwua ���.Y CIDX: P�Z2019 rruss IrussIype Dv Ply RENARMORNINGSIDE [10b RMSCMB3L15X10 B04 MONOPITCH 1 1 A0118575 Job Reference o tlonal r-i ilb,l . FL 54vw, Run: 6.2Tus May Te zu a vnm: 8.21U a May 182018 MiTek 1.5x4 II 4 3x4 = 1.5x4 II 4x4 = Inc. Sun Aug 11 17:51:18 2019 Page 1 9PY_bMEfy9dkjM6sOMOzt6c00cVyosUd LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 6-9 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT)-0.06 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 621b 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 8-0-10 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 = 433/0-3-8 (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. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-619/207 BOTCHORD 2-6=497/499, 5-6=497/499 WEBS 3-5=-557/554 NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=13ft; Cat. 11; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 100 Ito uplift at joint(s) except Qt=lb) 2=117, 5=200. 5) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIrFPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard m^ T�^9M/m4rlu-Ll. TRY66E6 r6E[1RIj. GFHER4l16M3 etl COlIDrtmlSwsTOIAEN n3VYER)ACaW WlFL4GN1-Iran NM �^J^ br+m,lm atl rtaf velum ParrmpaePLLV Wo eBB) �rtlM 1 $nbRy Erye®Mmo Arl4pn ub. Bnpu WeWntloCm WTOO. me/p,w mvaYmpinn4u04uW b C Ue 4vYE. Nn TnwOVJn Enpnsmp R,n. s4�yEgenwj. Ye vYm MlDD mi+ua^bm JarelBBmpp FE6t809 avplaraWwpJensw sosrsp.aµaabirybwmgn NO�u9p Tna QpRaCm M1BBm1.mM1rTp.l. Tlnvwigi.u.yµy wr&em.ci.y4fTupr.yypnTnv bmyBiMeipb Burvpav3JaydM Wrap Xaua 6gmreMBCfi91815 0.v.PSQ�s•WmiBgrlwb BATH Bu9�.pL�mueia O,nWGGe RC.4-nl>nY+9 ml cY IPLI.T4gvwAAMln11 4ybtl,stlMTrim. bbbglrW80Ia+P.mW6mSbsaGeM4l�^+R^+�fiY YSIN WIOBM. <i.bgBu9+M(.m>b,r.NnunMedbMTpBWNL�B'nnwOG'/JAmuaOn BUYbylEeMybbr.Wtn l65CB NN%1R sb58Gw Miwalbe Pertl B^�mu_ Twf u(mely rt}a+bfSeamJ RRvu.n]fi9,6 irun0.ryfi.6vcvny EpeswMTnm MuyfaLvar.,gb,pMaa bb�lgnGnmsaq�nsf uµnbsmry%Lp�Y kNW tb6 1fiyEgmvaNOiMO ryBmyvvTruu 6yLa„EgMp MmY beYp. i➢ OAe: OL1YNIB apdavn'Ibmm runs 46HhiTPF1.G.pIWACA1fi Al qaY Tnmas-PgWCMipbbb,un�Y imm� lmn,'n pMS:NE�.MUIpce�Pmmn mpMIPW Tru¢a Job Truss PN WRMSCMB3L15X10 B04GE �TrussType GABLE �QtY 1 �RENARMORNINGSJDE 1 A0118576 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altwss.mm Run: 8.210 s Mav 18 2018 Print: 8.210 s May 18 2018 MiTek 11 17:51:19 2019 1.5x4 II 4 3x4 = 1.5x4 II 6x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 6-13 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 6-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 43310-3-8 (min. 0-1-8) 2 = 527/0-7-10 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 5 = -200(LC 12) 2 = -117(LC 12) Max Grav 5 = 433(LC 1) 2 = 527(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-619/207 BOTCHORD 2-6=-497/499, 5-6=497/499 WEBS 3-5=-557/554 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 100 lb uplift at joint(s) except (it ---lb) 5=200, 2=117. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI?PI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 70 lb FT=10% Job Truss Truss Type ari PN RENARMORNINGSIDE WRMSCMB3L15X1O CO1G GABLE 1 1 A0118677 �_, ...___ �. _._._ __._ Job Reference (optional) .uu.a.cws may oauiornm:o.zius 4x4 = 4.4 = Page 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.13 12-15 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.20 12-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(CT) 0.02 12 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-SH Weight: 108lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* W2: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 17, 18, 20, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 72210-8-0 (min. 0-1-8) 12 = 72210-8-0 (min. 0-1-8) Max Horz 2 = -90(LC 32) Max Uplift 2 = -213(LC 8) 12 = -213(LC 9) Max Grav 2 = 722(LC 1) 12 = 722(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1095/321, 3-4=-784/164, 4-5=-741/163, 5-6=716/183, 6-7=-708/209, 7-8=708/211, 8-9=-716/185, 9-10=-741/165, 10-11=784/165, 11-12=-1095/318 BOT CHORD 2-23=-255/974, 23-24=-255/974, 24-25=255/974, 25-26=-255/974, 15-26=-255/974, 14-15=-255/974, 14-27=255/974, 27-28=-255/974, 28-29=-255/974, 29-30=-255/974, 12-30=255/974 BOTCHORD 2-23=255/974, 23-24=-255/974, 24-25=-255/974, 25-26=-255/974, 15-26=255/974, 14-15=-255/974, 14-27=255/974, 27-28=-255/974, 28-29=-255/974, 29-30=-255/974, 12-30=255/974 WEBS 7-16=-65/396, 3-19=341/188, 18-19=3421188, 17-18=342/188, 16-17=335/184,16-20=-333/181, 20-21=3421188, 21-22=-342/188, 11-22=-340/186, 15-16=0/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=213, 12=213. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)158 It, down and 122 lb up at 2-0-0, and 158 lb down and 122 lb up at 17-3-4 on top chord, and 67 lb down and fib lb up at 2-0-0, 14 lb down and 1 lb up at 4-0-12, 14 lb down and 1 lb up at 6-0-12, 14 lb down and 1 lb up at 8-0-12, 14 lb down and 1 lb up at 9-8-0, 14 lb down and 1 lb up at 11-3-4, 14 lb down and 1 lb up at 13-3-4, and 14 lb down and 1 It, up at 15-3-4, and 67 Ib down and 66 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This buss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=-60, 7-13=60, 2-12=-14. Concentrated Loads (lb) Vert: 3=36(B) 1 1=36(B) 15=1(B) 23=32(B) 24=1(B) 25=1 (B) 26=1 (B) 27=1 (B) 28=1 (B) 29=1 (B) 30=32(B) etl 6p9,11WRCJ6fO,AE0.(gVYEq'1/LRWWI£pGYEM1Tbm W.ry 6agn pn�newn ay wE„msq.grvi,,,ep,y, D,µ„B nDD)�„D y,� QAe--_Paoiq,�y,r+exlw'A.IRWFTW65E6('SELIEA]GENEIiPLlWd6 EpCart/Eryb,w Mevu ell Mn.,m Unbaa WeWSN•vem Ow TD. YAVvwnmb,GYY4 Ni YualblvTW bMvNY Pa�I OpV^E^i'�a�Y 0.a.&�YM E^G�m^/D+NNSYmuT��4��a^dw Je„EBDaW FE 626� vyuiutlprvp.e4a�'wlvgyignryvmtipyb0udg�a O+aryLTrvs WptYCm W11Y)ary.,WUTXf.iMC®pn®unVa�rw.bbgmK�bn,auyply,egwa,b Tuela .ep.v3(pyapa 0.r�.P�0..nl,wgq,.+lvFlml�BiYG Dn4�e.n,MmuNa[n 4ZG 6.,6e,am Willy Wevq lP4f.TBa WJ✓raidWiDDaM�ihH,sJMTm.Ya.'vgb^6^G.mT.Yeba b,aW b�yrC bb^+id�^'fUN NTpB Xpuse 6pP¢enry CA9, 616 eJW dMBu�tlwO DssgiwoMfanay fb rvYea M,MNMTDOWMPY=eatlY'm^b®dYe Buitv'6m{m^,6,1NYMb,M-n165L'O WYi4c]MR,N566PwnM1nrcMb�.N Pm^«. 1PF, trfineeM^fCuo�MaTeb I,St $ILbBBM. RPbv.R3f9M 'NnT dfnTrvaf Mlp,Yr.[q[aRy Epin,naMTvw NaahWn.wlo.of,mmvpTO�Cty.Co,M1�6pwO,gc�.i�w.�bp Of eO pelr imWy. Ty 6yaely EquuneNOTls Bidl'ny 0.Jpm,mTrvs 6y,W. E�psgrNgpWly�. Ip Dab: �IN3M8 mM'vwlbmou�oC,YSYaiRl.Gmy�.10A160.,Fy T,¢wa_p py py,d6vhmwGFmlb�aepv,S4tlNmpac6,mprv,nn mgAl Ro%ienrm Job Truss Truss Type Oty Ply WRMSCMB3L15X10 CO2 COMMON 2 1A0118578 [ENARMORNINGSIDE b Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, designf_daltmss.Ldm Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek 414 = 3x4 = 5x8 = 3x4 = 11 17:51:21 2019 03ge 1 tg LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(L-) -0.14 8-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.20 8-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Mabix-MSH Weight: 88 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-7-0 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 = 799/0-7-10 (min. 0-1-8) 6 = 79910-7-10 (min. 0-1-8) Max Horz 2 = -90(LC 10) Max Uplift 2 = -220(LC 12) 6 = -220(LC 13) Max Grav 2 = 799(LC 1) 6 = 799(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-1207/810, 3-4=893/602, 4-5=-893/602, 5-6=-1207/810 BOT CHORD 2-8=-583/1051, 6-8=-594/1051 WEBS 4-8=-283/513, 5-8=369/390, 3-8=-369/391 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=4.2psh h=13ft; Cat. II; Exp S; 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 BMWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=220, 6=220. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PomexuJM'mae�6u •F1114UFTfW38E5 r6E1lETtJ.4ENEPPt TFAY6 W W'AR,OX64V610YFA CBI!/Eln k67�,VMJ � WunYmetl,eee n,tam MTuvpp.d^rq IrWI W M Noe P^v.eo��tlew+armwdrveMbs�.mre�n WswP�Twbp�cNCm�ue TOU Y. vdarThl.tbJw�v✓m�anl++a*Bem6�me.rWkr��w J�enEimR bnnE�+rGbO+vW+SSq'dvv N�nb Xouse ErgheeMG 4T 91615 c.�,v,. w.✓e.coma.a.sawa.®+6ao.:a�.�e.�eevao.mc.cere6.es, �*a �.,a m1.Ti.vw.+ewToo.�a rme�ae.rr�.mna6.�aera+w a.wsv.weeavwaae.. m'epabLT uslat,tieaa. Q8m8,b^V�9wMCan4y'mr.NMa,se1MNMTW va e. mmueva 6�eMnrtwa.M+ro Cmmm�,SYXr marm.mil%BCT wr-*bCpTR.m 6EV.m.r.wmeewr la.rv.ea. ��NeuY TPL d�aW gpgfq, fLJIBW Ixol EnTwe 0.tlPwr.6,ypWy Ene4ugvq Trm YanWatluer.WmoMtie,pXUCye6wYclpmfrµa neKvy brie�binre,MRa 6ryiY1/EnpinviNOTN Bu. ryulY¢stlemsgg6hpnTGN.CmIrIpNO]pIBAl Pro Timae_FR�aPmtlTugmeeriFmrEnp'opelYtiW �Jnl9remM1en Caeue4rGM xmTrv� VA+p Dae9mm WTrvm eytlem EnpmvNu�iY��9. Yi Oeb: OdIY3018 Job � 'o' truss Truss Type Qtv Ply RENAR MORNINGSIDE S 83L15X10 CO3 COMMON 1 1 A0118579 Job Reference (optional) *-1 Roof Trusses, Fort Pierce, FL 34946, design@aiuuss.com Run: 6.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 44 = Inc. Sun Auo 11 17:51:22 6q 3.4 = 5x8 = 4x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ve art -0.14 7-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.20 7-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 6 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 841b 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 5-1-6 oc purins. BOTCHORD Rigid ceiling directly applied or 7-3-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6 = 700/0-3-8 (min. 0-1-8) 2 = 79010-7-10 (min. 0-1-8) Max Horz 2 = 99(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Grav 6 = 700(LC 1) 2 = 790(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1183/804, 3-4=-868/596, 4-5=-865/594, 5-6=1166f789 BOTCHORD 2-7=-640/1030, 6-7=619/992 WEBS 4-7=-276/488, 5-7=333/367, 3-7=-369/390 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-166mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=180, 2=219. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard RgVF iRlR6ES[6EilHI'}GEXERf11EW.I6vtl EOFIDIRAi6N6RIYEP rAN£R•1,1CM.ETI{FllG,�}IPlema V¢M/GmYn pvmlue mCstl neYarnPc r,.p.p ��6���� QiLue,ndagM/mMM•AI 1 4 YM GYe®mY,wce e,�el LYm.m. MYa W'aM•�--"l�1mPa TE0.oMIfpvv+,evpinatl�vOb,vJbmTW bdreH lueirm ssp4m✓Y�P��.maW,r,^]n4esb'�•be�4a9^d0..ryYTwbitYCm0.1EE WT.��b TGN.IIn ��.v.We,+.bN'^,TmK�bv..vYWJ.,N�mJ TE„^Y bl�h rtlm MTW m6,uatea &dYgYM..ryastpyd0. JmnlBpnLYt PE6tiO3 VnGeWmEn4MVNO G9161p EmeSwO.n✓.mL„wtl yNmc.6wffiq Dnve.nwm+v„/w R6. v. i6EY�Yd69cof.ealnl.T4 yprtmlb,NTED ¢.amda.rm.uneen 6•^TMu•a+w...,ma��nvwwosa.�•wbb�M mwaam,cE.+aawm„em. uslAWceBM, ramnmaYba,.TN WNn.rn...�.ee,waverwmmrwE��.•„v.nam,,,md, RarnweuwaMTw.w seu..,w..,oa b.v�*�+v�+n.. ,b+.ww,.meb:...w br.aa.r,me«b•X.6TmM F•9D�WT4auwpalua.u,b.aoMabe e.iww�v6le bw.aeT.Eam.aa.wtlXw Y.now evtlo.,evu„w,mn.61.Y.gr�..YuoT e.atlrm Eey�wTrvv ¢w..6-ny„mef up MYFiq. T'� •m1Yutl YmmmablewfmTRl.EgynyYO.M1641 Rm1 T„y,._R.p,ppapp,ypYytggp.nvgfam.YgNVLbp.�Mp<.BM1n mo10.1RwlTramn oae mnzrz616 Job Truss Truss Type OtY PN RENARMORNINGSIDE v A01 WRMSCMB3L15X10 C04GE GABLE 1 1 Y8560 Job Reference (optional) 19 Page 1 A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn@a1Vuss.cem T1 G. Run: 8.210 a May 18 2018 Pnnt: 8.210 s May 18 2018 MTek 6.00 12 7.6 6.8 = 44 10&7 1B-31] 18 �ir2 2b11-6 108-7 &1-s a 6.7-8 aa.64 Dead Load Defl. = 1/8 in Plate Onsets (X Y)- 15:0-2-00-0-121 17:0-1-00-1-81 19:0-6-8 0-3-01 111:0-2-8 Edoel 113:0-1-10 0-0-121 117:0-1-10 0-0-121 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 0.61 Vert(LL) 0.15 8-9 >547 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.39 11-27 >582 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.01 10 n/a Na BCDL 7.0 Code FBC2017/rmoU Matrix-MSH Weight: 195 to FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-13 oc pudins, except end verticals. SOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erecfion, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-7-10, 10=0-2-12. (lb) - Max Horz 2= 294(LC 12) Max Uplift All uplift 1001b or less at joint(s) except 2=-182(LC 12). 8=140(LC 8), 9=421(LC 12) Max Grav All reactions 250 lb or less at joint(s) 10, 8 except 2=717(LC 1). 9=1130(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-936/516, 3-0=-605/326, 4-5=454/338, 5-6=-171/379, 6-7=-159/373 BOTCHORD 2-11=-724/797, 6-9=-630/485, 8-9=-251/142 WEBS 3-11=-420/465, 5-11=3/308, 9-11=432/485, 5-9=705/640, 7-9=-398/488 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions sham; 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?PI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-U wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1821b uplift at joint 2, 140 lb uplift at joint 8 and 421 lb uplift at joint 9. 10) This truss Is designed for a creep factor of 1.60, which is used to calculate the Vert(CT) deflection per ANSI/rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard AemeKr.+'..'ea•ai RgTF TpIi.6E6 rEE1l£R7cE,rtRPl ivws..ewxmmwscusouEa tTwY[mr�crcrvow:fo6aeErerer.,,v«�bmw w�..�w.,..,a..e re�memr�w o.�w..eia lmmww QE4me r $.tl+%E^G��mMSYalta,o. uc VeYvroWu¢waen tl�iep. mrynlpen mimeo Wmemutmuotlbxl[Obb.Na PaoTim p„4^EK=�gPaNW' ME^GM�A u�wm wTW rvm✓.4w JmWBMWY F£BZ� �o!%,Ertdu,m�ryes.MB ngveiH'd/6aHGwgn,/YsrgYTrvabpiM1JmtlempetlY.�wTR.LTw Jn �®nplus.YWmpumN+v.WaNlraf weMU�rmHmry&Atlng4 W.mxAYydM K1Cb XVE9E�pFMbp t/�61615 bM1B,NnpCagivmtlfml.bn w.aganxMRWWMC^Y'0..mu PMM6.r>vc BUMp6mpam,Sueb M%m6e^(�TLp RMnieO%iRMSHGsnnrtrcM hr �'^iee'e'+ti. . M�¢gaepu,svW tluIwEJOre T,un DmPe.6WrehYEKMrctl Trvwtls�NaNnCrle,. oEmM 0.6retl%.GmJntl.p�eef uponn Mn60Y.it+<n bre+FYT1+8ptleN Ery1�6NOT0v 6uYfeq Ov,'rym..aivn 6ytlun ErgFwNmY Mv16M.H DP: 6V1Y}➢R4,616 09e: 10 cglYuybmmmu6fMmTGN. Cepr'g10A1641 Rvtl Acsn-PgeW.b.,tlqutlemwJ.Mwrybm, upMOW.Yie,l Paawa.pm,mtlAl pWTiumea Job Truss Truss Type Oty Ply RENARMORNINGSIDE WRMSCMB3L15X10005 ROOF SPECIAL 1 1 A0118581 Job Reference o flonal ,{-1 MOOT musses, ron vierce, rL 34 .Oeslgn(maitruss.cem nun: 8.21ua may 182018 Pnnt: 8.210 s Mav 182018 MiTek 6.00 12 5x6 = 5 6 Sxe = 3x6 11 3x4 = 19.4-e 10.61 1 a-412 0-411 25-11-8 10141 9-311 0. E74 0.0.14 Inc. 11 17:51:24 2019 Dead Load Deb. = 1/161n Plate Offsets (X,Y)-- 12:0-0-4.Edcel t4:0-3-003-01 15:0-1-12 0-0-141. t6:0-0-00-1-151 f7:0-1-0 0-1-e1 f 10:0-2-12 0-3-01 112:0-0-0 0301 LOADING(psf) SPACING- 2-M CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.09 8-9 >935 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.2312-15 >966 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 11 n/a n/a BCDL 7.0 Code FBC2017[TP12014 Matrix-MSH Weight: 151 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B3:2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 1 Row at midpt 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-7-10, 11=0-2-12. (lb) - Max Horz 2= 295(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-189(LC 12), 11=-379(LC 12), 8=150(LC 8), 9=-308(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=752(LC 1), 11=764(LC 19), 8=271(LC 24), 9=602(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1100/628, 3-4=-7421393, 4-5=-94/302, 6-7=-1721278 BOTCHORD 2-12=-855/959, 10-11=-713/410, 5-10=-477/399 WEBS 3-12=453/511, 4-12=0/314, 10-12=-519/591, 4-10=-695/622, 7-10=-272/385 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed; porch right exposed;C-C for members and forces 8. MWFRS for reactions she=; 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 at joint(s) 11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 2, 379 lb uplift at joint 11, 150 lb uplift at joint 8 and 308 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard MmSM'mMTe'MI ROGG lIS156ES rDEL1ERJ GEHEF.LLIEPNSM WeARmXSCJ6TOYER I�R'E�T90LM.WtgFLG1 R(1-Ian, VeM �TVmmam aM rtal roYamTUTwcD..T Dr..+^D IiD%mOW QiYV 6W+'R/ErMnr'apmam,mlbb.m.MWdMMm tlPtlwWl9D. nhRP wnMwOAU Y,aON,emEbWl®}eN.N.i,ua OaNn E^P+Ag4..6TY.b ER.�.ml. fe valmmlTW R.reerum JerWBPn4GPE8YyJ9 0.rs Pn OmMvaAmcaeW�meMENTsy Ceayrm,nWwLL�tlM�i IRC MBCT�C,peYOmEe NOmy.utivTK1. 11na �rupla�, pyby.pgma..u3„WTupumtlOnTm Fa ery BmVryuWmpvdvllymOn ^i6w ae..am.I ln. w.a,+ewTOD wam..»aa.n.�.+,x.+ma.aw.nma.a..w.wmm.wm.m.vwve.a..,••w.a�r NRpb WWssEpiuminDW91615 uslswwa+a. mv. e,e.�DDoc^m.acaa.x. snmw.c aenWmowWP.mm.m r.a+m.ae,.aw.:mma.n,snn ar„mmen msrnwm�w..WTn.w ssuW.«�.w n.e•^•tla�:=.�m. m,a.m.. e. resa=�e+...ma nnw.rt s.wa au.me. T,m. a+4•wn•.mowhaas.am..nTn.sm�.nr E�m�suor n.ewa.s otiv�>T,... sr+�W Ew:�xw4�sn.0 Doc ovivxme ..mr�r.mW�smTn,mo+nm+pe�ea, wpm T,,m,,w.m.®.amtlM.cww F.PMzb,m[uM1mmJ. n mltm. wPmeba4.@o.COawAv� M1mn melA, R¢Ii,uays Job Truss Truss Type Dty Ply MORN NGSIDE WRMSCMB3L15X10 CJ1 Comer Jack 8 1 �RENAR A0118582 Job Reference (optional) n-1 Hour cusses, ron nerve, rL oasao, oeslynLaiwss.wm nun: mzTu s May Tazul a ennc e.zTus May T aLula Muexmausmes, inc. aunnug n T/AT:zozuiu LOADING(psf) SPACING- 2-M CSI. DEFL. in ([oc) I/deb Ud 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 Incr YES We 0.00 Horz(CT) 0.00 4 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matdx-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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -5/Mechanical 2 = 18110-7-10 (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. - PJI 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 lb uplift at joint 2 and 21 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPl 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard MmRMM4vN-M PWFTfN56E6 r6PTrrR'i.DFN•AK1QL64mq(ANpTpH6cU6TOYER IT•1IYERIAGIMGYIFIIGY� MmW,Br6m�yvmYnm6�nmmEr Trm G�=PDn'LV RCO aMM QPw T q•cefr=M�mc•4eelWm ma.11nbmeewmba tlmeem MlDD. mJi Fgr•meram Pmm Dme0.,®Cbval® T,w OdP,[pnMip Ua.68vany EnpmmA Bm bdmMTDU,oysfmtlm Jero1BDwJ�p PE8M89 JVTtlP0. W`bT,w M1V�•m WICO mN.,nbrlH.l.11n Ju6TrvlXuu.beZ.d[ad2�m.WVClad,wd4bTw (a M'=�'WYW�nwmAYfd0. NiW NmiM WMTKG61816 p,v.P•O•mf�iWv¢tl�P�mmJm9•�TnG^aP^�BYbem gmlmpa BnV'vy0.,g�.i,itimbJJtls Wc.ge®D.bybNti.p W�mtl roLf.Tingpwtl JYm IOD VGmrfaYlm AE+irw.Y,4gp FgRvq.ebp•ieuL[a mtlbvmytl�Nbba.�lv,Wb ✓uBK49 DmGwaMCmenar qmw�+�IvanGylODaMn•prdma�f4�b^f�>N6utlM�nYM6mMnbmmnl%Ol wulwf WTFlma seGm•,wnre�enr M'�aw"�m. TaNsf esnm<IM»awW Y519 Wde Bhtl. RPN,m,R969W EUI4aJPaTwv0.ay,ur.6Tx0.y Eq�arrd Tiur Ymub,drnt, Wau olmeba bNmN py Cpbacl•pml urmnc4y Ef �8pmYnwl.�t TM STeaY.y Enpv+eeNOTMBUVnp 0.lprvmTrvn 6yaMn Ery6vNgpvVvq.Fp WIe: Oyl}/1018 •YYYaO Wrmmon4hW nlPL l:Ugrg10'NI60.1Ry Tn,wf-R�p xYmOmdPYCxmM,nmTM1vm,®pptyEtluEEm wlmnpmvf4,NMIR¢i Trvw Job Tniss Truss Type Dry Ply WRMSCMB3L15X10 CJ3 Corner Jack q 1A011Reference 7RENARMORNINGSIDE (optional) fol Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.21 Sun Auo 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 M720 2441190 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 nla BCDL 7.0 Code FBC2017/FP12014 MaMx-MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 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 = 64/Mechanical 2 = 21210-7-10 (min. 0-1-8) 4 = 23/1VIechanical 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 shaven. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMerior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3, 74 lb uplift at joint 2 and 29 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard rhos Twss[fi r6�u�,evlErw rrwe6wmrmrtlamwsmuea tstrv6n•lac.nwwtEwu=m-m�,v.,n�n.�Nm..w wa,mmmry T�ma+v�>��vnwiw m. Qwa.aen�wri....ei.•.-I $.o.rye,a�=..�,.Inno a.nemm.w.Irtwm..Na. save o�a.mo.m+v/�+�.«w w.v wv u,..aaa.moae..aa. aeTuaoe4�Wn..nw n..6Ac Ye.ea+�l a....l o,.m x®,.:.vro., Jenme Mum rEfixere o.�, a. a.,✓�:a�l �s�v.."°rv°� cox � an m�c.tire iommw�.a.m'�:em 1'�i'w� dlawTo�o.w�w�'�•.1i°�z =�"a�mrv. •„*+aer.m,>aa. rnmrv� W6'�^9vP. Rcw.LN'el0w wybumgas Tru; vAmgnvaey eiwvy.,mu9.m,.mtr.anpxuobenmy'nwuy Wmb XdrsBHiGa.�NN W9161! u5161ave Gtl. dPe B,M1bV'Cm9tt�NCmlw.G➢weulMNPet00 Wlu P.[Eae�1 6'a4W^.JErt BetMi�^iu.wlStlW aamW,n l66fT+WMaM1 }/TpMS1Swm. n.M1nreSbpryNYeaa,. TAl euamMmWmD�. ✓O RPi>n.RN9.B twualev True lA1.CWp91020160.11�nulvSuanrv,�uYev oanew tr6Mh'. CaN�ai�Ru�hi Ma.p]1tlp.MImNro4 Th 6{.eWly FryiivaNOT6n6uWgpvgnepTrvv6yWmEnpnwelvpWWq.il OM'Ll4'l t2%6 sWYa•,IYvvweh4f (LPMr;N� W TwlasivlFg4m. b pMmlltl.Roul OveNnvnu.vn W Fl P¢(Tmau Job Truss Truss Type Oty FT RENARMORNINGSIDE v WRMSCMB3L15X1O D01 HIP GIRDER 1 1 A01 �8584 Job Reference (ootlonaq A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tnlss.com Run:8.210 s May 1=4 II 3X4 = 3M = 182018 MiTek Industries. Inc. Sun Aua 11 17:51:272019 LOADING(psf) SPACING- 2-D-6 CSI. DEFL, in- (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.11 7-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC OAS Vert(CT) -0.10 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(CT) 0.03 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc pudins (3-7-11 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. REACTIONS. (lb/size) 2 = 967/0-8-0 (min. 0-1-8) 5 = 967/0-8-0 (min. 0-1-8) Max Horz 2 = 53(LC 26) Max Uplift 2 = -618(LC 5) 5 = -618(LC 4) Max Gmv 2 = 967(LC 1) 5 = 967(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1611/1140,3-15=1404/1063, 15-16=1404/1063, 4-16=1404/1063, 4-5=-1612/1141 BOTCHORD 2-8=-992/1388,8-17=-1007/1404, 17-18=-1007/1404,7-18=1007/1404, 5-7=-959/1389 WEBS 3-8=264/355, 4-7=-263/355 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618 Ib uplift at joint 2 and 618 lb uplift at joint 5. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 150 lb up at 5-0-0, 66 lb down and 92 lb up at 7-0-0, and 66 lb down and 92lb up at 8-0-0, and 113 lb down and 150 lb up at 10-0-0 on top chord , and 157 lb down and 204 lb up at 5-0-0, 43 Ib down and 65 lb up at 7-0-0, and 43lb down and 65 lb up at 8-0-0, and 157 lb down and 204 lb up at 9-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-61, 3-4=-61, 4-6=-61, 9-12=14 Concentrated Loads (Ib) Vert: 3=65(F) 4=-65(F) 8=-157(F) 7=157(F) 15= 62(F)16=-62(F) 17>34(F) 18=34(F) 3x4 = PLATES GRIP MT20 2441190 Weight: 65 lb FT =10 al aoov Tal6sFs rffusn.cu+uau TErw9.YconDUlwlsa,6Tu,.Enr6u.Eazu6bow u6eEl,rarv.v.exmmo.�.l.,,.n ».n,m.e,n.ne. D.+w Drvrvmmwm. Qvw.eeowey,.Ye.ne r FtI+MEnpb,M1a,nM1n,m aMalttlm u.MA.o9bnve Y¢tlm6s 1D0. mM I,9N wnroi.W pbeNYM.mBfa POTDDb4aM. NeTva Mpn FnpnuNg O.e. bjdey Enprnwl.0.aW mury l00 ,mrrtapen e[eplmape ptiv.6W epy.Fpmp,ubClYbbe J,gndPeugb TrvaNryye]a geRpv4..uYUTGLt Tn6tlye,avrpugbNpcmlbv. niaW.adrw J44 Trvc Mmry&eYrybbeioysYYPyMM JnMBPYI�PE 69609 K1pbXµ586pbSpLp G61615 0.m,.0e 0.er'.emm¢W pn�IwMEUATp DVlpns.v,Mm.bYdMPD.pe @C,MIbM1Sp We WiR.I.lheµrwYa WiOOm YdMm JMTiex,Nbglun6np YwuMiwe!Idmauba�ONelb MnbmuNdy 6YYYb1mn"•"_R601PbM11e]h'TR VY56fY.mnlx. calhM�Y9�ee.�+.. TPH YMetlemp,tYb+me N�Tnm NSt 51 W]e BM1. RIBuu.FL31918 tlulrt. DnV�n. 6pvn3y Erg'weraYTvm eIVW1+8✓e[vMu�oOUWe�pin.B gyeCwbeal�Wen MiipNYpbumdw]. TFa6ryiAy ErbmrbNOTen 9,AJ4ip Da,ymbTrvn 6y,h. Enp'nvalap buiPp.. tl DIIC OLIt2419 <eaW'aW binv w®MMb,iW I. Cwl*P10]p18M PW Tnevice-gµaJVSmY>b CnmaO.hv.Tbnt n bGe9b]eiBW eb�i.n{wmin'tnYFl gWTx¢a Job Truss Truss Type city Plv WRMSCM133L15X10 HJ2 DIAGONAL HIP GIRDER 2 1 [RE-N­AR�MORNINGSIDE A0118585 ______ ob Refee (optional) q . nw, uuasea, run rimre, FL 34946, aes,g,,@.i vuss.wm Run: mzl o s May la Lu1 a rnnt: tl210 s May 182018 MiTek Industries, Inc. Sun Aug 11 17:51:28 2019 Pagel I D:ld_OOXyyT61Bi_TXoljwHHzefvK-71 tdCZDSE071 W MHpl8VFs8Tn8JnKSLP9RXywyosUT 2-9-3 LOADING(psf) SPACING- 2-U CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MP Weight: 12 It, FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc 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 accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 3 = 21/Mechaniral 2 = 208/0-10-7 (min. 0-1-8) 4 = -14/Mechanical Max Horz 2 = 80(LC 4) Max Uplift 3 = -24(LC 19) 2 = -144(LC 4) 4 = -47(LC 19) Max Grav 3 = 43(LC 24) 2 = 208(LC 1) 4 = 53(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib).or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face); see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 3, 144 lb uplift at joint 2 and 47 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down antl 87 lb up at 1-4-9, and 75 It, down and 87 lb up at 1-4-9 on top chord, and 12 lb down and 39 lb up at 1-4-9, and 12 lb down and 39 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/iPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 45=-14 Concentrated Loads (Ib) Vert: 8=55(F=28, B=28) 9=45(F=23, B=23) PN.. NmMiW,.,N+a. a,Nar Tm,saps('su+alv,ee,ersu.iwux.,ecnlo,e,oxcasmurn re,nemwcx+ �NI-run. v.�ymw w.mn.w,.m �,emmemi,w. O�p.Onmp 0001utlux 1 iQaM ErghviWmn¢Im, mbn m. MYa Nnrb�a`yCm Ne TOO. a^M1hW mua'a q%n wemmaOnwToo aniva BuN^eV1+mMB 0.� Q Jartl BOUNap PE61Bro Onwvn�,nJw�a0.p�,��BmyavY.an9+�bbev Cs9^aenanBNT�um>W[plmm�lvOmH..mW TM.t i,n �mvm��y�mWm�.p3YA11�wn�omTwp�a�9vL,rcmw�"GbB'w BulNy Doyrv.FOnm,mld NRtC.w®O. Ly pdtigevY aNmL1.TM ypwq WYa IYD �NYYdOn ^'Y Tmn'Wtl°y1.nN°y'°iwv"iyNW°mpyo'By'°gbl,m,aWiy Ni�leXase BTB�eAq u9, 815 5151LclBM. NCeOW'nJ OmpramGCu4v.M NroeatleaNMTOD W9np�SxaNBUWxadNe Buy WGlvvmnSah,y NbrrtaYn(BBGB Y,6WdtyTRmC�I.enrtNnrcNb W/,YGUCma. TPF1la(weCe naPmYMM eM RPle,is.R3T9M EutimdOSTwaOmyw. 6Pwaty EnG^W mNTrvwNwfaSva.Woi afru®�MLN y,Bgma¢0.tygm�vNOTly euNr.pOm�n,nTum 6ytlm Ergnm�NpO Wyq_i➢ OM: �IB/1otB wBa'afYmmem6YMNTGFi.(.Wy�lOAf80.1 NmI Tn�,-pvygy,[pmyqu@vmyypynylmn NpMWC�'lyYpyairy�NNt Job Truss Truss Type aty Ply MORN NGSIDE WRMSCMB3L15X10 HJS Diagonal Hip Girder 2 1 �RENAR A01 r8586 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 Mrrek Industnes, Inc. Sun Aug 11 17:51:29 2019 page 1 ID:ld_OOXyyT61Bi TXO1jwHHzefvK-bDRDyYarDYYsNgxTNTfko3heXYeuR5UVepB5UMyosUS -1-10-10 3-9.9 7-0-2 1-10-10 3-9-9 1 3-2-9 Ft I 3x4 = LOADING(psf) SPACING- 2-M Cat. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 7-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vort(CT) 0.02 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n1a nla BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 31 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT 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 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 = 82/Mechanical 2 = 310/0-10-15 (min. 0-1-8) 5 = 143/Mechanical Max Horz 2 = 141(LC 4) Max Uplift 4 = -55(LC 4) 2 = -182(LC 4) 5 = -114(LC 5) Max Grav 4 = 90(LC 19) 2 = 310(LC 1) 5 = 143(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-1 1=-305/140,3-1 1 =-311/158 BOT CHORD 2-13=-193/271, 7-13=193/271, 7-14=1931271, 6-14=193/271 WEBS 3-6=-300/214 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=13ft; Cat. II; Exp 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 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 55 lb uplift at joint 4, 182 lb uplift at joint 2 and 114 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 It, down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, and 36 lb down and 41 lb up at 4-2-8, and 36 lb down and 41 lb up at 4-2-8 on top chord, and 51 lb down and 40 lb up at 1-4-9, 51 lb down and 40 lb up at 1-4-9, and 10 lb down and 40 lb up at 4-2-8, and 10 Ib down and 40 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=46(F=23, B=23) 14=9(F=4, B=-4) Job .. Tuss Truss Type Oty Plv RENAR MORN INGSIDE LWRMSCMB3L15X1O J2 JACK -OPEN STRUCTURAL 9 1 A0118587 Job Reference (optional) a -i nwi i msses, rvn r[erce, rL aaaao, cesignp_a Run: a.2iu s May 1 a 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc, Sun Aug 11 17:51:30 2019 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 7.0 Code FBC20171TPI2014 Matrix -MP Weight: 9lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-0-0 oc purins. 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 uide. REACTIONS. (lb/size) 2 = 18710-7-10 (min. 0-1-8) 4 = 9/Mechanical 3 = 35/Mechanical Max Horz 2 = 63(LC 12) Max Uplift 2 = -62(LC 12) 3 = -24(LC 12) Max Grav 2 = 187(LC 1) 4 = 26(LC 3) 3 = 35(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPl 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 2 and 24 lb uplift at joint 3. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) defection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ," Job Truss Type OtY Ply RENARMORNINGSIDE WRMSCMB3L15X10 �TWSS J5 Jack -Open 4 1 A01 18588 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Sun Aug 11 17:51:31 2019 gage 1 OBo57 ID:Id 0OXyyT610i_TXo1jwHHzefvK-Xc2zNEb5190Zc 4sUthCtUmxYMGBv- FyosUQ -1-4-0 5-0-0 1-0-0 5-0-0 3x4 = 5 0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.11 4-7 >554 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.09 4-7 >637 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 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 or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 1221Mechanicel 2 = 278/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 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. (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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch 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 nonconcurtenl 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-" 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 atjoint 2 and 51 lb uplift atjoint 4. LOAD CASE(S) Standard Mv�plM v+b/6v•AI ROOF TRY65E6 C6F31P31 GENER4lEPN5MLCl0DIWS WBI0NEB 19UMEAl ACNfGWIFMYENPLm Ve60'm+9^G�ranrl�mJ veG notlmOv i,m De+'PBv�EIrDVIWM QPbsu 6 QeWry Epiis'�eMrtn elrlmtmua UneaalevaebuamwmD. mNaW mumwpm elWbwb6m T® irvn Weyn 6q'naiwp U.e.%Y3 E,ae,vl. 6v vYvneMT40rtA®�um �vYr^9 ugembJS,bgyMyngBvupbTw WpcMm6ulW v6/.uWUTFL1.MJwynum.yiumcbWp,sYbi,. mlNryatlw AlbTw LrmryeJLybB+miw0xyd6n .WetB pny PEet&9 NTW XWIpeplpCNq C191615 0.v.6'a O,.�e�ily SUM¢' Bi^WW0��4^^.bMwb4dYSGC.Lv,BO.E�IWdv9 vleetlTVF1.TIn M✓.'dofLLbiW UCx.YM1MUJMTnm.avY]KB^uW.xuW4mWb4u.��.��W b6v.�epi ylY dBe EYWgOngemaY Cm4W,NMe,MMMMTDO WBro P�rb>.enf E�+Ux'^mcrPe Hui6n'eCaeiva,BlM PbmuFnlO6W WBN]MR1NS96wwubiri'NlvpvMGufi�[�. Wrc.WutilY+W YS151 Wtle OIM. RPWm.R31916 WEvtlMTw Dpa�,. Fww6y EMharNTrvwuwLvlar. wMv oaNwhBVUq�Cmsvl Wn•I wDmb�brd Y/6nb„dutTN 6pmTY E,gYevbxOTTeB ffigOnyvaTm 6ytlm Epv Wflq Mxvq. /d 09v WILM18 FpiY'¢al 1pvnvnvh4W r1R1. Cryy.,y.ICRBI6Al gyTh�,-rLpWv3mdpb Upmc'.1.nmgxm, b Pd�aw�IDUW Lv v'dimpv® mNAI R¢lix® Job Truss FT, as Oty Ply�RENARMORNINGSIDE WRMSCMB3L15X10T01GE COMMON 1 A0118589 rence o tional .q-� nwi uuase , u r,ol . r� ,9Yavo, mn[8.2ius may TEzularnm:a.2lus 4x4 = :51:322019 Page 6.00 12 3 2 4 ffi 6 7 8 1 9 �o 16 3x8 II 16 14 13 12 10 11 3x8 II 1-2-8 1 3-0-2 4-6-0 fi-3-14 7-11-12 8T1 8 1-4-0 i-2-8 0. -12 1-7-14 1-7-14 1-7-14 1-7-14 0-i=12 1-2-8 Plate Offsets (X,Y)- 16:0-0-0 0-0-01 17:0-0-0,0-0-01 110:0-0-00-Ml 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. 0.35 Vert(L-) 0.05 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.04 13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 11 n/a n/a BCDL 7.0 Code FBC2017ffP12014 Matrix -MR Weight: 47 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, 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 vide. REACTIONS. (lb/size) 15 = 42710-3-8 (min. 0-1-8) 11 = 42710-3-8 (min. 0-1-8) Max Hom 15 = 76(LC 11) Max Uplift 15 = -177(LC 8) 11 = -177(LC 9) Max Grav 15 = 427(LC 1) 11 = 427(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-212/337.7-11=-212/337 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=4.2psh, BCDL=4.2psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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 177 lb uplift at joint 15 and 177 Ib uplift at joint 11. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSlrrPI I. The building designer shall verify thatthis parameter fits with the intended use of this component. LOAD CASE(S) Standard W... '11 F TF,168E6 rLg1ERj. GEHEpp1 TEb.W WCG.'D'}gNswsTOJEX(EWFA-10.[RIiOW1EpGYFiP6mv.r]/m.pnprxvWamrtpB mreamem Trun Qha+.MV S�=�ME^Gba nlermu W,Ma.u. VNnaaewnrly YNlmq•IOD. mNNlm onm'b P�bsYrYmualbATMbYeM Neirm M1YG^ER�N W.eTN3EribWA P.WmM'1DDraP.+�em JarMBMt6 PE 6t8D3 vgbnm pevpJa.imr,vp.wnyregaWfpl4AMvpn2WLLpYTru..4p[W onenlvomH, viJV TGFt IIn Mynb�mpl®.bWpemYlw.uAWlyWu.dpe.Twbary BULpsWr.,,m.Nilry MBe 0.v.MO.mrY�d�ae.rl WNdp XCYm EryTevrvp CA 91815 gJve�Bw.M9 DnB�.besmryatd0.RD, 8ei9C.bm1 WH✓V eWe.tl TP41 TIn4Pueldtl. RlD�da�YfebuaJev Tr,m.L4Ng1+.iR.u4.YeuLMrWbaON.YbesrwPm % Dngw�mtl GiClvbr No.Mpaw MTDOWes p.da. pG pWp1i¢f>pe&iifgplbnyiwnrSpMy p,ameM �&Gp)pupNmppY}q nOEEGwnlar.rcMbgmnrpuips,m. TFl-I laNy.pereyvvlp�ryf mC YS1fl Woe BW. µPbrm.iL 31918 _Drbap oTaw.dLnE H.CMn.]4�9r6cen.Nep MtlPrr6s FrmYM ih SMWERW./bNOT P. BUNnL a.We>Trm 6p+rr Ei4Y�MM8�K✓9. I➢ �MM�iR�l OSa RAYA19 TePStimtMm COV1'NNO]81641PW R,�..W.. R.prtCMdpgEm,n,W,nmq Nm.bperiE3Er6w Wvpvnmm� 'am olH PalTiws JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I STDTLO1 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof -Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TC & BC 0 ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Comer Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) .wmeoM�re ums �. �o:e s+cupvm�e a si 61 s Y51 swe. aw. Rfivw. Odf. OLI.M'V3%8 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I 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. DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 4B' (SEE SECTION A -A) O.C. ATTACHED TO VERTICAL WITH TRUSSSES ® (4) - 16d NAILS, AND ATTACHED TO I- 24. O.C. BLOCKING WITH (5) - IOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING V/ (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) - \ IOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME. 'SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IOd (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I 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. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE \S / DULY 17, 2017 I STANDARD PIGGYBACK TRUSS I STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS-ASLONG-ASNOUPUFT-EXCEEDS377LBS, REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. — - NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. JUM9PmNPFE6 W Ha FfpMutq CA3t615 RRe,m.RYWO p®e: WINM19 JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-409.1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS46 (1/4' X 4.5-) WOOD SCREWS INTO EACH BASE TRUSS. GENERAL SPECIFICATIONS: 1. NAIL SIZE =3°X0.131'=10d 2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A'. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASETRUSSES .t tNU, COMMON ;S, 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 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. JaelBpnJpP PE. KIVY Flvea EryMv4p G 91615 N5151 WysBM. Fl pm,y,h36916 WIe: 6N Y301B FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL 1 STDTL06 GENERAL SPECIFICATIONS: �! 1. NAIL SIZE =3'X0.131'=10d �..' 2. WOOD SCREW= 3'WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE PER DETAIL —'A'.- �; 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN �! DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT r TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOFTRUSSE3 A-1 O FTRULUCIE 6. NAILING DONE PER NOS -01. BLED. BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. FORT PIERCE, FL TRUSS, OR GIRDER T72-409-1010 TRUSS SECURE W/( VALLEYTRUSS y II i (I II II BASET II SSES (TYPICAL) 11 DETAIL A (NO SHEATHING) N.T.S. L GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS P r2 (TYPICAL) SEE DETAIL'A' BELOW (TYP.) WIND DESIGN PER ASCE 7.98, ASCE 7-02, ASCE 7-05:146 MPH WIND DESIGN PER ASCE 7.10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING= 24' O.C.(BASE AND VALLEY) WS3 (114-X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. J..Pn n6X63 VMIa Xm'a E,gMdbp GA 9f 6t 5 uStALme &.tl. FLFaru,R31916 De1B: 4LIYNIB JULY 17, 2017 v""" "` "` ' l STDTL07 (HIGH WIND VELOCITY) h A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-409.1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 74 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:'. MAX TOP CHORD TOTAL LOAD =50 PSF MAX SPACING = 24- O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNC_.. 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. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORDH BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12112 PITCH) wmeo-n9IDrEazms WTgk IbuR EipN¢eMOW9, 615 u51511WeBM1tl. RPbm.R919�e �tle: NnYNt9 STDTL08 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6' O.C. SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Y VERTICALVBRACE 2X6 SP OR SPF STUD#2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) IDd NAILSINTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING ORAVINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IDd NAILS (4) Ed NAILS MINIMUM, B 3X4= PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK * DIAGONAL BRACING ** L - BRACING REFER PQ REFER TO SECTION A -A TO .SECTION B-B 24' MAX. / 1OT. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN I5 FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY ANO PERMANENT BRACING OF ROOF - SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR 5. BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'OZ. 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 MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) IDd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. OD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. IOd 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/ALSO. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12,D.C. 3-8-10 5.6-11 6-6-11 11-1-13 2X4SP#9/STUD 16'0.C. 3-3-10 4.9.12 6-6-11 9-10-15 2X48P#31STUD 24'O.C. 2.6.6 3-11-3 5412 8.1.2 2X4SP#2 12'O.C. 310-15 54i-11 fi-fi-11 11-6-14 2X4SP#2 16'O.C. 3fr11 4-9-12 6-6-11 10.6.0 zx4sP#z 24'D.C. 3-14 1 311.3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C. WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER SOY OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP 02. ROOF SHEATHING AILS lOd TRUSSES B 24' O.C. 2XS DIAGONAL BRACE SPACED 48' DE. ATTACHED TO VERTICAL'WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL MAX MEAN ROOF HEIGHT =30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOX 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 772-4094010- NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 I 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 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 WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS..... N1gb Xmly ByMeM1q CA 91615 N51 S}IWI Po.E. R FSev.R91968 �Ae 6B�ILM10 FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-404-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNOER THE -- TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS, USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH 13) - 10d NAILS (0131' X 3') NAILS (0.131' X 30. ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA1 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 r (TYPICAL SPLICE) -1 (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) - DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 oS .135 93.5 85.6 74.2 72.6 63.4 1, .162 108.E 99.6 86.4 84.5 73.8 Mi .128 74.2 67.9 58.9 57.6 50.3 ce z 0 .131 75.9 69.5 60.3 59.0 51.1 N .148 ' 81.4 74.5 64.6 63.2 52.5 Mi 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 115: 3 (NAILS) X 845 (LB/NAIL) X 115 COOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO SO* 45.00' ANGLE MAY VARY FROM 30' TO 60° THIS DETAIL IS ONLY APPLICABLE TO . THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.000 SIDE VIEW (2X3) 2 NAILS ANGLE MAY VARY FROM 30' TO 60' NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 45.000 FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDR12 11 A-1 ROOF TRUSSES 4451 ST. LUCK BLVD. FORT PIERCE, FL 34946 772-009-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE —NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF—S Lo ZO .131 59 46 32 30 20 J .135 60 48 33 30 20 Ln !7 .162 72 58 39 37 25 J 2 .128 54 42 28 27 19 Z Z -1 .131 55 43 29 28 19 W .148 62 48 34 31 21 J Lo J N Q � Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 0 .148 57 44 31 2B 20 M) NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (D162' DIA. X 3S') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X LED IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN BRAVING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: IE TOP PLATE OF WALL VIEWS SHOVN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW 5, 2016 I TYP W NAILER ATTACHMENT I STDTL13 A-1. ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0X4 W NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. .lanmewiw�ezeos Wm4 Xum FMFeaby G91014 u5f 611+W BM, R %au.fL9W0 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 30" (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 Jare16PmIap VE 6tY9i WTW XW®Fprleerlq Gi1615 451AYu0M. R Port.R%9a6 qb: l6'19(IOIB STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND 4r' FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15 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) 157 LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 173E 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2- O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER 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 C. Lj�e, � 2 H� I 'BREAK • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE X' MIN �- 6' 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 00 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 I5 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. S. 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). FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 ® �, A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 nza99-1910 TRUSS CRITERIA: LOADING: 40-ID-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2% SCAB (MINIMUM C2 GRADE SPF, HF, SP, [IF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IDd COMMON WIRE NAILS (148' CIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SCAB L) (2.0 x L) 24" MAX 24" MIN 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 BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES .nreia amw ce szeoe wwt xwm e.vi..n.v a si s+s us+swoa ara. r�.v�,fi s.pe om: osavzaiv