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HomeMy WebLinkAboutTrussf A-1 ROOF TRUSSES A.FLORIDA CORPORATION Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by othersp:] 2�- �d :RE: Job 61851 A-1 Roofgi ssb 4451 St Luq f3t'vd Fort Pierce L 49M Site Information: Customer Info: JWN CONSTRUCTION INC. Project Name: SNODGRASS RES . Lot/Block: Model: SNODGRASS RES Address: 10701 S OCEAN DR LOT B7 JENSEN BEACHidivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: '5�ocibbss License #: zip Address: as k Sc� City: -.� Ze__ General Truss Engineering Criteria Design_ Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 65.0 psf This package includes 55 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0549577 A01 7/23/15 13 A0549589 A08 7/23/15 25 A0549601 CA 7/23/15 2 A0549578 A010 7/23/15 14 A0549590 A09 7/23/15 26 A0549602 CJ3 7/23/15 3 A0549579 A011 7/23/15 15 A0549591 A15 7/23/15 27 A0549603 CJ3A 7/23/15 4 A0549580 A012 7/23/15 16 A0549592 A16 7/23115 28 A0549604 CJ3B 7/23/15 5 A0549581 A013 7/23/15 17 A0549593 A17 7/23/15 29 A0549605 CJ5 7/23/15 6 A0549582 A014 7/23/15 18 A0549594 A18 7/23/15 30 A0549606 CJ5A 7/23/15 7 A0549583 A02 7/23/15 19 A0549595 A19 7/23/15 31 A0549607 CJ5B 7/23/15 8 A0549584 A03 7123/15 20 A0549596 A20 7/23/15 32 A0549608 CJ5C 7/23/15 9 A0549585 A04 7/23/15 21 A0549597 B01 G 7/23115 33 A0549609 D01 G 7/23/15 10 A0549586 A05 7/23/15 22 A0549598 B02G 7/23/15 34 A0549610 D02 7/23/15 11 A0549587 A06 7/23/15 A0549599 C01 G 7/23/15 35 A0549611 E01 7/23/15 12 A0549588 A07 7/23/15 r2*4 A0549600 CO2 7/23/15 36 IA0549612 I E02 7/23/15 The truss drawings) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February28,2017. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSIfTPI-1 Sea 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building indicating the nature and character of the work. The design criteria therein have been transferred to Manuel Martinez PE by (All Roof Trusses or specific location]. These TDDs (also referred to at times 'Structural Delegated Engineering Documents') are specia ity structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specia by Fnaineerl_ the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designeris responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. _ III f I ICI i n u e l 'r oHHuuvymcaMwv..+wmr. .. or'���rN.,Fusaw,ea �1 e. .., i �, RSIQ'964 �� 1'_ t .2 -.-. a».IrATC OF I i , Page 1 of 2 A-1 ROOF TRUSSES A,FLORIDA CORPORATION RE: Job 61851 No. Seal # ,. Truss Name Date 37 A0549613 FL01 7/23/15 38 A0549614 FL03 7/23/15 39 A0549615 FL04 7/23/15 40 A0549616 FL05 7/23/15 41 A0549617 FL06 7/23/15 42 A0549618 FL07 7/23/15 43 A0549620 HJ5 7/23/15 44 A0549621 HJ7 7/23/15 45 A0549622 HJ7A 7/23/15 46 A0549623 J3 7/23/15 47 A0549624 J5 7/23/15 48 A0549625 J5G 7/23/15 49 A0549626 J7 7/23/15 50 A0549627 J7B 7123115 51 A0549628 V02 7/23/15 52 A0549629 VO4 7/23/15 53 A0549630 V06 7/23/15 54 A0549631 V08 7/23/15 55 A0549619 HC5 7/23/15 Lumber design values are in accordance with ANSl/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. 6 Page 2 of 2 Job Truss Truss Type Qty Ply A0549577 61851 A01 HIP 1 1 Job Reference (optional) Al KUUr- IKUOJCA, rum YICKI,C, rLJ9 U,UCD1YIILWd l UUbb.-111 ,1-10-1p 5a11 9-0-0 I 14-z-o , 10-1 5 8 11 3 3 5 5-2-0 5x6 = 5.00 12 3x4 = 4 c d 9-0-0 17-7-10 9-0-0 8-7-10 Mp — GV I J rl u n. /. VGV a np/I I D:vVin csiBw?h GG MZ18gVW eiyzTEK-RecRE8VCn4vtdZzzOcL4rNsQYKzrOQmMsGIE b 22-6-2 27-6 4 32 6 8 35 8 8 , 38-11-13 , 44 8 8 p6 7-2 8-4-2 5-0-3 5-0-4 3-2-0 3.3-5 5-8-11 -101 Dead Load Dell. = 1/4 in 3x6 = 3x6 = 1.5x4 II 3x4 = 5x6 = c 8 0 10 19 18 17 16 15 14 3x6 = 3x8 = 3x6 = 6x8 = 3x8 = 3x6 = 3x4 = 3x6 = 8-2-4 9-0-0 31; LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.18 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(fL) -0.48 16-17 >695 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 HOrz(TL) 0.06 16 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) Weight: 219 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 3-19=-461/603, 4-19=-326/432, BRACING- 5-17=852/915, 6-17=-942/1327, TOP CHORD 6-16=2347/2133, B-16=-385/445, Structural wood sheathing directly applied. 9-1 6=-1 663/1498, 9-14=-590/801, BOT CHORD 11-14=-519/654 Rigid ceiling directly applied. WEBS NOTES- 1 Row at midpt 6-16, 9-16 1) Unbalanced roof live loads have been considered MiTek recommends that Stabilizers and required for this design. cross bracing be installed during truss erection, in 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) accordance with Stabilizer Installation quide. Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) REACTIONS. (lb/size) and C-C Exterior(2) zone; cantilever left and right 2 = 1162/0-8-0 (min. 0-1-10) exposed ;C-C for members and forces & MWFRS for 16 = 2549/0-11-5 (min. 0-3-8) reactions shown; Lumber DOL=1.60 plate grip 12 = 570/0-8-0 (min. 0-1-8) DOL=1.60 Max Horz 3) Provide adequate drainage to prevent water 2 = 123(LC 12) ponding. Max Uplift 4) This truss has been designed for a 10.0 psf bottom 2 =-627(LC 8) chord live load nonconcurrent with any other live 16 =-1422(LC 8) loads. 12 =-397(LC 13) 5) ' This truss has been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a 2 = 1175(LC 25) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 16 = 2549(LC 1) bottom chord and any other members. 12 = 597(LC 26) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62ZIb uplift at FORCES. (lb) joint 2, 1422 lb uplift at joint 16 and 397 lb uplift at joint Max. Comp.IMax. Ten. - All forces 250 (lb) or less except 12- when shown. 7) This truss design requires that a minimum of 7/16' TOP CHORD structural wood sheathing be applied directly to the top 2-3=2270/2039, 3-4=-1899/1716, chord and 1W gypsum sheetrock be applied directly to 4-5=-1746/1663, 5-6=1 187/1151, the bottom chord. 6-7=-1325/1744,7-8=-1325/1744, 8-9=-1325/1744,9-10=-116/284, 11-12=-993/562 LOAD CASE(S) BOT CHORD Standard 2-19=1602/1999, 18-19=1218/1648, 17-18=-1218/1648, 15-16=-536/687, 14-15=-536/687,12-14=-485/1178 FILE WEBS 3-19=461/603, 4-19=-326/432, 5-17=852/915, 6-17=-942/1327, 6-16=2347/2133, 8-16=-385/445, Wadvg-PhuelMr.vg`Jp rerierlbe'A1 PDOntID4i('Sflllg�,6IN[gRIfElYfd(DNDInhLS nRID4F71-BIIRI�A(INDNlI06[Y(Xl'Iaa Vui¢desige puomdw ood read eaeswlhnLnsRsig.iho.'vg;I�j evd the Y.melYmto,v,Pt iehrtae Shal6elme osa llnlessalladuslmed an the l00, odr MANUEL MARTINEZ, I'S �Wlek mnveda p(>tessh.11a aelfor 8e11D1•be.chd ls.irmsOnign F•,�meu( ,fperuNy[ogmenl thesrcl o...ylDDrepn•nts.•n.epheeedthe pol•sd•ud nghreeuogrnpmui&ry la 16•devg•dthe sagk lmssdephl.do.IS•IW.•Iy,..derTMl.11e d•sign.swmpfi.•y l..divgn�•vs, ' suiNh:SryonlouolthislrvssfwmrlmH,apisherespoaikTiryolMeO.m,tle0.¢riwlharinlageeralheBmld'ugDes'goer.mlhcsonudoltheRLmelg(,theludhrildiegmde•vdTPI-I.T6gpord•tMel00aldcegficlduuolmelmss,urc4&oghcndGug,slaape,inno7lntnoovdWoring,shdlhclhe #0471B2 Iespmsih3rya1thel.i glesigarond(ooh.da.A•notn uto.li.IhelW mdA, pmakn and 9v6de6m.11heVadilg(ompum folerylnlcrmalion(B61JpuK>bed F7TF1 and SECAmnelneaed for p-1ga—INI dehnsticr"aNhaand M. oltkNu Ofpa,Loss 4,110 Engineer end 10019 Chorlton Cir. Imu Y...1.rareq..Iess mhn.hedehmdby.(..h.dq d.prnin &9by YIp.dlesin..hed. The Irma Design b9..rh NUT the 161di.g DesignersT—Syst-Eng7•eer Wn.yb.ddl.q An (.pr.iard Innis nemdefied in Irhl. [.pyrighl97115 A -I Tool Losus-Y.noel YarNoee, P.F. lepod.dioa alibis doroment, io o.y loan, is prohibNed vilh.d lea pt,dssioo horn A-1 pool Trusses-Y..oel *dine=, P.E. OrIDndD, FL 32832 Job Truss Type Qty Ply ]Truss 61851 A02 Hip 1 1 A0549583 Job Reference, (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com 5x10 MT2OHSG 5.00 F12 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 M7i ek Industries, Inc. Thu Jul 23 10:33:10 2015 Page 1 3x4 = 5x10 MT20HS-- 3x4 = T95 6 T97 5x10 MT20HS- Dead Load Deft. = 7/8 in 1. 3x4 2 3x4 3 4 9 1 1 0 18 17 16 15 14 13 3x10 5�- 1.5x4 11 3x8 = 5xl0 MT20HS-- 3x8 — 5x10 MT2OHS= 3x8 — 0 12 1.5x4 II 3x10 5 2� 11 0-0 19-6-14 22-4-4 , 25 4 5 , 33 8-8 39 fr5 44 8 8 5 2 3 5 9 13 8 6 15 2-9 5 3 0 2 8-4 5-9-13, 5-2-3 Plate Offsets (X,Y)—[2:0-3-0,0-1-8],[4:0-5-4,0-1-12],[5:0-5-0,0-3-0],[8:0-5-4,0-1-12],[10:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) 0.70 15 >768 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(fL) -1.28 13-15 >421 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(TL) 0.31 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 228 lb FT = 20% LUMBER - TOP CHORD 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. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-17, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 2140/0-8-0 (min.0-3-0) 10 = 2140/0-8-0 (min.0-3-0) Max Horz 2 = 146(LC 12) Max Uplift 2 = -1133(LC 8) 10 = -1133(LC 9) Max Grav 2 = 2140(LC 1) 10 = 2140(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5133/4428, 3-4=-4627/4006, 4-5=-4269/3860, 5-6=-5709/5044, 6-7=-5709/5044,7-8=-4289/3860, 8-9=-4627/4005,9-10=-5132/4426 BOT CHORD 2-18=3820/4637, 17-18=3820/4637, 16-17=4166/5156,15-16=-4166/5155, 14-15=-4169/5157, 13-14=-4169/5157, 12-13=-3847/4649,10-12=-3847/4649 WEBS 3-17=561 /677, 4-17=-937/1238, 5-1 7=1 294/1208, 5-15=-338/566, 6-15=-472/554, 7-15=-338/566, WEBS 3-17=561/677, 4-17=-937/1238, 5-17=1294/1208, 5-15=-338/566, 6-15=-472/554, 7-15=-338/566, 7-13=1295/1208, 8-13=936/1237, 9-13=560/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=l7omph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=25ft; Cat.11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall -by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1133 lb uplift at joint 2 and 1133 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Woloiog•PlemethoroogNP Reierthe'A-I ROOF iNSSESfSn[n'AGINEBAS FIRMSBCOHD100NSNS101sERrBUYERj AfINOWLIDGENINPIaot hoify d,sgermmulen old seed Doles Whi,T ftdgo Dimon, FDDlnud the Al—IAmtinn, PE Befomex Thusbdore use. Doles orherdRdded on the SOD, u1i MA on MARTINEZ, P.E. �YOek Rowshr plde+sbu0 be and for %nIDD to he uOd Aso I@s Defign Engiaur(ie., Speri•Iry Evgmeelh tbe+ul an veyIDD ageums ouaepl®u •I she pmle+srovd eugioemiog mpenubiGfy Im Me dedgo of the fiugk Loss depind no sh•100 o•ly,00der TPId. The dedgnmwmpto•s, Imdiop RoAtiom, ' milobillyand meofthis Ties fumy loilliiugisthe tomul"dlio,0 u,theOwnersoulbu d•amas11.Roumgoesigeer,mtbe000tedofthelDGlheIBC,ThelorolbAdi.9,u!, odlPhl.BeoppineoleltheTODnodMfoldouoftheT@u,msludiegbedhig,dmege,mddhtioenodhiring,sbob,flie #D47182 Rspoosidmydthe BoiMmp Oesigur aod(oonorta. AD notes ut out in the TOD and she ploetuls aed poiddho"ofthe BoilingCompoeem Solely lnfomdionil[AJ prbNshed by TPl end SBUore rift adNrg[udiiii m.In-1 defmtsdetapusi6ikaand NoNefol l6e Loss Oesipnes,Tros{Onign Flginur nod ID019 Charlton Or.I@sYoedomrer, •dens otherrise delioed by o fanmoe agreed oprn iorriDng 6y o0 podies iorohed the Iron Design [agivees is NOT fbe Boding Osigoer a IrusSystem Fiji —Ter any bu0d;•g. AD 0pi@Ihed I— me is deh•d in1PI.I. Copyright©7015 A-] Roof f@sses -Mm@ei Mmrinez, P.E. Fepsodortion of Ibis doo meel, in any form, is piehihned With V1111 n permission from A-1 Roof Trusses - M000el Nornnu, P.E. Orlando, FL 321132 1 Job Truss Truss Type Qty Ply A0549584 61851 A03 Hip 1 1 Job Reference o tional AT Kuur I KUJOCJ, rum t-ir—mL c, rl-.r D, aCSlynLd IuuDS.tanrl Run. r.aw a ngn — a w runs. '.—. ID:vVincsjBw?h GGMZt8g1 -.1-10-1n 7-7-12 13-0-0 19-2-13 19.3-12 254-11 25-5-10 31. 5,20x10 MT20HS= 3x4 = 7x10 MT20HS= 5x6 WBi 5 a 7 u 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:11 2015 Page 1 yzTEK-vg9gRU WgYOljFjYAZJsJNbPbckJo7wLV4wUn7GyvDhM 7x10 MT20HS= 9 9..9 %Ato- Dead Load Dell. = 11/16 in 20 is ._ _. __ .. __ __ _ in 14 1.5x4 11 5x10 MT20HS= 3x4 = 3x8 — 1.5x4 11 3x10 3x10 � 3x8 = 5x10 MT20HS= -8-8 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) 0.59 17 >914 360 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(fL) -0.99 17-19 >540 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(rL) 0.29 12 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-S) LUMBER - TOP CHORD 20 SP M 30 'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-19, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2140/0-8-0 (min. 0-3-2) 12 = 2140/0-8-0 (min. 0-3-2) Max Horz 2 = 168(LC 12) Max Uplift 2 = -1094(LC 8) 12 = -1094(LC 9) Max Grav 2 = 2140(LC 1) 12 = 2140(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5214/4314,3-4=-4578/3849, 4-5=4515/3868, 5-6=4230/3705, 6-7=-5085/4322, 7-8=-5085/4322, 8-9=-4230/3704, 9-10=-4515/3868, 10-11=-4578/3849,11-12=-5214/4313 BOT CHORD 2-20=3665/4683, 19-20=3665/4683, 18-19=-3636/4849, 18-27=3636/4849, 27-28=3636/4849, 17-28=-3636/4849, 17-29=3637/4850, 29-30=-3637/4850, 16-30=3637/4850, 15-16=-3637/4850, BOT CHORD 2-20=3665/4683, 19-20=3665/4683, 18-19=-3636/4849, 18-27=-3636/4849, 27-28=-3636/4849,17-28=-3636/4849, 17-29=-3637/4850, 29-30=-3637/4850, 16-30=-3637/4850, 15-16=-3637/4850, 14-15=-3679/4689,12-14=-3679/4689 WEBS 3-19=747/827, 5-19=-932/1258, 6-19=-1031 /867, 8-15=10311867, 9-15=931/1258, 11-15=-746/826 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1094 lb uplift at joint 2 and 1094 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 230 lb FT = 20% t Wosmog•PlmnEnnoogWyrerieaEe'AJ¢DOPfl054f1'SalEt'l6CXEkLLRWf dfOMDmOYSCOSTOMErI'bOYEPjA[kllONl[06[Yfllr loam Yndrdesign pmemefwaed read cotes ulhnTnse 0esi9.Oro.cg((DOJ Dori lk Ywel Yarl'sn,Pi.Petneca SEeel6eSom use. MANUEL MARTINET, P.E. WTek nmestorpMes+he@kr ued lutle lCDle be mtid I,o Trvss DesgoFa;nen(se,fpe6eNyrmnen�Ihe seclmoeriDg reprncrosa.enepluce of the prolusoml ogneuag snpans35ry lm lEe drGgo olm•siogk Less depkkd eo rSelDD o.Ig, under lPll. lke desigoossenpans,Sood gnodiDem, �' 1sMbgand use ofthis Tsessfir any Wiring isIke snp-Wily.1 the 0mn,6,Deani Wkei.dogeeta the roddngDesigoer,inthe melecrullkATC. The IS( the Wlbu0.9W,udTKI. The arpsnel01kelDDeaduyfidd..alIS, rms,in",gboding, slange,iesblloti.,Mbunting, sball beshe #047182 resPmsiMTRy ohhe 7mldmgDesignerand(aenaa.. AD ooleswo. in lbeIDDand Ike Inai—IdpideGa--the ruffail(csm.,al Way lar-cIfteR(SQpobhbed hyTPl Dori SECA.,,feI,.,d hu Dmeralgcduce.IPII&laes Ii—,poubihi.and dadaollh0m. De,ipner, Truss Design Eegdne. nod 10019(horlton(ir. I— Moeufnanrer, Dales, A—ise defined by o (uhea aped open in ss a ag by a0 p.Mes meohad. Be W, Design Fuji.., i, ROT the 7 ldieg Design. u, T—Sys-hf-.—ror any b.M.g. AD(o,ileraed I— nee as ddsusd in IPA (apyright ED 7015 A-1 hel rrusus-Ismael Manion,P.E.&podoaiao at Ibis dosumenl,to nyloan, Is prohibited rilh suritlen perms) Too ham A-1 roof Trusses- Manuel Martinet, P.L Orlando, EL 32832 Job Truss Truss Type Qty Ply 61851 A04 Hip 1 1 A0549585 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:12 2015 Page 1 ID:vVincsjBw?hGGMZtBgWveiyzTEK NOjCfgXTJh9ast7M71NYwoxkZBbVsGPfJaELgiyvDhL 5-7-11 29-8-8 1-1a1p2-7-14 i4-8-o, 10-3-14 lsoo 2(Eso zs1a1 912 as11-7 44-8-8 as7-a 10-i 2-7-144 2-0-2 4-8-z 4-a2 ss-o � 1- 1 6-2-15 8-9-1 1a1 0-11-11 2-10-12 S.Or� MT20HS= 4x6 = Dead Load Defl. = 3/4 in 3x4 = 7xl0 MT20HS= 5x10 MT20HS-- 5x10 MT20HS\_ 7 8 g 10 4x8 5 g T "'N%j 11 3x4 1.5x4 11 12 1.5x4 4 1 3 5 '3 16 d11 2 141 je d 2826 25 24 23 22 21120 17 16 �� 27 19 18 4x10 = 10x14 MT20HS= 5x10 MT20HS= 3x4 = 7x10 MT20HS= 5x10 MT20HS= 3x4 = 3x10 12x14 i�- 1.5x4 11 3x4 = 2x4 11 7x8 = 1.50 12 7x10 MT20HS= 5.7-11 29.8-8 2-7-14 4.8.0 10.3-14 1 Tfil) 5-0 2trj. 2r12 351-7 -7;lq2 20.5-0 e 9 2-7-14'2-0.21 4-8-2 62-5 0.1 44-8-8 6 � , [14:0-2-15,0-1-8], [20:0-6-12,Edge], LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.74 22 >728 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(fL) -1.12 21-22 >480 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 HOrz(TL) 0.43 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 279 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 *Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1,132: 2x6 SP No.2, B3: 2x4 SP M 30 B6: 2x4 SP No.3, 137,138: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2, W12: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-26 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2169/0-8-0 (min. 0-3-1) 14 = 2154/0-8-0 (min. 0-2-2) Max Horz 2 = 191(LC 16) Max Uplift 2 = -1031(LC 8) 14 = -1058(LC 9) Max Grav 2 = 2169(LC 1) 14 = 2154(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5989/4908, 34=7958/6625, 4-5=-8045/6882,5-6=-4796/4202, 6-7=-4738/4219, 7-8=4907/4431, 8-9=-4754/4298, 9-10=4540/4141, 10-11=-41,59/3766, 11-12=-4232/3750, 12-13=-5058/4416, 13-14=-5232/4502 BOT CHORD 2-27=-4309/5485, 26-27=-4424/5637, 25-26=-4228/5372, 24-25=-4228/5372, BOT CHORD 2-27=-4309/5485, 26-27=-4424/5637, 25-26=-4228/5372, 24-25=-4228/5372, 23-24=-4228/5372, 22-23=-3188/4241, 21-22=3616/4729, 20-21=-3432/4493, 9-20=1172/937, 1 &19=-332/387, 17-18=-3623/4456, 16-17=-3623/4456, 14-16=-3899/4725 WEBS 4-26=332/475, 5-26=-2064/2434, 8-22=415/487, 8-21=319/193, 9-21=529/826, 18-20=2524/3398, 10-20=-1236/1528, 10-18=-260/155, 12-18=895/979, 3-27=1172/1115, 3-26=1573/1820, 7-23=729/941, 7-22=610/748, 5-23=-1440/1328, 13-16=-199/321, 12-16=-134/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf: BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members anttforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1031 lb uplift at joint 2 and 1058 lb uplift at joint 14. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W-ing-Plemathmeeghly rzrio Ihe'A I tOOFTRUSSIS CS(TIIt`), GINIBAI TERMS t COIDInOBS CUSTO4It rBUTEPIA(NOWIEDGIB(Nrlarm. ymuy dnigo pmomelns pod read Dotes on IhisLuss Oesgn Ofoemg!IDD) and 16e Monuel4mfiney PF. tefineme Sheet Belpre use, Unlen athndse doled on it. TOO, Dnb �WTeHanaenor plmenhDD ba used lDs%a NDlobe rDbd lsoiruu DesignE�Snen(e., Spedelty FDgweerJ, IhnealmanylDO repruem.ouneptwnoltAe pmleaionolagiseving mSeat'birly In the dedgnolthe singleTmv depicted De thelDO ody,uoder TPH. Thedeugomwmplion,loodingmadii.", MANUEL MARTINEZ, P.E. I suimhdayandeseoltbislrunforany puSlliegitthe responsibirdyalthe Omer, the OeDelsamhmitedngselerthe BuudaBDesign,,.inlb-otentDiTheltUhrd9(,the laidbuudiagsodeeed71-1. heopprordoltAelDDendoeyfielduseofMenms,ineludinphoadfiag,stwopeimtollDtionandbmriog,shillbeHie #0471R2 sespoadbiGry of the BeiBmg Designer ead(oaaorta. AHnmes u1.nf in She TOO and The p itkoond galdeb—f the lauding bnpaaenl Safelylnformotion(BCSQpobbsbed by TPl and SB(Aarerelenmed lot geanad gnidame. TPi I debts the retpoesibitifin and dAi o116eTtoss Designer, Ernst Desipn Fagiaeer end 10019 ChoFlton Cir. imn Naeulormrcq udtts olAervise deNMd by a (oDlmtl agreed upon in Hiring by all pmlin iavohed The Tress usipinose, is NOT the Buu@eg D 4pv ar imu5ymem FngiDeer in, Day baildog, IU (apMl'ved Innis Dm m debeed'u IPI-I. (opyrighl©1015 A-1 tool Gasses - Aloaued 4artim, P.E. tepradarHen d this dotomenl, is ooy form, is prohibited rdh.riHea permission ham A-1 roof drosses-Naaoel4mHDeA, P.E. O(Iand0, FL 321132 Job Truss Truss Type Qty Ply A0549586 61851 A05 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:13 2015 Page 1 I D:vVincsjBw?hGGMZt8gWveiyzTEK-sDHas9Y54?HRU1 iYhkunSOUvvXylbjioYEzuC8yvDhK s7-14 Ill.-1 z-7-14 4E1-o 2.4-10 12-6-5 17-a9 23-5.2 26.3122 - 33.1-14 3s-a10 a4Ll-8 a.7- 1a1 za-14 2-az z41z 4s11 4s11 ssz a4loaaz Sss s1a11 s7-1a 1a1 al 1-14 5.00 F12 5x10 MT20HS-- 1.5x4 II 5x10 MT20HS-- 5x10 MT20HS VJB% 9 10 11 3x4 8 T 1.5x4 11 3x4 - 7 3x4 i 6 1 2 1 4 3x8 5 o i 2 d� 3x8 = - 26 25 29 28 27 3x4 = 1.5x4 II 1,5 MT20HS= 3x10 = 7x14 MT20HS= 24 23 22 3x4 = 3fi 6x8 = 21 20 1.5x4 II 5x8 = Dead Load Dell. = 11/16 in 3x4 5x10 MT2OHS,- 12 L13 3x4 14 h 7 1 n' 9 157Lij 19 18 17 8 5x10 MT20HS=1.5x4 11 3x10 7x8 = 57-14 2-7-14 r8-0-10 12(17 0 2 269.1a 3.S-4 340-14EL8 i 12 3 511 S2 4 24 612 100. 2 SI 57-14 all-14 Plate Offsets (X,Y)— [2:0-0-0,0-0-2], [7:0-5-0,Edge], [9:0-5-0,0-1-11], [11:0-5-0,0-1-11], [13:0-5-0,Edge], [15:0-2-15,0-1-8], [22:0-2-8,U-1-8], 123:U-5-4,tage], L2/:u-b-'IL,tagel, LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 `Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' B4,B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W150402: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1' Row at midpt 19-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2152/0-8-0 (min. 0-3-2) 15 = 213610-8-0 (min. 0-3-1) Max Horz 2 = 214(LC 12) Max Uplift 2 = -1051(LC 12) 15 = -1041(LC 13) Max Grav 2 = 2152(LC 1) 15 = 2136(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4694/3723, 3-4=-7263/6119, 4-5=-7517/6391, 5-6=-7187/6067, 6-7=-5653/4815,7-8=-5586/4824, 8-9=-4652/4044,9-10=-4543/4078, 10-1 1=-4531/4064,11-12=-4273/3777, 12-13=-4598/4099, 13-14=-4734/4097, 14-15=-5272/4484 BOT CHORD 2-29=-4072/5281, 28-29=398/490, CSI. DEFL. in (loc) I/dell L/d TIC 0.99 Vert(LL) 0.69 23-24 >774 360 BC 0.93 Vert(TL) -1.06 23-24 >505 240 WB 0.96 Horz(TL) 0.45 15 n/a n/a (Matrix-S) BOT CHORD 2-29=-4072/5281, 28-29=398/490, 26-27=-5520/6855, 25-26=5147/6488, 24-25=-3870/5061, 24-36=-2943/4099, 23-36=-2943/4099, 22-23=-2734/3774, 18-19=-3885/4770, 17-18=-3885/4770, 15-17=-3885/4770 WEBS 3-29=1517/1316, 6-26=-792/1059, 6-25=1626/1457, 8-25=-659/861, 8-24=1331/1274, 9-24=-799/1081, 9-23=309/498, 10-23=-478/558, 11-23=-764/1020, 11-22=389/415, 12-22=-6507762, 14-19=-592/649, 19-22=-3161/4035, 3-27=2336/2840, 5-26=296/347, 4-27=-240/280, 27-29=-2850/3555 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1051 lb uplift at joint 2 and 1041 lb uplift at joint 15. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 274 lb FT = 20% 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r P � { a 44 �p " yr'^�r �'• S Zi �Y �;� pX� '�{• W-'q-Plee+e thmoaghlymuienlhe'A-I tool 11115SES(VILn1, SPIRAL T(AYS6MENTIONS NST0411CIM1 A(MNOMIEDSIAlff W.%if, d6p pmomelen and rnd vola.. 1 sLMANUEL MARYINEZ, P.E. •' WIeY nimeder plde++hoD he used for the TODIo be slid b oTmss 0e+ign [nginem (e.,5peridryrvginem), Ihe+eal on amy1DD rep+neds w o ,V—of Me prof+dowel e.Ii— iq rmp-ibk, Im Me deugnd Mn uqf I,-koled en N Wo oely, euderTN-1. The deug.w—pfi-, loud g un%—, �'mimbiRlyandmedIN, I-,I.ronyhodmi;islhurnpov+3ddyefl6ea—,theonnn'samhmindogulmtheBuOdirgDnignee,folMe todetl4Ifi,Ir(. lb, lR(,thelmolbvildiegndeaedTPN.Theoppoedo(WeNOoidunyfirMmea(Ihelrw;ro<fdioghundbiq,+lwoge,iestu11aN1nandbroriag,shillDethe #047192 responsibimy of the Rei�gOesignetand(oanomor. AD ooln ntod in on EDD WIN pmmim and poidela,06, lmldg(omponenl$ohrylnlarmotionOCSQpubh+hed by of and Sh(A-telnemed1%9eoenl goidana. IPII defi.,there+p-ibih. vnd duun d lbe%. Onignn,Ln, Will. Eogineraod 10019(horlion Eir. 1—Movufodunr, uM., o b-iw defined by n (odw agreed upon in wiring by ill pmfin iov kd. the Lon Oedgn ingineer 4IOI the Doildiug Dnign, or TnssSyst-Engivem fr nny bu0dg All Uphrad term+ore os defined in PH. (epyright©2015 A-1 Pool Trusses-Alonuel Mmooet, P.L Reprodanion of this domment, in any rmm, it ptohibiled rilh written permission Isom A-1 Roof Trusses-MaDvel Martinet, P.E. Orlando, EL 32832 Job Truss Truss Type Qty Ply A0549587 61851 A06 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:14 2015 Page 1 ID:vVincsjBw?hGGMZt8q WeiyzTEK-KPry3VZjrJP16BGkFRQO?D18MxKLKC9xnujRkbyvDhJ 7-e-0 -1-1a1 2-7-14 4-8.0 1 10.510 15.8.8 19-0.0 21-0.2 258.8 2 q 2 32512 3&315 44-8-8 S7- -10.1 2-7-14 2-0.2 -10.1 2-9-10 5-2-15 338 2-a2 4$5 -1 S30 59-3 6-4.9 -1a1 1-1-2 5x10 MT20HS-- 5.00 12 5x10 MT20HS-- Dead Load Dell. = 11/16 in 2x4 II - 1.5x4 11 9 10 11 3x4 7x10 MT20HS-- 8 5x10 MT20HS-- 67 W 1213 1.5x4 I 13x4 � 3x4 5 WS 12 14 A 4x6 4N Cb1 5 1 14 2 1 23 22 5 6 17 8 151dEdv 33 34 21 35 3�0 26 2524 7x10 MT20HS= 19 18 17 4x8 = 5x10 MT20HS= 3x8 __ 1.Sx4 I I 3x4 11 7x10 MT20HS= 1.5x4 11 3x10 15 0 12 5x12 = 3x10 = 7x14 MT20HS= 7-8.0 2-7-14 14-8.: 1O p -14 , 10.510 i 15$8 19.0.0 21-0.2 26.9-12 32.6.12 38-3-15 44-8-8 ' 2-7-14 ' 2-a21-1a1 2-9-10 5-2-15 338 2-0.2 59.10 1.— 59.3 9 1-1-2 Plate Offsets (X,Y)— [2:0-0-0,0-0-2], [7:0-2-0,Edge], [9:0-5-12,0-2-0], [10:0-5-4,0-1-12], [13:0-5-0,Edge], [15:0-3-0,0-1-8], [18:0-4-0,Edge], [20:0-4-0,Edge], [24:0-6-12,Edge], 126:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.71 22-23 >759 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(fL) -1.03 22-23 >521 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.45 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 275 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' B4: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except* W15,W4,W2: 2x4 SP No.2 WEDGE Right 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-22, 18-20, 9-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2148/0-8-0 (min. 0-3-2) 15 = 2129/0-8-0 (min. 0-3-2) Max Horz 2 = -236(LC 13) Max Uplift 2 = -1082(LC 12) 15 = -1074(LC 13) Max Grav 2 = 2148(LC 1) 15 = 2129(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4738/3767, 3-4=-7256/6170, 4-5=-7515/6456, 5-6=-6856/5833, 6-7=-5206/4485, 7-8=-5195/4505, 8-9=-5237/4717, 9-10=-4153/3764, 10-11=-4263/3932, 11-12=-4296/3800, 12-13=-4577/4091, 13-14=4697/4079, 14-15=-5293/4500 BOT CHORD 2-26=4170/5338, 25-26= 401/489, 23-24=-5520/6770, 22-23=-4854/6158, BOT CHORD 2-26=4170/5338, 25-26=401/489, 23-24=5520/6770, 22-23=4854/6158, 22-33=-2761/3881, 33-34=-2761/3881, 21-34=-2761/3881, 21-35=-2568/3635, 35-36=-2572/3623, 20-36=-2573/3614, 11-20=233/331, 18-19=307/344, 17-18=-3882/4779, 15-17=-3882/4779 WEBS 3-26=1519/1328, 6-23=-837/1138, 6-22=1825/1668, 8-22=386/517, 9-21 =1 00/269, 10-21=359/594, 10-20=-765f783, 18-20=2959/3863, 12-20=-591f728,14-18=-664/708, 5-23=543/641, 3-24=-2369/2848, 9-22=1479/1594, 4-24=-265/312, 24-26=2862/3541 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1082 lb uplift at joint 2 and 1074 lb uplift at joint 15. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmemg-please Ife—OidyrederMe'Ad BOOTTIUSSOrSOUIl GINHAI TINS&(ONDMONS(OST081IrBUTMALUDWIEOO[NINr Imm Ynily de,yapmvmelttwnd read vv7nanlhisLos Dngn Dsmmg(I00)vnd l6e Mmme10.6a,P1.110 i,Steel bdomme. Dniess efhe,eisestded an the TOD, vofy MANUEL MAREINEZ, P.E. �WTeb,vnve,trrpMn,Mfl bevsedlvr t6elODt•be raid. As vTmss Design Frgginen(<., Spe,miry Fogmror), thneal vas avylOD,eprmnls ve rtuplee'.dibep,olesimml eegivee,iegrnp•mibNdy In Me design vllhe si�gleTrvn depbed oe the IDD only, uaderlPbl. lle designonumptiomIwdiag mndeivm, 'suNvbirrtymd-fthis Tms,Inevylofldingistherespedibryrlthe 0nu, the OmnsadhaieedagentarThe WdigDeiig-,mthe meleslolthe IMthe IBCMelordbuildrgsadeavd91.1. The vppenelifthe TODeadvayfield userlthe Truts,iedud'mghandh.10.ge,iwiddimeedbso,ing,A-11b-9- #047182 responsiDSdydOrt BeiNmg Dnigner avd(aanortm. AOneles uWlie the TOD vnd the prank,,aad quidermr, vlthrBoBdinpGmpooenlL(eryief mumptSQ pebOsbed by Ol and SBCA me¢faemrd for general g•idaam. IPbldefinestbmnpons3ibfietmdddin of theTmssOnipm,,Tmu Design [vgioeer and 10019(hgllton(ir. Truss Xaedo,terer,.drat atl rvnedefimd by o (mNad agreed open inr,iNng by vfl pmtn ivrvMM. the Isess Design fnpineer is NOT the MAT Orsigner or InstSystem fagiaee, be, e y budding A0 (vpNet ed toms ore m deboed NiPFI. rapyrigh10105 Ad goof rtustes Ndnoel Martinet,P.L&prodortioa of Thisdommem, Sa myloan,is prohibited vith rritlen permitsiootom A•I Roof Trusses-mminldlortieu P.E. OdOndO, FL 32832 Job Truss Truss Type Qty Ply A0549588 61851 A07 Hip 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Plate Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mffek Industries, Inc. Thu Jul 23 10:33:15 2015 Page 1 ID:vVincsjBw?hGGMZt8gVl/veiyzTEK-obPKHrZLccX9jLrxo9xFYRZGuLgY3fM5?YS?G1 yvDhl 2-7-14 &8.6 8-9.5 - -10.10 48-D 12-10.9 187-3 21-0-0 238.8 26-9-12 32-6.12 38•315 4489 •10.1 -7-14 2-0.2 0. 1-10 4A-$ 5810 2' -13 2-8-8 3.1-4 S9.0 S43 6-4.9 1-0.6 2-1-5 5x10 MT20HS= 10x14 MT20HS-- 6.00 F12 4x6 11 3x4 -3x4 -�-' 7 1.5x4 II 6 4x6 5 ?1 N 3x4 5x10 MT20HS-- 27 26 7X1U M12UHS= 3x8 _ -- 19 3x4 = 7x10 MT20HS= 3x4 11 18 17 3x10 3x8 = 1.5x4 I I 6x8 = 7x10 MT20HS 1.5x4 I I 3x10 = 1.50 FIT 7x14 MT20HS= 5-8-6 2-7-14 480 8-9.5 12-11-9 187-3 23 8-8 126121 32-6-12 383-15 4488 2-7-14 2-42 30.14 4-1-55810 51-5 3-1-4 59.0 59.3 6�-9 -8], [10:0-7 Dead Load Detl. = 314 in 2, LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DO[ 1.25 TC 0.96 Vert(LL) 0.75 22-23 >720 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(fL) -1.11 22-23 >484 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.47 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 281 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' B4: 2x4 SP No.3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W16,W4,W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing, directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-22, 9-22, 10-21, 18-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2148/0-8-0 (min. 0-3-2) 15 = 212910-8-0 (min. 0-3-2) Max Horz 2 = 259(LC 12) Max Uplift 2 = -1109(LC 12) 15 = -1099(LC 13) Max Grav 2 = 2148(LC 1) 15 = 2129(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4798/3825, 3-4=-7290/6221, 4-5=7551/6510, 5-6=-7116/6086, 6-7=-6512/5588, 7-8=-6434/5600, 8-9=-4786/4174, 9-10=-3629/3421, 10-1 1=-3938/3626,11-12=-4260/3831, 12-13=-4576/4131, 13-14=4696/4119, 14-15=-5292/4540 BOT CHORD 2-27=-4239/5410, 26-27=405/491, BOT CHORD 2-27=-4239/5410, 26-27=-405/491, 24-25=-5553/6817, 23-24=-5193/6513, 22-23=-4569/5843, 22-34=-2475/3572, 34-35=-2479/3564,21-35=-2480/3553, 20-21=-2745/3743, 11-20=-356/342, 18-19=-396/578, 17-18=-3919/4778, 15-17=-3919/4778 WEBS 3-27=1527/1339, 8-23=-866/1184, 8-22=2077/1992, 9-22=-1433/1831, 9-21=556/459, 10-21=-1288/1384, 11-21=-742/901, 18-20=-2903/3623, 12-20=-627/735,14-18=-665f708, 6-24=271/345, 3-25=-2400/2873, 6-23=-637/620, 4-25=-269/319, 25-27=-2877/3547. 5-24=-389/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=25ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1109 lb uplift at joint 2 and 1099 lb uplift at joint 15. 8) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD-CASE(S) Standard V A ,4 Womeg-Plen-thsaughty mete.th,'A.I ROOF1059S r581E11, GEAEIAI TONSACONDITIONS CUSTOWN riturati-Nowaaaaar(a,- Ynifydark. pmomel- alai ales a. lhisLoss Design Oro.'1q 0D%ondthe Moonel Mortinn,Pl. RelneseSheel helmeose. Dnleu otbs.is stated on the TOD, only MANUEL MARTINET, P.E. Y,let-naestor plops sAo06e used Is rba iDDlobe rlid. Ar vTruss Design Fnginem(Ce., Spsiviry Fngineml,IM rslanotry100 represents oaaneplas of Ibe prufmsimml nlriaomgrerpon,Wb 1. the drip of Poe 09LT-, depetedoe the 100 vFy,vds TPIJ. The dodge aswnptioes.lavd-g-vdul•s, �,i lardy and as, 0 this Truss for any Rolding is aernpons3Tayvl the 0-,,the Ooneis uulhorired agent or the Wdiag Deilimiu the -Intl Who 1KC111e IBC, the loll building rode a ad TP41. Ibe oppose) of if, TOO ad my held are of are boss, imhding bavdhrg, stwage,inlo0olroo coal Is iag, shoo be the #047182 re,sprosibirdyofthe Baking Designs aad(aananor. All notes set at to the TOD®dthe pairs, ad gaidelmn dt,lmiLrgGmpoaenl Sdery leforrad.roG(SI)pobRshed by Rl end Sl(A art s,feruo-dIs, general gaidaau.VIA dehnestist npo.sibilitin and duties of Ills bass Oesigner,T-ss Design Eogineer and 10019 Charlton Cir. Gws Novvlaomrtr, omen othnris defined by o Conhorl ogled open inrriNng by a0 pofia installed. Th Truss Design fagi- is NOT the building Designs or Los5ysten lepiren (or oagbailding. All Coirterued Imes areas dehaed inIPld. Upplihl @015 A.I Roof Dam -Manuel Mother, P.E. Eeprodurtiott al this do -went, in say farm, Is prohsbiled.ilh virillen per-Issioo ham A-1 Roof Trusses- Martel Martinet, P.E. Orlando, FL 32832 Job Truss' Truss Type Qty Ply 61851 A08 ROOF TRUSS 1 1 P A0549589 Job Reference a tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:15 2015 Page 1 ID:vVincsjBv RhGGMZt8gWveiyzTEK-obPKHrZLccX9jLrxo9xFYRZJ?Lf53hO5?YS?G1 yvOhl 31-10-12 39-5-0 _ e1-10.10 -14-12 58115 9-0-0 1 14.4-7 , 1.644 1 21V 2S9-" 29.2-9 1 31-5-0 I I 35-3.15 3$a-8 38-11-239e3n14 44-8.8 46.7-2 1-10.10 54-10 Ob5 3$12-4-14 -13 2-4-13 2-2-70. 2�53 0!4-9 &1 2-11 1 53-8 1-10.10 0-1-2 5.00 12 7x10 MT20HS-- 1.5x4 II 3x4 = 3x6 = 3x6 = F � o 2x4 = 2x4 11 7x8 = a 1n 1.5x4 II L1 20 19 16 17 16 15 Dead Load Dell. = 5/16 in 3x6 = 3x4 = 3x4 = 3x6 = 6x8 — 5x8 WB= 2x4 11 4x6 = 4x4 = 32-95 35-7-7 1 9-0.0 ,10.9-1Q 142-0 21-M 31-SO 31,1 Q-12 353153Sd-8 39-SO 44.8.8 11-9.101 3�-5 t 7-7.8 9.7-8 a 2 I 2-6-10 38.8 5-38 a10-9 0.1-1 Plate Offsets (X,Y)— [2:0-3-0,Edge],[4:0-5-12,0-2-01,f10:04-0,0-1-131,[13:0-5-1,0-0-151 [17:0-3-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.37 15-16 >736 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.66 15-16 >416 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code FBC2014/ TPI2007 (Matrix-S) Attic -0.17 15-16 570 360 Weight: 228 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B& 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W& 2x4 SP No.2, W7: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-18, 11-22, 5-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation giide. REACTIONS. (lb/size) 2 = 962/0-8-0 (min. 0-1-8) 18 = 2311/0-8-0- (min.0-3-7) 13 = 1008/0-8-0 (min.0-1-8) Max Horz 2 = -123(LC 13) Max Uplift 2 = m540(LC 12) 18 = -1277(LC 9) 13 = -591(LC 13) Max Grav 2 = 962(LC 1) 18 = 2311(LC 1) 13 = 1091(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1620/1623, 3-4=-1286/1352, 4-5=-692/965, 5-6=-428/1091, 6-7=-428/1091, 7-8=-428/1091, 8-9=-1687/1435, 9-10=761 /789, 10-11=-823/806,11-12=-1887/1507, 12-13=-2042/1409 BOT CHORD 2-21=1230/1608, 20-21=823/1095, BOT CHORD 2-21=1230/1608, 20-21=823/1095, 19-20=285/311, 18-19=-285/311, 17-18=-309/503, 16-17=-302/517, 15-16=-1038/1758,13-15=1038/1758 WEBS 6-18=390/451, 8-18=-2123/1572, 12-15=-9/306, 16-22=362/482, 9-22=395/493, 22-23=1106f787, 11-23=-1138/798, 8-16=-789/1410, 4-21=212/355, 5-18=-1807/1545, 4-20=629/477, 5-20=-285/604, 3-21=395/511 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk--170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 540 lb uplift at joint 2, 1277 lb uplift at joint 18 and 591 lb uplift at joint 13. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and1e/* gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Wosemg PleamthoroogHymriewMe'bIROOTTBUSSBrSILLVIIJUNIULTRAISA(OUDIDOUSMNASFg(BU8g1A(ggOWl[04AUXrformVerilydesignpwomdasedend notes oaMslnssOesynOreniq;f001ondIf. YammlgmUna,PEgdmemeSAeetbeforeusaUnlessothawhesteedon, theTDD,only MANUELMARTINEI,P.E. I�AN41 mmedor plea shopbe usedfor Me SOD tt be mhd. As a 1—Design Fogies Sp "why el;e..1, the seal or TOO repmtmtsone esseptoom of the proleni—I ally—ing msponslbibly, Im the design of the t'igle Tmss d*,I,d an the mDcely,nodes TPId. The detigo awnpinot, lood'mgwo one, ' suitnbirdy.6 so of thisrrossbsonybuilding isth—,pomift.1the Do.,, the Ovs,,soulbviiedageetorIs, BoUdingUaigoeemlh,cooteelofTheBL the IB(,MelorolbuildingrWeend TPI1.TheoppoulolMeTVend nor fidd- IThersou,indudingboodrilq,slompe,iahllofionondbraiog,sball beThe #047182 11spond6iiloy oflh,Beildmg Designer nod(toth.dm. All not eue1oe in the TOO .6Me poltims nod gindones of the Mcbeg(ompanenl Sdey,Iff. NonI cgfeublished by Rl and SBCA ore eefemnmd lm general sindunoe. TH I defines thesespoosibiloin and duties o1The Loss mnigner, Tmss Design Faginea end 10019(horlton Cir. Tess AT fodmeq unless alhema defied by e(onbotl ogmed upon is airing by a0 perm ievohed.the T—Designfor— is NOT the Buildieg Designer or Ito%System Felf—,for toy building. All(opihlud tams on, os d,h,d WPI.T. Cepyrighl©2015A.1 goof Imams-Alanud Alartina, P.E. Rep t odion of Ibis duetnenl, in toy Item, Is prohibited with Witt pnmisslon from A-1 goof Trusses-6leoel Amlion, P.E. Or10n110, Fl. 32832 Job Truss Truss Type Qty Ply y A0549590 61851 A09 ROOF TRUSS 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:17 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-k XSiXbbBEntze?Jwazjdsebf9PiXbsOTsx6LlPdyvDhG 10-11�1 38-10-9 8.59 31-5-0 33-8-8 35-9(99.4 1-10.1 B-1.8 7 11 17-5.15 21-48 26.8.15 M. 31 1 12 3.1 2 44-8-8 46-7-2 1-10.1 0.1-8 0.- 5 a 12 65-15 43-9 fi•11-7 0. oz-Z70. 2 1-7-7 1-5-2 2-1-5 5.9.15 1-10.1 0.1-2 1-9.12 0-0-2 2-5.11 0-0.2 Dead Load Defl. = 7/16 in 1.5x4 II 5x6 = 3x6 = 3x4 = 5.00 F12 3x8 MT20HS-- 4x8 = 1.5x4 11 4 4rd 21 20 19 18 if lb l0 3x6 - 1.5x4 11 3x4 - 3x6 - 6x8 = 5x6 = 6x6 = 2x4 11 4x6 - 33-3-8 11-0.0 32-11-8 8.5.9 10-11-4 32-10-11 35.3-15 i 7-10.15 8any721-9-8 12 +3a 117713�5WS7-10-15 �22z 0.1-2 0.2-15 0.11-1b5-0 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 0.94 Vert(LL) 0.47 15-16 >588 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.78 15-16 >354 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.06 13 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-S) Attic -0.16 15-16 637 360 Weight: 238 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 133: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 'Except` W8: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-18, 8-18 JOINTS 1 Brace at Jt(s): 22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 953/0-8-0 (min. 0-1-8) 18 = 233310-8-0 (min. 0-3-8) 13 = 993/0-8-0 (min. 0-1-8) Max Horz 2 = 146(LC 16) Max Uplift 2 = -555(LC 12) 18 = -1202(LC 8) 13 = -604(LC 13) Max Grav 2 = 953(LC 1) 18 = 2333(LC 1) 13 = 1078(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1893/1572. 3-4=-638/915, 4-5=-546/872, 5-6=330/1052, 6-7=-330/1052, 7-8=330/1052, 8-9=-1475/1358, 9-10=886/834, 10-11=-945/814,11-12=1714/1424, 12-13=-1746/1222 BOT CHORD 2-21=1909/2274, 20-21=881 /1090, 19-20=268/143, 18-19=268/143, BOT CHORD 2-21 =1 909/2274, 20-21=881/1090, 19-20=-268/143, 18-19=-268/143, 17-18=-308/617, 16-17=-307/621, 15-16=-889/1514, 13-15=88911514 WEBS 5-18=1505/1253. 8-18=-2175/1520, 12-15=-224/496, 8-17=514/407, 8-16=872/1462, 6-18=-469/554, 5-20=-503/847, 3-22=-806f776, 20-22=-849/789, 11-23=-756/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 lb uplift at joint 2, 1202 lb uplift at joint 18 and 604 lb uplift at joint 13. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and e/r gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Wmerzg-Ph•sntbermgSdy rerh. hr'A-I fOUTTIOSSCS(Mall OEM TFUS L 10.4D ODIC TD.KIrIUMIA(NNOWt(DGEMINYImm. 0olevmherdse odd. the Too,.*MANUEI MARTINEZ, P.E. Wteh mimenor phrn,hrA lr used lm the Rs lehe mkd keTrms Dedg•(n;caner(se,Speriehr[ogeaer),the,eclmrgTODsepresvWse•vnepimm althe prtessh�evgivemugrespav,3iq lm me dnig•d0e sngk irvssdryeled•o15.IDO orly,•vlerTPld.lhe drsign ns,emprines,lmding uedmm,, �I,OWNT4,eedesedMDm,Immy1616epS,thensprn3dity•IRe0-,,be0.-,mthoruelogeetm the EmldigDe,'rgur-mthe umertdthe nethe 18C,th,W1leildagrnderedW.11eopWordrlMelODoadao7fieldoseoldeirov,edaYoMheediog,,twage,inldlotioomdbroriag,sbdlhelhe #047182 re,pmilhi7ay ofthe grk"mg Wsigmnod(rvnaam. All oohs utommi5e IDD mdtbe prawes red poidelmrt rttEeruUdmg Gmpooem Solerylnhrmatro•(ICSIJ pob5shed 6y Rl mdlg(A mnelmeohdla gnrxrrlgnideea. lPll deSmstlmnponbiiths and dmhsrlNuLms0esigneyTrms Oesign Eapimermd IOD19 Charlton Cir. Inns MaevlesMer, mins rthmhr defimd try o (nmronayreed opm inrr�gbyaO portin ienohed. nee Imss Design [ngmem is NDI the gmldi•g0esigna or buss System Fngireer ley nay ho06•g. AD (rpihraed tmrm •u m dehoedwIPFI. DEIand0,EL32832 (epyrigh101015AIgoalTmsus-NrnuelYortinee,P.E.gepradoaieoof[bit dommal,iemyloan,isprohibitedrichrriaenperml,siorIromA-I goof Trusses-Naanelblub e,P.F. Job Truss Truss Type Qty Ply { 61851 A010 ROOF TRUSS 17 1 A0549578 Job Reference (optional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi fek Industries, Inc. Thu Jul 23 10:33:17 2015 Page 1 I D:vVincsjBw?hGGMZtBgWveiyzTEK-k_X5iXbb8Entze?Jwazjdsea79PrXaNOTsx6LwyvDhG 8-11-14 8-8-10 31-10.12 3641.3 r1-10.10 6-9.15 i 8-5.91 I , 12-&0 13-4015{r8 i 21-9.8 28.1-8 31-5.0 31r8r8 353.15 35r7-7 a7-10.9 41-1 6 448-8 46-7-2 1-10.1 6-9.15 1-7-10 3•62 0 2-rr7 6-30 6-0-0 3.3-9 0. 35.3 -2 32-13 3.7-2 1-10.1 0-3-1 0.2-4 1.0.12 5 3- 12 1.5x4 11 Dead Load Defl. = 7/16 in 5x6 = 3x4 = 5x10 MT20HS-- e - 3x6 = 3x4 = 5x6 = 2x4 = 3x6 -- 18 17 16 15 4x6 3x4 = 3x6 = 6x8 = 5x6 -= 6x6 = 2x4 II 4x6 = 10.8.13 12-CW 32-10-1 35-7-7 I 8.5.9 !-bl()_ 10.11-1313.0-0 17-&10 21.9-8 28-1.8 31-5-031�1(�12 35-3-15 36-8-,� 39.5.0 44-8.8 8.5-9 0.3-1 0-3.0 0•610 4-8-10 40.14 6�-0 339 0.b 2h 0A 2-&13 53.8 2-0-4 1.63 0-11.5 1-0-12 Plate Offsets (X,Y)— [2:0-1-2,Edge],[3:0-5-0,0-341,[4:0-3-0,0-2-41,[9:0-3-0,0-2-41,[13:0-5-5,0-1-31 [16:0-3-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.47 15-16 >591 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(rL) -0.75 15-16 >364 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(rL) 0.04 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Attic -0.16 15-16 624 360 Weight: 243 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except- B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W5,W8: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-18, 5-18 JOINTS 1 Brace at Jt(s): 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 881/0-8-0 (min. 0-1-8) 18 = 2481/0-8-0 (min.0-2-11) 13 = 91710-8-0 (min. 0-1-8) Max Horz 2 = -168(LC 13) Max Uplift 2 = -513(LC 12) 18 = -1303(LC 8) 13 = -540(LC 13) Max Grav 2 = 918(LC 26) 18 = 2481(LC 1) 13 = 1026(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2178/1474, 34=-568/604, 4-5=467/604, 5-6=-784/1239, 6-7=784/1239,7-8=784/1239, 9-10=291 /233, 10-11=323/225, 11-12=-1473/1055,12-13=-1479/823 BOT CHORD 2-20=2123/3038, 20-29=120/446, 19-29=-120/446, 19-30=-120/446, 18-30=-120/446, 17-18=0/347, BOT CHORD 2-20=2123/3038, 20-29=120/446, 19-29=-120/446, 19-30=-120/446, 18-30=-120/446, 17-18=0/347, 16-17=0/360, 15-16=527/1281, 13-15=-527/1281 WEBS 6-1 8=-61 0f716, 8-18=2042/1540, 3-20=704/908, 12-15=260/563, 16-21=-242/455, 17-22=-623/525, 8-22=519/868, 21-22=1231/1044, 11 -21 =-1 195/952, 9-21 =1 52/308, 5-18=1708/1446, 20-23=618/889, 5-23=549/823, 1 6-22=1 376/1880 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage -to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 2, 1303 lb uplift at joint 18 and 540 lb uplift at joint 13. 9) This truss design requires that a minimum of 7116e structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Wwmng-Pleme thoroug5lyrerier Ihe'Ad 100E IIDSS(Srillllll. G[MEIAI iWli 6 (ONDIIIONS OIf10YF11'IU8R7 A(OIONlFDGFYERP loro< Ymily desigepmometmaad read roles oo Ihis Less Pedge Dreemg(IDD)nnd IheYmaelYmtinn, PE Pefeewe Shea bdmo use. Odess oth-iw doted oe the TOD, ody '�Wlel mnnedor plotes deHbe-d1wthelDD1obeedid beimx Dnige Fngmvw(ie.,Speuelry hgmenl,Ihe seol on voylDO repewmsouuepsonn ol0e prolndoiml eogineeriagrtspwsibirdy En Me dedgadthe uogleLms depMed eo the NDaoly, uodert8-1. tta Gsigemwmp6oss,lwd'ug tendmom, MANUEL MARTINEZ, P.L ' witehilRyondoseoftBislrusslwooyluildiegisehernpoodAiGryeE11e0.oer,IheDmeriwl5atiulogeoewt6eBuildinBpnigen,mlbetoeledolthellLMalO(,IhebmEhuiWigtodemdiP41.16eopprmdol@eiODondoolfieldeseaEtAvimss,imkdioghoedGig,slwope,usloVotnotmdbmtioq,oAo06elhe #041162 rnponniiWydth<Beildmg Dedgnn oad(oehodw. AOnoletseloul is lAelDO aodtie protNtes and pmdeRircwltAe luRdiog(omponeeliderylehrmatM@1S0 pAM'd by ITT and 21A ctmhuxed kr geonol gadaon.iPl-1 dehoes the tespenibiifinend Moot lie imss Designer,Lms Oesi'n Engineer nod 10019 Cho(Iton (ir. Irow Ymolodera, udns otAervna defined by a (wharf oyreed open ro nita�g by o0 podia ®roped. The inssOeGgo Engiew is N01 the Boding Dedgon w T—Sydem Erry,-, Ew any boildlog YI (npild'vedtnms we m defied inlPl•I. (opyrighf ©2015 A.l Reaf fmises-Y000el YDdinet, P.L Reprododien of this do—enl, in ony form, is pohibBed rith wMee permission Lom A-) Rpof Lasses -Weed Mution, P.F. Or100d0, FL 32R32 Job Truss Truss Type Oty Ply 1 A0549579 61851 A011 ROOF TRUSS 1- 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:18 2015 Page 1 ID:vVincsjBw?hGGMZt8gVWeiyzTEK-CA5TvtcDuXvkaoaVW HUy93BmRYeZGOhXhVUllftMyvDhF 11-4-7 15.0.0 35-5-14 1-10.1 8-11-14 9-2-0 14.8.15 6-3 21-38 27-3-11 2988 1-10.1 35315 224:2 44-8-8 46-7-2 -10.1 &11-14 0--2 3.4-9 0. 1 13 5-b3 2-4-13 2-2-4 3S3 0. -15 311-2 5343 -10.1 2-2.6 1-3.4 5.00 12 5x6 = 3x6 11 7x10 MT20HS= - - -- 17 -15 14 13 3x8 3x4 = 4x6 = 6x8 = 4x8 = 3x10 II 2x4 11 4x6 = 5x6 = Dead Load Deft. = 9116 in 31-10.12 353-15 t 10-11-13 11r4-7 21-9-8 29-8.8 i31-5-0 33-3.6 39•SO 44-8.8 i 10.11-13 0-0-9 10.51 7-11-0 1-8-8 -4-1 2.0.9 4-1-1 S38 0.512 Plate Offsets (X Y)- 12:04-2 0-1-8] [5:0-3-0 0-2-4] [7:0-7-0 0-2-4] [11:0-2-1 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.70 13-14 >392 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(rL) -1.03 13-14 >266 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-S) Attic -0.20 13-14 489 360 Weight: 237 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except` T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-17, 8-15 2 Rows at 113 pts 7-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 848/0-8-0 (min. 0-1-8) 17 = 2544/0-8-0 (min. 0-4-2) 11 = 888/0-8-0 (min. 0-1-8) Max Horz 2 = -191(LC 13) Max Uplift 2 = -517(LC 12) 17 = -1239(LC 8) 11 = -560(LC 13) Max Grav 2 = 897(LC 26) 17 = 2676(LC 2) 11 = 1015(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2056/1555,3-4=-647l751, 4-5=-560/772, 5-6=-615/1226, 6-7=-615/1226, 7-8=6521754, 8-9=-1 108/931, 9-1 0=-1 261/912, 10-11=-1180/607 BOT CHORD 2-19=1942/2517, 19-25=177/441, 18-25=-177/441,18-26=-177/441, 17-26=-177/441,17-27=0/418, 16-27=0/418, 15-16=0/429, BOT CHORD 2-19=-1942/2517, 19-25=177/441, 18-25=-177/441, 18-26=-177/441, 17-26=-177/441, 17-27=0/418, 16-27=0/418, 15-16=0/429, 14-15=341/1027, 13-14=341/1027, 11-13=-341/1027 WEBS 6-17=-703/817, 3-19=-707/929, 10-13=-482/760, 8-14=1024/1807, 5-17=1692/1389, 5-19=-782/1038, 7-15=-1 176/1578, 7-17=-2172/1530, 8-15=2605/2032 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-14 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 2, 1239 lb uplift at joint 17 and 560 lb uplift at joint 11. 9) This truss design requires that a minimum of 7/16e structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard WoiDing Pleomthmaghly renew Ae'AIROOTTRUSS[frSOl[r9,B[XFtdt RPYSB(DMDIOOBS(USi09frrBUTn]A(1(YONI(D6(4lllr form Verilydesige poonelen oud«od vales eo thisLms Design Dto.cy;rDD)aad the Momeltlat6a,PL peMeme Sheel6elam ese. Dateuat6er.isa autrd on 16e 10D, Dore MANUEL MARiUIU, P.E. Mdeb mnoenor ptaas shop ha Dud IortAe IOOlobe.oe4 1s o arms Design Engimn (ia., Sperislry Fupneetl,the seal w eoy100 ruptnemson arrepfavru of the prolosianvl ee¢uermg rnPn,Adlry fm the drsi,gn olke utlk Trav deeded on lba TDD arty, made, TPl-l. ne design assvmprions,loodmg nadaions, �' suitabirdyand eseatthis Truss formay raifdialisth npomibSdyoltheDmqrleameisuuthah,mlagmtortheBuddin ksgur,Totbemnleao1lls,K,IteMC,thelemlbildogrodeandTP0.IS,approeldtheTail w.1field useo1the Tress,imhdiaghaaft$Image,inslatnia mer!Inung"ImabeV. #047182 mponsiMliry olAeloitdmg Oesiguer Ded(oonodm. All aw-laul in the Tall and the padiusand gaidermtsdlm Building 4mpanenl Soltrylntarnarron(OCSQpubRshed by TPl oadSBCA aru Wvimud for U-silguidame. TPl4 dd-Aeresponsibibties and iuties al the Lou Oesigmt,lruss Design(nginnr and 10019(horlton Cir. Truss Maaafmt mr, mdoss ash-h,hfimd by a (ontmd agreed upon in .,Keg by as pasties inrol,md. The boss Rzigo Engineer is N01 the Building Designs or Truss System Engineer for W buitdag. All (opiralized terms ore as defined in IPI4. (apyright©7015 A-17oal Trusses -Manuel Martinez, P.C. Reproduction of this daturrent, in any later, is prohibited With written permission from A-1 Roof Trusses -Manuel Martinez, PI Orlando, FL 32832 Job Truss Truss Type Qty Ply y 61851 A012 ROOF TRUSS 1 1 A0549580 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:19 2015 Page 1 ID:vVincsjBw?hGGMZt8gVWeiyzTEK-gNer7DcsfrlbCy9il??BiHk hy_w?S2hwAQCPoyvDhE 353-15 ► .1-10.10 8-11-14 , '1-10.10 11-1142'!1:- 1517-021 27$8 2*1-0 3133'10.12 2-3713 2--0 8- 4 044E(I 39.5-0 44-fL8 4rr7-21 3-4-0 0. 2 5.00 12 5x6 1.5x4II 5x8= Dead Load Dell. = 9/16 in 21d 17 16 — 14 13 3x8 _ 3x4 = 4x8 = 6x8 = 5x8 WB= 2x4 11 4x6 4x4 = 3x10 11 35315 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 0.71 Vert(LL) 0.73 13-14 >379 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.06 13-14 >259 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Attic -0.22 13-14 451 360 Weight: 243 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 "Except" T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except* B1: 2x4 SP No.2, B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-17, 5-19, 7-17, 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 796/0-8-0 (min. 0-1-8) 17 = 2643/0-8-0 (min.0-4-5) 11 = 841/0-8-0 (min. 0-1-8) Max Horz 2 = 214(LC 16) Max Uplift 2 = -497(LC 12) 17 = -1208(LC 8) 11 = -555(LC 13) Max Grav 2 = 859(LC 26) 17 = 2807(LC 2) 11 = 967(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1970/1459, 3-4=619/722, 4-5=496f751, 5-6=-650/1300, 6-7=-650/1300, 7-8=101/285, 8-9=868/784, 9-1 0=1 021 f766, 10-11=942/458 BOT CHORD 2-19=1630/2178, 19-25=610/803, 18-25=-610/803, 18-26=-610/803, 17-26=-610/803, 17-27=-320/686, BOT CHORD 2-19=1630/2178, 19-25=610/803, 18-25=-610/803, 18-26=-610/803, 17-26=-610/803, 17-27=-320/686, 16-27=-320/686,15-16=-196/817, 14-15=-206/831, 13-14=-196/817, 11-13=-196/817 WEBS 3-19=815/1072, 6-17=-494/558, 5-17=1624/1407,5-19=-1067/1300, 7-17=1895/1424, 10-13=-476/766, 8-14=617/1279, 7-16=928/1234, 8-16=2036/1574 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf-bottom chord live load noncwncurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-14 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 2, 1208 lb uplift at joint 17 and 555 Ib uplift at joint 11. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and e%" gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard morning-Plemelhomaghly"ein. the"A.1R00FRUS451'S101111GINEWTENS A(ONDIIIODS(USIOMEPE'GOrfalA(NOWLE06(Nffto,wVerify designParameters aodreadeoseswlbi,Tres, DesignD—ivg(IDD)andtheMutue19m1ires,M.gelerenteSheolbeforeuse.UnlessolherdseslatedontheTDD,mdy LpANUELMARTINEZ,P.E. '�tldei'.mem.r plat" shoo be used for MelOOto be eoliA As o imss DesigrtFmyn.m (ia,Spmhlry Fagheerj the sent on o.rT00 npreseds as ."often'. of the prd.W.ml e.gioenieg wpand6Ulty In you design of Me dng4 Truss depicted an the RD..IT,a.h,TPl-1. The design ossumpi-' loodmg'.nddiom, ' soil.bililyenduseofthisTrussformyruiklingisDo"spomlilay,oftheD.nor,Mea..",authadredagentortheduUdmgDesig.er,inthemotestoftheIMMeld(, thelomlbuildingWea.dTP1-1.Theoppr.eIoftheTDDeadmyfield.,aa[TheGmt,indudioghaediag,storage,ims.116-adbmrini,shallbethe #047182 responsib(Grydltrcbm g0efigmr o.d(oanonm. Wallis set mile the TDO wdthepr."ions mad guidelines.fthe rudding(omp-nl Sufelyfdormation Pill) pubM,d by ITT and SECAere to[ and for genial guidamr,M-1 defimsthe responsibilities and duties of the Trays Designer, Truss Design lnginen and 10019 ChOrlt00 (If. imn tlmdeMrer, ode" oMerei" de6md by o [onhodagrced upon in urifiap hY aU p.fin hwlred the Inns Oedg. [ngieeer is N01 the ddldiog Dedgoer or hu+slyshm Fngheer hr my builtieg AU (.prtelhed terms ore os defined h 1PI.1. Capyrighl©1015 A-1 goal Trvsus-Man.d Y.rti.es, P.E. Peprod."iw.r this dormmol, I. or ran, is prohibited rilh rd",. permission hem A -I goo( Tmsut-Mao.el Marfine=, P.E. OrlOndN, FL 32832 Job Truss Truss Type Qty Ply ` A0549581 61851 A013 ROOF TRUSS 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:20 2015 Page 1 ID:vVincsjBv?hGGMZt8gWveiyzTEK-8ZCDKZdUQ9ASg6kubiXQFUG6tMKvkyog9gAmyEyvDhD 12$11 21-M 2B-1-0 35-3-15 1-10.1 rr9-3 9-9-15 1 11 14-8-15 19-0-0 21-2-13 25-8-8 27-M 31-31432 11 37-11-5 IN" 46.7-2 1-10-1 3. 111 -1- 1-7-7 2-2-4 4-31 2-2.13 3-11-0 24) 343.15 2 3-1-4 2-7.6 6.9-3 i-10-1 0811 0-4-8 5.00 F12 5x6 1.5x4 11 5x6 = Dead Load Dell. = 9/16 in 4x6 _ 4x8 = 3x6 = 6x8 = 7x6 = 3x10 11 2x4 11 4x6 12.6-11 21.9-8 -32-2-11 35.3-15 9.9.15 1p-11r4 14.8.15 19-0-0 ,21-2-13 258-8 31-SO 31.9r 434-1 9 39-S0 448-8 9-9-15 -1- 1-7-7 2-2-4 43.1 2-2-13 3.11-0 S8A 1 2-7-15 SS 41-1 53-8 0-6-11 04-12 Plate Offsets (X Y)— [2:0-1-2 Edge] [8:0-3-0 0-2-4] 112:0-2-1 0-0-11 [16:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.71 14-15 >388 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.05 14-15 >263 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(rL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Attic -0.21 14-15 466 360 Weight: 254 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T4: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2'Except` B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt S-17, 9-16, 8-16, 6-17, 6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 782/0-8-0 (min. 0-1-8) 12 = 815/0-8-0 (min. 0-1-8) 17 = 2691/0-8-0 (min. 04-7) Max Horz 2 = 239(LC 12) Max Uplift 2 = 493(LC 12) 12 = -551(LC 13) 17 = -1161(LC 12) Max Grav 2 = 857(LC 26) 12 = 952(LC 29) 17 = 2876(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2153/1469, 3-4=-409/439, 4-5=-436/675, 5-6=-425/701, 6-7=-595/1270, 7-8=595/1270, 8-9=-224/422, 9-10=819/745, 10-1 1=-972f727,11-12=-910/418 BOT CHORD 2-19=-1872/2667, 19-25=973/1152, 18-25=-973/1152, 18-26=973/1152, 17-26=-973/1152;17-27=705/1007, 27-28=705/1007, 16-28=705/1007, BOT CHORD 2-19=1872/2667, 19-25=-973/1152, 18-25=-973/1152, 18-26=973/1152, 17-26=-973/1152, 17-27=705/1007, 27-28=-705/1007, 16-28=705/1007, 15-16=-191 /819, 14-1 5=-1 82/801, 12-14=-182/801 WEBS 7-17=265/268, 11-14=-493f769, 9-15=794/1487, 8-17=1831/1424, 9-16=2215/1769, 8-16=-1141/1496, 6-17=1624/1444, 4-19=-449/616, 6-19=-1373/1504, 3-19=-607/774 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint 2, 551 lb uplift at joint 12 and 1161 lb uplift at joint 17. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard B Waieing-PIevseth—ghly in. the'A.1 ROOF TRUSSES 111HEII, GINFRAI FIRMS RCONOInONSCUSTOMER f9DTaj A(rNOW1E069411T'Imm. Wily, design pan—tv—d-sittele,cv[his Tian, Deign D—ingODD)oad the Named Nestines,P1. Rdeeme Sheet before me. Unless vthmeise stated on the TDO, a eh �MANUEL MAREINEZ, P.E. M,1,1 rvvnertvr plNa sha0 be med Iw Ibe IODIv be rdd. As aTrux Desige [mpnem(e., Sperialry Evgken), the seal vn avy1DD mprneNs ve aueplmn al tAe goleuimml evgiveeimg rnpan,ibiGty Ian the design vl lbe sivgk irvss dryirled av IAe IDD mly, ued<rl%-I. INe design assucpliam,leadmp ry 1a.., I suaakTiryasdvseo1W, Tres, Iwavyluildingislb—spvns3ilityelthe Deans, the a.neisaulheritedagent n?be laldiagDesigner,inlhemeleetol[be [A(.One lrC,the In,dbold,.g,adeaedlFC1.Tbeappand.1the Maned any Gelduuo1the Tests, inAudioghvedfitg,ttmage,iaslollvfieeand bmiivg,,hdlbelb. #047182 responsibility tithe Wall Defjaer andUeaadar. Aanele„el put in the TOD aadthe pmfimsand gaidslPn aftAe Adding Safety, ldmnadaR(SQpubfisb,d by TH and SlU arzreferenmd largrnnalruidaare.l%�I deRnestbe msportib:Rlies and dude, arlhehoss Designer, Irms Oesirnfvpineer and NDU(harlton Cir. T—Alseal.d—, odes, ath-is, defined by a I.b.d agreed upon in nitieg by 0 panties 1-Ned. The Ins, Design legivee, is NOT the llaldiog Dedgae, m buss System Eogi-e far any building. All Cophlued Want ore , d,Dnad in IN -I. Capyrighl0201S A -I Pool Itasses-Manuel MortiOer, P.L Repadartion of this daramenl, in ony farm, is prohibited ssilh nittea pe,missiao from A -I AoolTrusus-Mandel Martine:, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0549582 61851 A014 Hip 1 1 „i rcuur i muooao, rvrtt rimm%,c, rL avow, anslgnLn aruss.curn 14-8-15 Job Reference 4 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi fek Industries, Inc. Thu Jul 23 10:33:20 2015 Page 1 ID:vVincsjBw?hGGMZtB q VW eiyzTEK-8ZC DKZdUQ9ASq 6ku biXQF UG6?MOh kw3g9gAmyEyvDh D 31-9.14 35-3.15 5.00112 3x4 5x10 MT20HS W8i 5 3x6 \\ 4 3 1 V 2 a( 1 d 19 26 1827 4x8 = 3x4 = 5x10 MT201- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr YES WB 0.86 BCDL 10.0 Code FBC2014/TP12007 (Matrix!S) LUMBER - TOP CHORD 2x4 SP M 30 *Except* 5x10 MT20HS= 5x6 = 6 7 D-0-14 3x4 88 5x10 MT20HS-- T 9 610 10 17 16 28 2915 14 13 3x4 = 3x4 = 3x8 MT20HS-- 1.5x4 11 3x4 = 31-10-12 r 23:" 30-514 3,1-9.14 35315 ,37-34' M4-4-0 2.8.7 3.5.3 1-114 0-0-14 [9:0-5-0,Edge], [11:Edge,0-0-4] DEFL. in (loc) I/deft L/d Vert(LL) 0.5517-19 >970 360 Vert(TL) -1.2017-19 >446 240 Horz(TL) 0.25 11 n/a n/a T3: 2x4 SP No.2 WEBS BOT CHORD 2x4 SP M 30 6-17=775/1045, 7-16=989/1159, WEBS 2x4 SP No.3 5-17=1222/1258, 5-19=724/962, OTHERS 2x4 SP No.3 3-19=604/819, 8-16=-1147/1208, BRACING- 8-14=727/921, 10-14=832/965 Dead Load Defl. = 11/16 in 4x8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 236 lb FT = 20% TOP CHORD Structural wood sheathing directly applied. NOTES- BOT CHORD 1) Unbalanced roof live loads have been considered Rigid ceiling directly applied. for this design. WEBS 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 1 Row at midpt Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; 6-17, 7-16, 5-17, 8-16 Cat. II; Exp Di; Encl., GCpi=0.18; MWFRS (envelope) MiTek recommends that Stabilizers and required and C-C Exterior(2) zone; cantilever left and right cross bracing be installed during truss erection, in exposed ;C-C for members and forces & MWFRS for accordance with Stabilizer Installation guide. reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS. (lb/size) 3) Provide adequate drainage to prevent water 2 = 2140/0-8-0 (min. 0-3-4) ponding. 11 = 2139/0-8-0 (min. 0-3-4) 4) All plates ale MT20 plates unless otherwise Max Horz indicated. 2 =-259(LC 17) 5) This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live 2 =-1105(LC 12) loads. 11 =-1105(LC 13) 6) This trusslhas been designed for a live load of Max Grav 20.Opsf on the bottom chord in all areas where a 2 = 2140(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 11 = 2139(LC 1) bottom chord and any other members, with BCDL = 10.Opsf. FORCES. (lb) 7) Provide mechanical connection (by others) of truss Max. Comp./Max. Ten. - All forces 250 (lb) or less except to bearing plate capable of withstanding 1105 lb uplift when shown. at joint 2 and 1 �105 lb uplift at joint 11. TOP CHORD 8) This truss design requires that a minimum of 7/16' 2-3=-5420/4377, 3-4=-5169/4298, structural wood sheathing be applied directly to the top 4-5=-5048/4318, 5-6=-3769/3256, chord and a%' gypsum sheetrock be applied directly to 6-7=3457/3147, 7-8=-3764/3307, the bottom chord. 8-9=-4781/4092, 9-10=-4871/4067, 10-11=-5382/4372 BOT CHORD LOAD CASES) 2-19=3693/4853, 19-26=2932/4065, Standard 18-26=-2932/4065, 18-27=2932/4065, 17-27=2932/4065, 16-17=2042/3204, 16-28=2704/3829, 28-29=-2704/3829, 15-29=-2704/3829, 14-15=-2704/3829, 13-14=-3698/4824, 11-13=3698/4824 WEBS 6-17=775/1045, 7-16=989/1159, Wtarng-Plate ifi—fihiymiv, the 'AIROOF TRUSSFS rSREFRI DENIRA(TRAlA(ONDITIODS(ffiiO.MfR('RUTER71(DROWIEDGMINl'far. 11,61y'ldesiga Frontier en andreed .,let t this Design U-ing(M) and the Manuel Yor(mu,Pt. RefnemeSheet before me. Unless otherwise stated car [be TOO, only MARTINEZ, P.E. Niielronnerror piotee ehnOhe uudfor Me lDto be raid Asoirvn Oesign Fnginen(e., Spnulry ingineer),the seal on enflDO reprnets o,acceptance alike proleseionol eogiaeeringreeponetihryfor the design ollh,m9le Tmesdepi,ledmthe l0 ody; uederlPl•1. The deugntworpfiam. losdgaondiiimt, �' sail.hirdyand st-ftbisLmftoeany building isfln—sponsibEgofthe Onn, the Omniwlboriaedeptor the Building DeOlmr,in the mmeataiih XthelK,16eholhuildiogmh-calTP6l.Ikeopp-al.1tielDorsionffiefduseofiheTrun,mshdinghoedbng,Aoroge,inlolloNeamdhrming,A.11beihe041182 utponuMTay ofihe RoiMingOasigner nod (aonoctm. All notes at out is 0,1D m,lihe prorNrn aed poidermes of the DuOdr�g fempaaentSrfery lohrm�mron(R(S9pAr had by fll and SR(A are ¢Inwad for geperal poidoare. ITH defines the itspost4SNes and Lorin of the Loss Designer,Tmu Design Engineer o� Charlton Cir. r0,01. Trues Maeulartmee, wins olEenise defimdhy o (moron agreed upon in miring by Mlporlin iavohed, Ike its Rsiga Engineer is NOT the eoildieg Oe4goor or irvn System fngum for tf bu0diag. 10 (epih0nd terms ore as defimd in IP4i. Copyright 92015A-I Roof Luster- Manuel Across, P.L Reproduction of this duration], In my Term, is prohibited With mitrea permission ham A-1 Roof Trosse-Manuel Mmtlaes, P.E. dOr rl 31831 Job 4 Truss Truss Type Qty Ply A0549591 61851 A15 Common 4 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:21 2015 Page 1 ID:vVincsjBw?hGGMZt8q WeiyzTEK-dImbXve6BSIJSGJ59Q2fnipHcmj7OFzOUvJUhyvDhC 1-10.1 7-10.10 10.11-4 14&151 -7 21-9-8 4 V- 8 29-7-1 1-10.1 357-7 3 9. 4 44-8-8 -1O-1 7-10.10 3-0.10 3-9-11 0.4.8 68-1 2 5-4-4 1-10. 2-3-11 3.8-11 -2- 7-10.10 5.00 F12 5x6 5x10 MT20HS WB-- 5 1.5x4 \\ 4 3 1 4x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DO 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20147TP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-15, 7-15, 7-13, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 2140/0-8-0 (min. 0-3-4) 10 = 2139/0-8-0 (min. 0-3-4) Max Horz 2 = -274(LC 13) Max Uplift 2 = -1121(LC 12) 10 = -1120(LC 13) Max Grav 2 = 2140(LC 1) 10 = 2139(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5397/4392, 3-4=-5148/4317, 4-5=-5027/4337, 5-6=-3605/3156, 6-7=-3592/3208, 7-8=-4756/4126, 8-9=-4852/4099, 9-10=5363/4413 BOT CHORD 2-17=3706/4831, 17-24=2979/4055, 16-24=-2979/4055, 16-25=-2979/4055, 15-25=-2979/4055, 15-26=-2665/3735, 14-26=-2665/3735, 14-27=-2665/3735, 13-27=2665/3735, 12-13=-3738/4809, 10-12=-3738/4809 WEBS 6-15=1 769/2141, 7-15=-1 190/1258, 9-13=848/997, 7-13=-785/983, 5x10 MT20HS= 3x4 7 5x10 MT20HS-, 8 6x6 erc 9 17 16 24 25 15 26 1427 13 12 5x10 MT20HS= 3x10 -_ 5x10 MT20HS= 1.5x4 11 3x4 = 3x4 = 1.4 1fd-0.3 21.9-8 22:85 31-10-12 35-4-835r7-7_ '-4 7-0.15 39-5 0 2 4-4.1 52-7 35120•�-144 5-0 Edge] [10:Edge 0-0-41 CST. DEFL. in (loc) I/deft L/d TC 0.94 Vert(LL) 0.5015-17 >999 360 BC 0.83 Vert(1L) -1.2415-17 >433 240 WB 0.80 Horz(TL) 0.25 10 n/a n/a (Matrix-S) WEBS 6-1 5=1 769/2141, 7-15=-1190/1258, 9-13=-848/997, 7-13=-785/983, 5-1 5=1 335/1383, 5-17=-684/956, 3-17=-584l790 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121 lb --uplift at joint 2 and 1120 lb uplift at joint 10. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 3/4 in �Oiil 4x8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 228 lb FT = 20% Worniag-Pbmethorougblyserie.lhe'A-I ROOF TRUSSES I'S0(IPI, GINRAI RPNS 6CONDITIONS (IISTOM11i'BNIIl A(IINOWIEDGI!1EwNot. ynily dnig. puoms-nd-dmin.o lhi,T,.,,Dnig.Dto.mgVDD)and the Alion!Martint,P.E.Refuse- Shot he(oieuse. Dales olheetise statedonTh, SOD, an(y MANUEL MARTINET, P.E. MiTei tonnesror plmn shn0 he used tsar the IDD to be roNd. 1e a Truss Design Engineer(.e., Speti.lry Eogineerh the seal on anylOD repmenh sauneptume 0 the pminsiond eogmeniogusponsaddy lu Me deugn oEPoe Singh Tsns depeted oo Ha1DD oery,under TM -I, The design ossompins, boF g mndmom, �' suAo6ildy said use of this Truss has my hoildiog is the responsihTdy of the Ones, The0-s"aat9arited sager or the Buildiag Designi,is lhemnlen of[he 0(. Me or, loud huildiog sod, adTP4l. The oppard 00t, TOO and aq field uu of theTruss, mehdiog hooding, stooge, iumDmbn nndloads; shollhe ft #047182 resp.sbfiyotthe S.iLmgDnigmta.d(,au.dm. All not-W1.fheTDD oad the pmd'nesaad goid,lin,softhe Baildin(sampooenlSAerylnlormsaloo R(al pobishedhy Thl sand SB(A ore n(ne%ad far genial Rodents.INIdebes8e inpoatibEities and duties of the Truss Designer, Truss Desilo(ngineer aad 10p19 (harlt9n Ur. imss Yoaulodorer, oohs mkn.ise defined by o [whorl sayreed open i..ritiog by oV putin iomhed. The Iron Oesiya Eagioen is NOT the Baoldiag Designer m T-Syetm Engheerbr ooy hullding. All (apdalrted terms sau os defined inlPld. (apyrighl ©1015 A l Poal Irusus-Manuel Mortiney, P.E. PeprodoMon of This dammeal, in ooy form, Es prohihned.ith uritleo petmitsioo Tram A I Mool Trusses-Alonael Morfian P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply 61851 A16 Roof Special 1 1 A0549592 Job Reference (optional) rt t MwV' ­u00.0, s-s r r-I�rta.e=, r� ov�o, ucssyn�wa 1 uusa,wen 2-7-14 5.1-S8-3 aslrw-3 5x10 MT20HS WR 5.00 12 3x4 i 67 3x4 tl 3x4 y 4A 5 1 4 W7 1 2 d 22gg 24 23 22 1.50 5 7AO MT20HS 3x8 = 1.5x4 11 7x10 MT20HS-- WO = 7x14 MT20HS-- 5-1-13 14.6-4 Offsets (X,Y)— LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 15.0 Lumber DOL 1.25 BC BCLL 0.0 Rep Stress Incr YES WB BCDL 10.0 Code FBC2014/TP12007 (Mat Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 M7i ek Industries, Inc. Thu Jul 23 10:33:22 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-5yK IEfkymOA3PuHj7ZuKvMSL90uCgj7c8fsO7yvDhB 18.0-11 5x10 MT20HS= 1.5x4 11 9 4x6 8 10 W 12 0 N 21 33 3420 d19 18 4x8 = 5x10 MT20HS-- 3x4 11 7x8 = 5x10 MT20HS-- 3x4 11 12 3x4 13 Dead Load Dell. =11/16 in 8 o 14asd 17 16 7x10 MT20HS= 1.5x4 11 DEFL. in (loc) I/deft L/d Vert(LL) 0.72 21-22 >747 360 Vert(TL) -1.06 20-21 >504 240 Horz(TL) 0.43 14 n/a n/a 3x10 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 286 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 `Except- T2: 2x4 SP No.2 TOP CHORD 6) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 `Except` 2-3= 1914/3895, 3-4=8417f7068, to bearing plate capable of withstanding 1124 lb uplift B1,B8: 2x4 SP M 30 4-5=-7747/6345, 5-6=-5674/4860, atjoint 2 and 1115 lb uplift atjoint 14. 82: 2x6 SP 2400E 2.oE, 63: 2x6 SP No.2 6-7= 4534/3952, 7-8= 4465/3971, 7) This truss design requires that a minimum of 7/16" 136: 2x4 SP No.3 `Except' 8-9=-4587/4233, 9-10=-417813828, structural wood sheathing be applied directly to the top chord and'/� gypsum sheetrock be applied directly to WEBS 2x4 SP No.3 W1,W15,W4,W3,W2,W6: 2x4 SP No.2 10-11=-4363/3929, 11-12=-4432/3910, 12-13=-4771r4158, 13-14=5363/4565 the bottom chord. OTHERS 2x4 SP No.3 BOT CHORD WEDGE Right: 2x4 SP No.3 2-26=-4327/5551, 25-26=367/446, 23-24=-6553/8083, 22-23=-5658/7018, LOAD CASE(S) BRACING- 21-22=3927{5058, 21-33=-2099/3147, Standard TOP CHORD 33-34=-2099/3147, 20-34=-2099/3147, Structural wood sheathing directly applied. 19-20=-2818�3875, 10-19=-534/524, BOT CHORD 17-18=-325/503, 16-17=-3941/4843, Rigid ceiling directly applied. 14-16=-3941%843 WEBS WEBS 1 Row at midpt 17-19, 9-20, 9 21, 5-22, 6-21 3-26=1895/1623, 17-19=3012/3783, 12-19=509/645, 13-17=-661/706, MiTek recommends that Stabilizers and required 10-20=-936/1101, 9-20=-130111492, cross bracing be installed during truss erection, in 4-24=395/518, 3-24=-3162/3857, accordance with Stabilizer Installation uide. 24-26=3009/3745, 5-23=806/1127, 9-21=1574/1�03, 8-21=-474/637, REACTIONS. (lb/size) 6-22=5291742, 4-23=1046/906, 2 = 2151/0-8-0 (min. 0-3-3) 5-22=2063/1829, 6-21=-1402/1376 14 = 2129/0-8-0 (min. 0-3-2) Max Horz NOTES- 2 = 274(LC 12) 1) Unbalanced roof live loads have been considered Max Uplift for this designJ, 2 =-1124(LC 12) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 14 =-1115(LC 13) Vasd=132mph'r TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Max Grav Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) 2 = 2151(LC 1) and C-C Exterior(2) zone; cantilever left and right 14 = 2129(LC 1) exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip FORCES. (lb) DOL=1.60 Max. Comp./Max. Ten. - All forces 250 (lb) or less except 3) All plates are MT20 plates unless otherwise when shown. indicated. TOP CHORD 4) This truss has been designed for a 10.0 psf bottom 2-3=4914/3895, 3-4=-8417/7068, chord live load onconcurrent with any other live 4-5=-7747/6545, 5-6=-5674/4860, loads. i 6-7=4534/3952, 7-8=4465/3971, 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 8-9=-4587/4233, 9-10=-4178/3828, 10-11=-4363/3929, 11-12=-4432/3910, rectangle 3-6-0 titall by 2-0-0 wide will fit between the 12-13=-4771/4158, 13-14=-5363/4565 bottom chord and any other members, with BCDL = 10.Opsf. Wernrog-Phose theingidy reeiewthe'A I ROOFTRUSSFSCSMERLGENIRA(RROSO(OlDlDDGSEMOKIp(9UTRIApMOVRMSE Nr loso<Yn desige pua®ekss oodried role so this Twn Oesge Dm.mg QOOlond 16eA-1Unit.,PE110mme Short her ose. Uulmolherdse stmed.1h TDD,o* MANUEL MARTINET, P.E. AiTeh—ou,plet-bellbeutedlarthclDOlobe rdid. Astirm Oedgn Fngmen(Ee., Sperklry[rgmrmb shr uolwenylODnpmterlt or errap not the prolessiriml engimering mponohiGry In the design of lAe single iruu depiAed on lM1e lOD oily, under lPbl. The deslgeassumpNoes, ItvdiogrondOiem, 'deb sudobifityanduseoithislrussforonyl�diept,ThernpomibfiyeltheOmer,theOmeisoulharisedogmortheBuildingDngaer,inihesomemol�hellCthelB(,thekmhired building #047182 rtsponsikTaydtbe BtOdmg Oesigmr wd Ceakastm. AO tole setoalin 1M1e lOD ord IM1e prostirn tied poideNnes ofthe IoOdng GmpanenlSderylokrmd600(1(SgpebGshed by IPI tied WA ose nhnmed for generol guidons. TPId definesthe rzsponsihirdes tied dories of the Truss Oesipmr,Trust Design fngineer tied less N000hoorer,tier.,oth-hr, defined by .(.bid egned open to ifag by tiR priors i—Sed The Ties, Dodge Eton, is NOT she Badieg DiGgcrr er Irmtlymem Eogiem hr tiny building. All 61iftued Termmen tiedinTPld. 10019 EIIOrIIOD flr. (opyrigAl©1015 A -I Rooi trusses-Aenuel AorNoeR, P.L hisrodotnon of This domment, to toy form, is prohibited with written permission hoer A4 Roof Trusses- Xomel Martinez, P.E. Orlando, Ft 32832- 4 Job Truss Truss Type Qty Ply A0549593 61851 A17 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:23 2015 Page 1 I D:vVi ncsjBw*?hGGMZt8q WveiyzTEK-Z8uMyaf Mj4YOhZTTGg47s7ufbZP PxGFGroOQYZyvDhA 5-4-0 27-5.12 -1-10.1 -7-14 4&0 1 9.1-3 15.8-11 22-4-4 269-1227 32-5-0 3 1 3&1-15 3 44-8-8 -10.1 2-7-14 2-0-2 -& 2-3-3 fr7-9 6-7-9 4-5-ts 0.4-11-4 0.7-1 5.1-14 0-4-7 fit-2 0-8-0 0-4-8 5x10 MT20HS= 5.00 12 9 3x4 5x10 MT20HS Wa` 5x6 10 8 3x4 � 4x4 - 7 W1 1.5x4 II 6 1 W10 V111 4x61 4 5 5 W8 —133 3 �1 2 d 23 22 21 20 25 24 7x10 MT20HS= 4x4 = 5x10 MT20HS= 18 3x4 5x10 MT20HS-- 11 12 3x4 13 6 8 0 17 W2 CO 17 16 3x10 Dead Load Defl. = 11/16 in 3x8 = 1.5x4 11 1.5x4 11 7x10 MT20HS= 1.5x4 11 3x10 = 1.50 12 10x10 - 7x14 MT20HS= 5-4-0 12-7-14 4-8-G 9.1-3 i 15-&11 19-11-10 122.491 27-1� 27 `�.r12 32-0-8 35-914 ,38- 44-fL8 2-7-ib 2-42 39-3 6.7-9 42-1r 5 5 4&11 0.4-0 52-12 3.0.12 2-4-12 0-8-0 Plate Offsets (X Y)— [2:0-0-0 0-0-21 f7'0-5-0 Edge} [12:0-5-0 Edge], [14:0-2-15 0-1-8] [17:0-3-8 Edge], [19:0-6-0 0-7-0] [23:0-6-0 Edge] [25:0-3-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.73 21-22 >734 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.08 21-22 >499 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.46 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 269 Ito FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except• B5: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except` W15,W4,W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-21, 9-20, 10-20, 8-20, 17-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 2148/0-8-0 (min. 0-3-2) 14 = 2129/0-8-0 (min. 0-3-1) Max Hom 2 = 274(LC 12) Max Uplift 2 = -1125(LC 12) 14 = -1115(LC 13) Max Grav 2 = 2148(LC 1) 14 = 2129(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4765/3873, 3-4=7211 /6264, 4-5=-7481/6571, 5-6=-7013/6130, 6-7=-5058/4466, 7-8=-4992/4484, 8-9=-3750/3481,9-10=-3734/3521, 10-11=4425/4033, 11-12=4528/4161, 12-13=-4648/4150, 13-14=-5232/4563 BOT CHORD 2-25=429815377, 24-25=407/486, 22-23=-5533/6686, 21-22=-5180/6335, 20-21=-345514468, 19-20=-2911 /3863, BOT CHORD 2-25=4298/5377, 24-25=407/486, 22-23=-5533/6686, 21-22=-5180/6335, 20-21=-3455/4468, 19-20=2911/3863, 16-17=-3939/4723, 14-16=-3939/4723 WEBS 6-22=808/1097, 6-21=2019/1866, B-21 =-641/918, 9-20=-2108/2334, 3-25=1507/1343, 10-19=651/766, 11 -1 7=-247/288, 13-17=-654/701, 10-20=-1167/1210, 8-20=-1689/1637, 3-23=2440/2856, 17-19=-3297/4119, 11 -1 9=-375/530, 4-23=312/378, 23-25=-2880/3498, 5-22=-298/343, 5-23=305/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf,, h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1125 lb uplift at joint 2 and 1115 lb uplift at joint 14. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning-Pleasethonoghlymr;whe'AIIDOrTRUSSES (01lti6(NEPfdTEAMSA(ONDITIONS(1IS10.VSArlUYaIA(CNDNt(DGENENPW.Vnihd0g.pos—tenoolrmdoolnoolhisLossDngoNwigVDD)ondif. NooudNmline:,PEP e—,SheetRoy oreuse.Coln, .11—iukid onIf, IDD,00l/ odmgondfiom, MANNFLMApTINEI,P.E. aeN mnaedn pima,shallle used 1,1h,1111,hennhd Aracrux Deign Fngioe1(,,,Sp,,W1y Fngin... he srol onony1DD repesnnls o0onryloonof the profeni—1 engimnin5 rasp ubihly In M, design of the sigl,I depiaed on IT, ITS uly,undo, TPhnuum I. TA, do sip l, ' m0obirdyrod-oflbi,1,.,1.ylutldm1i,than,pomibTtyalIS, 0.ner,theDmeisou0wmedopolo, IS, Duddiog�espmi.lhemnledof14,IRClheO(,I6elo,ofbuildf,g,od000dMI.Th. opp-ol.1th,IDS dooyfiddoseofIS, Lew,wrludinghuodhne,slwage,fn,IONN,nondkodiq,sh.06,the #047182 MrnpmsibTiry olthe BoiHmg Onigl,,road(oeaoda. Allnotn setomSo thelDD ondthe proni,,so,d godermes oflbeOMog Wponem Sdery lntormotbn(IOq poH,b,d by IN ool SECA ore ufaemedTo, S—ol guidon,,.INIdefioathempoos1:15fis and doHn of the imu Dnigner, imu Design E,yimer end 10019(horltanUr. Imw Mmdodorer, oohs mher.iu de0ne16y o (onhod oyreed upon io nitmg by o0 podia ioroMed. ae Imss oesiyo Fngi,m is NOLhe Idldieg Designer or ImxSystem Fngi,en for ooy boildiog. A0 (opihlind Inms ore m de0oed inIP41. (opyrighl ©1015 A -I Pool Trusses -Manuel Mortion, P.I. goprododion d this dommenl, in ooy Co., i, prohibited Wh vritfeo pnmission homA-I goof Tmoes-Manuel Hanlon P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61851 A18 Roof Special I 1 A0549594 T RVur 1Ruooma, runi rimmt,=, rl-J9 U,UtWgFI(W IUUSS.GUnI 2-7-14 2-7-14 3x8 5x10 MT20HS Wlk 1.5x4 11 6 7 3x4 1.5x4 II 53x8 4 Y;z124 23 22 7x10 MT20HS= 3x8 = 1.5x4 11 7x14 MT20H%O 12 3x10 = Reference (optional) � Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:23 2015 Page 1 ID:vVincsjBwi?hGGMZt8gVW eiyzTEK-Z8uMyafMj4YOhZTTGg47s7ueGZPMxGIGroOQYZyvDhA 19-11-10 ,22-" 26-9-12 , 32-6-12 383-11 44$-8 46-7-2 12 5x10 MT20HS= 9 2x4 11 3x4 10 5x6 WB-- 11 11 12 3x4 lit 13 12 4 3 15 6 W2 2031 32 0 19 5x10 MT20HS= 38 17 16 x4 113x10 7x10 MT20HS= 1.5x4 11 6x8 = P-1 n-2 Dead Load Defl. =13/16 in > a� Plate Offsets (X,Y)— [2:0-0-0,0-0-2], [7:0-5-0,Edge], [11:0-3-0,Edge], [14:0-3-0,0-1-81, [17:0-3-12,Edge] [19:0-2-8,0-3-01, [21:0-5-4 Edge] [22:0-6-12 Edge] [24:0-3-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CST. I DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.74 20-21 >724 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(FL) -1.20 20-21 >446 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(fL) 0.45 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix lS) Weight: 267 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except" 134: 2x4 SP No.3, 135: 2x4 SP No.2 WEBS 2x4 SP No.3 'Except" W13,W4,W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-21, 8-20, 9-20, 9-19, 17-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 2148/0-8-0 (min. 0-3-3) 14 = 2129/0-8-0 (min. 0-3-2) Max Horz 2 = 274(LC 12) Max Uplift 2 =-1125(LC 12) 14 =-1115(LC 13) Max Grav 2 = 2148(LC 1) 14 = 2129(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4897/3901, 3-4=-7361/6249, 4-5=-7631 /6556, 5-6=-6802/5743, 6-7=-6830/5924, 7-8=-6755/5935, 8-9=-4480/3958, 9-10=-4450/4134, 10-1 1=-4320/3880,11-12=4390/3861, 12-13=-4773/4158, 13-14=-5365/4564 BOT CHORD 2-24=-4333/5529, 23-24=466/496, 21-22=-5512/6792, 20-21=-3648/4831, 20-31=2206/3315, 31-32=221113298, BOT CHORD 2-24=-4333/5529, 23-24=406/496, 21-22=5512/6792, 20-21=3648/4831, 20-31=-2206/3315, 31-32=-2211/3298, 19-32=2214/3292, 10-19=-458/610, 17-18=322/311, 16-17=-3940/4845, 14-16=3946/4845 WEBS 3-24=1543/1345, 6-21=-305/417, 8-21=1727/2034, 8-20=1557/1593, 9-20=1496/i 920, 9-19=1212/1174, 17-19=3005%3967, 12-19=-566f707, 13-17=-661 /hEi 5-21=672/814, 4-22=302/395, 5-22=-297/323, 3-22=2433/2919, 22-24=2871/3565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mp�; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp DI End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C1 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live'load of 20.Opsf on thel bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1125 lb uplift at joint 2 and 1 r 15 lb uplift at joint 14. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/V g'ypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wa,e;.g-Phem Ihn,angMymae. me•Aa RDDmIRsnl'Slluhj, D(x1PumMs t mwomaus(us1DxFPrNurEo7�(ruovnmaNFxrfo�m. vmily de,ye po,an,eh,s aad,ead ease, an Ihn ua:, De,yn me.;.g;(oD) ondtheMaouel Ymiion, Pd. gelneme SEeef belouuu. Ddeu atheniu stored on ilrc TDD, eoF/ �NTeh,enoedor plmessboh be uudlot the TOO lob, nht Asohass Dnirn (ogoem(n, Spe,airy Fogmem`Ihe sevlenanyIDD upnams on ueeploom of the peolessmnal eaglnevi.1sp—ibify for the dedgo ofine,inle Truss d,pi,ted on the TOO only, under TPld. The dedgnasumpfiae,, loodag,aaditiaas, MANUEL MARTINET, P.E. ' whobiMyendmeofthisir��foraayloDragislheenpoodbTiryof%eD.mr,McOm<eiautharirzdegemoetheBudd�ogDes'ryon,mthemeh>1ofIM1eIM,IM1eIh(,thelmolbuiWingeodeoodRl-1.IheappoedotMeNDondaayfielduseof the lros,in,hdioghandbag, dwoge,imlullatanand loading, sbail beShe #047182 respwdbidy oFtbe hmBmg Dnirm,and(oonona. AA owes aloof ie the lDD oadlhepeoniees and gmd:Imn oftheruDd�ig GmpaaentSafeyloformabron(r(dgpubhsbedhylPtand Sl(A ore,elerensed lot germof goidoam. IPld debate, theusp..4,1ties and dotia of The Trum D,,igne,, Tru„ Dmira[,On-ored 10019 Chhrlton Cir. Imss Ilaaaladoem, oaless V.4tehndehaedbya(.*ad ag,eed open in.,Nar by a pmfie, i hod. The Imes Design Fegaeer is NOT the hildieg besigoe,wbrass Systea rngaee, To, my building. All Caphltre I —ma as dehoad bIPI-I. Copy,ighl©101P A l Paol Tutus• Mond Madiaen, P.E. Pepodomon of Ihi, domment, in any lam, Is pohibited ovith.eitien panonsian ham A-1 Pool Tmsms- Manuel Matinee, P.F. Orlando, FL 321132 Job Truss Truss Type Qty Ply F A0549595 61851 A19 Roof Special 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:24 2015 Page 1 ID:vVincsjBw7hGGMZt8gMeiyzTEK-1 KSkAwg_UNgtJjlfgYbMPKRpgzkcghpQ4S8z5OyvDh9 2-7-14 -j-10.10 14$0 t 13-11-1 117-6-11 22-4-4 2Fa9-12 32-6-12 383l5 44.8-8 A6-7-2 11 N1 202 47-9 47-9 37-9 499 45a S9-0 593 6�9 101 2-7-14 5.00 rl2 5x10 MT20HS= 2x4 II 9 3x4 5x6 WB-- 24 23 1.5x4 11 7x10 MT20HS= 17 16 15 3x10 3x10 = 1.5x4 11 7x10 MT20HS= 3011 7x10 MT20HS= 1.5x4 II 3x10 = 1.50 12 7x14 MT20HS= LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ffP12007 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except' 134: 2x4 SP No.3, 135: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W13,W4,W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-19, 8-18, 16-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2149/0-8-0 (min.0-3-3) 13 = 2128/0-8-0 (min. 0-3-2) Max Harz 2 = 274(LC 12) Max Uplift 2 = -1125(LC 12) 13 = -1114(LC 13) Max Grav 2 = 2149(LC 1) 13 = 2128(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5038/3995, 3-4=7468/6305, 4-5=-7779/6680, 5-6=-6490/5478, 6-7=-6392/5482,7-8=-5339/4565, 8-9=-4506/4108, 9-10=4384/3874, 10-11=-4455/3855,11-12=4817/4156, 12-13=-5408/4564 BOT CHORD 2-24=-4459/5708, 23-24=-406/500, 21-22=-5194/6633, 20-21=-5197/6630, 6x12 = 32-6-12 CST. DEFL, in (loc) I/dell L/d TC 0.89 Vert(LL) 0.7519-20 >719 360 BC 0.82 Vert(fL) -1.4518-19 >370 240 WB 1.00 Horz(TL) 0.47 13 n/a n/a (Matrix-S) BOT CHORD 2-24=-4459/5708, 23-24=-406/500, LOAD CASE(S) 21-22=-5194/6633, 20-21=5197/6630, Standard 19-20=-4402/5788, 19-31=-2228/3362, 31-32=-2230/3341, 18-32=-2236/3327, 9-18=-422/561, 16-17=331/202, 15-16=-3941/4885, 13-15=-3941/4885 WEBS 3-24=1541/1323, 5-20=-826/802, 7-20=-939/1169, 7-1 9=1 797/1808, 8-1 9=1 883/2423, 8-18=-1146/1214, 16-18=-2996/4193, 11-18=-544716, 12-16=-659f706, 3-22=-2578/3059, 22-23=-190/251, 4-22=-474/591, 5-22=734/608, 22-24=2805/3537 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 8 = 16% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1125 lb uplift at joint 2 and 1114 lb uplift at joint 13. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/i gypsum sheetrock be applied directly to the bottom chord. Dead Load Dell. = 15/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 265 lb FT = 20% ��,• {r � ��f � �ryT� a '�, We. ding •PMme thoroughly reda the 11 BOOT TRUSSES ('SU![III GINIBM THUS G(ONOITIONSCUSTOMER rauYENIAOINOIYSEDGEMTNr form Yedly desige paomefon o.d read notes oe lhishonDesige D—ingpls))ad th,11-1 Nest—, P.E. Wesare Sheol before use. Ude,, Oh—kedoted on the IDO, only MANUEL MARTINET, P.E. MiTeh nreesror plmm 0,111, med for tha IDD to 6e rolid. As o Loss Design Enginea(Le,Speriolty Evgmeer4lhe srel on ay Too reprments an oneplono .1 the prolessiovol ngmeerivg rmpon 3iNry for the design .1 the single Truss deputed on the IDO ody, uoderT%.1. The desig...... ptioos, boding mdlrr-, I su0obddyanduse ofthis T— To, onybuild' ono is the ,apasihTlyoIthe 0—, the 0—',nulhmindcoal or, the BuildigDesyvn,mtheronlutofthe IM the lB(, the food buMngrude end TEM. Theepp-edofthe TOO adut, field use ofthe Ernst, mrhdinohaedin,slaoge,w1fietimandAnirea,shophethe #047182 msponsihlny of the Building Emigres ad(atiorla. AU notes set oulis the TDD and 6, patm ad guidelines ofthe SAL ding(wpe-1 SAty ltdormmanRISI)BobSsbed by lPi adSB(A on r,fnewed for gemnl guidantt. IPll defines the respensibir&s and dories of the Truss Designer, Truss Design foorreer ood 1001900FIlon Or. hum Madero-, unless oth-h, defined by n (omnd ogreed up. I..rili g by no palm imohed. the Inn Design Engineer is NOT the BuUdieg Oesihnn or Inn System Engieeer for noy building. Ali (ap0alhed Isms ore m de0oed m1Pl-I. (opyrighl01015 A.1 Roof Trusses -Manuel Manner, P.[. beprodudioo al Ibis dommenl, in ony form, Is prohibited vilh rri0eo permhsion hum A-1 Poof Trusses-Mannel Madioer, P.E. Orlando, FL 321132 Job Job s Truss Type I Qty Ply rzo Roof Special 1 1 A0549596 n, rt��r ,rtuaaca, rvrtr r,crtuc, rc .ravo, ucarynlw,a nruaa.wm 2-7-14 -1-10-10 4430 7-5-0 , 11-0-2 , 15-8-14 10-10�2'2-9-0 3-7-2 4.8-12 2-7-14 5.00 5x10 MT20H� q I6 5 7 3x6 - 6 1.5x4 II 5 3x8 - 4 �AI1 1 2 20 d 22 3x4 = 21 7x1 U MT: 24 23 3x8 = 1.5x4 11 7x14 MT20HS= 1.50 12 3x10 = Job Reference o Tonal 0 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:25 2015 Page 1 I D:vVincsjBw?h GGMZl8gV W eiyzTEK-VX06NGhcFhokwtcsOF6bxY_MN41P8 CZ16tXd SyvDh8 5x10 MT20HS= Dead Load DeN. = 3/4 in as 4x6 3x4 9 5x6 WB� 10 11 1 3x4 12 12 13 5 7 4 16 W2 1 19 d18 4 t d4 4x10 = 17 16 15 3x4 II 3x10� 7x10 MT20HS= 1.5x4 11 -5x8 = 22 q-426-9-12 32-6-12 38 3-11 44-8-8 0 4-5� 5 s o 5 9-0 6-4-12 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) 0.81 20 >665 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(Q -1.18 19-20 >455 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.50 13 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (MatdxIS) Weight: 268lb FT= 20% LUMBER - TOP CHORD 2x4 SP M 30 "Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, 134: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except" W14,W4,W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-19, 8-19, 16-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2148/0-8-0 (min. 0-3-2) 13 = 2128/0-8-0 (min. 0-3-1) Max Harz 2 = 274(LC 12) Max Uplift 2 =-1125(LC 12) 13 =-1115(LC 13) Max Grav 2 = 2148(LC 1) 13 = 2128(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4836/3931, 3-4=7181/6234, 4-5=-7440/6531, 5-6=-6710/5826, 6-7=-5869/5161, 7-8=3757/3481, 8-9=-3739/3519, 9-10=-4134/3863, 10-11=4204/3844, 11-12=4638/4156, 12-13=5230/4558 BOT CHORD 2-24=-4372/5467, 23-24=-405/484, 21-22=-5555/6667, 20-21=4881/6090, BOT CHORD 2-24=-4372/5467,23-24=-405/484, 21-22=5555/6667, 20-21=-4881/6090, 19-20=-4076/5271,18-19=2774/3690, 9-18=374/395, 116-17=366/516, 15-16=-3934/4720, 13-15=-3934/4720 WEBS 3-24=1509/1345, 7-19=-2653/2390, 8-19=2083/2319, 9-19=-811/940, 16-18=-29513/3632, 11-18=6251727, 12-16=660/700, 6-21=299/434, 6-20=938/924, 4-22=-281/336, 5-21=60V731, 5-22=-231/268, 3-22=2430/2852, 22-24=2859/3471, 7-20=1487/1940 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. Il; Exp D� Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All -plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with -any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the; bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1125 lb uplift at joint 2 and 11115 lb uplift at joint 13. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/:° gypsum sheeVock be applied directly to the bottom chord. LOAD CA Standard Wareing PkoutEmngMymeinMl'bldO0I...........IEP),G[XFBALfrim CO!IDmOgS(llIIOY(gl'g11YgjALCN0glE06(!eLNPlmm.verilydaigapmomeknmd,mdwlesoolbisT,assOsit aOro.v�g(NDloodlbeYamelYarli a"'.gelmemeSAeetbetmeose.gdessatderviunmedonthelDD,anh"Oflmd�F .E. Yiieb m,memr plums shall be used lm the f00to be valid Asa Truss Design [soon (e., Specialty (ngiaenL the sal an anyTDO mprnen1, w angtwm olMe pro6sdoial eugianieg,mpaosib5ly lm rile desip,.IMe si.gk Lms depided as If. TOD nary,..do,TPbl. The dmigo onunptiun, Lodi. middion, ' suitabiliywdasealthis Tr.ssInmyIsuildingisMesosponsibB,ofthe Over,the0use,ianhuriued.Bentorshe Bul�ngDnigner,!ails.metenatThe IXthe B(,MelomlbeildingrodeedTPE1.Uspp... Iatthe TODadmyfield use atshe I,-,io,lvdl.ghandike].age,fost.11min.9bumusil,shillbethe '�uspmsiGTilyotthe B.ad'mg De,ig.er.nd (oenod.r. AO oath sq outiv Me 1DD and the praM,es.ed poidelmo of the BoDdiig Ompaeeatfalerylydor�aaron�8(SIJ pubOshcd bP1oI and SI(A ne,elnenedtm gemml gaidanm. IPI1 dermestbe rnpomibifdes wd dutin olMehms Oetignq lmss Design Eeginen and !mo Yaed.Mrn,..kn odherviu defined by. (anh.d agreed op.. in siting 6y oU pmlies iavdred She fmn Desiga(egi er 4 YDI Me Podding Desigeer orlr.nSpain Engieen Tm ey WhIng, AD (opiroL¢ed toms me m &had i.TPI.I. Caprrighl ©701g Ad Po.l (rotas • Manuel Yarti.ed, P.[. Pepr.d.dian of this dammem, ieguy latm, Is ptahibited with nitle. pnmigua.liom AI Pool Tmsus-M.aael Y.di.et, P.E. Job Truss Truss Type Qty Ply 61851 B01 G HALF HIP GIRDER 1 2A0549597 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 3u 2u15 Print: 7.e20 s Apr Su zu-To mi l el( mausmes, inc. I nu Jul 23 10:33:26 20i5 t ID:vVincsjBw?hGGMZt8gMeiyzTEK-zjZUbciFO?wbY1 B2yzdgUIWB_nSZ8griXmd49L �_d n_en dta_1F 7-n-n 7_CL1d 19-n-1n 16-3-5 24-8-12 1 29-3-0 , 3x4 = ! SBISV 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 2x4 SP M 30'Except' T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-6 oc bracing. REACTIONS. (lb/size) 8 = 2365/0-8-0 (min. 0-1-8) 2 = 2394/0-8-0 (min. 0-1-8) Max Horz 2 = 264(LC 23) Max Uplift 8 = -1582(LC 5) 2 = -1577(LC 4) Max Grav 8 = 2365(LC 1) 2 = 2394(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4952/3230, 3-15=-4545/3069, 15-16=-4545/3069, 4-16=-4545/3069, 4-17=5899/3830, 17-18=5899/3830, 18-19=-5899/3830, 19-20=-5899/3830, 5-20=-5899/3830, 5-6=2921/1827, 6-21=-2921/1827, 21-22=2921/1827, 22-23=-2921/1827, 7-23=2921/1827, 7-8=-2316/1576 BOT CHORD 2-1 1=3030/4473,11-24=4169/5954, 24-25=-4169/5954, 25-26=-4169/5954, 26-27=4169/5954, 10-27=-4169/5954, 10-28=-3702/5245, 28-29=-3702/5245, 29-30=-3702/5245,30-31=-3702/5245, 9-31=-3702/5245 WEBS 4-11=-164611292, 4-10=-68/433, 5-10=162/980, 5-9=2838/2290, 7-9=-2068/3388, 3-11=784/1449 Dead Load Defl. = 3/8 in 3x4 = z9 GJ Lm Ge ru co ca — — .— .+u 5x10 = 3x6 = 3x6 11 12 0 10 20-6-1 29-3-0 3-1-1 8-5-7 8-8-15 0-3-01 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.71 Vert(LL) 0.3010-11 >999 360 MT20 244/190 BC 0.66 Vert(TL)-0.5410-11 >646 240 WB 0.65 HOrz(TL) 0.11 8 n/a n/a (Matrix-M) Weight: 274 lb FT = 20% WEBS 4-11 =1 646/1292, 4-10=-68/433, 5-10=162/980, 5-9=2838/2290, 7-9=-2068/3388, 3-11=784/1449 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered -equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust). Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1582 lb uplift at joint 8 and 1677 No uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 Ib down and 332 lb up at 7-0-0, 121 lb down and 210 Ib up at 9-0-12, 121 lb down and 210 lb up at 11-0-12 , 121 lb down and 210 lb up at 13-0-12, 121 lb down and 210 Ib up at 15-0-12, 121 lb down and 210 lb up at 17-0-12, 121 lb down and 210 lb up at 19-0-12, 121 lb down and 210 lb up at 21-0-12, 121 lb down and 210 lb up at 23-0-12, and 121 Ib down and 210 lb up at 25-0-14, and 121 lb down and 210 lb up at 27-0-14 on top chord, and 386 lb down and 273 Ib up at 7-0-0, 67 lb down at 9-0-12, 67 lb down at 11-0-12 67 lb down at 13-0-12, 67 lb down at 15-0-12, 67 lb down at 17-0-12, 67 lb down at 19-0-12, 67 lb down at 21-0-12, 67 lb down at 23-0-12, and 67 lb down at 25-0-14, and 67 lb down at 27-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-7=-70, 8-12=20 Concentrated Loads (lb) Vert: 3=66(17) 6=114(F) 11=-386(F) 15=114(F) 16=-114(F) 17=-114(F) 18=-1 14(F) 19=-1 14(F) 20=114(F) 21=-114(F) 22=-114(F) 23=-114(F) 24=-41(F) 25=-41(F) 26=-41(F) 27=-41(F) 28=-41(F) 29=-41(F) 30=41(F) 31=-41(F) 32=-41(F) 33=41(F) r . 3 Wmmim9.p4me tbomoghly me ire the'A.I ROOrTBUSSESI'smill, GDOIAI TOS&(0ti0]noNS(DS10411rBDItR1ACRNOWIEDDESSTNr lmm. ymity denyp proof emitted ,of,,mthis ➢ms Mile Dio.in1RM and the Alem.]Bmli-,P1. RelmrmeSher]beforeme. Dole's mhmeise stated on the TOD, tell MANUEL MARTINET, P.E. WleA mnmdmr plmn sMll bo used for Me NDto hera4d. An mTruu Denigo Fnginem(u,Speriolry EagineorJ, the net]on amyiODtepn.Ns oo essry,mnof the polmtimel ngimering tmpwslb yly lot the design al the single Truss dryidrd me the TDD mly,..de, TMd. The design msomptitm, bod'mg omfri n, �' suBaMtity zed meofthis Truss for myleldingisthe rmpombTrryofthe Deter, the Ometimerited spolerthe 84d;,gEmigres, mthe tmlatofto, V(, the It(, III, imelbAtangred, atdM1.The oppmrd.lit, TOD mdtroy field meofthe Tmss,ietImlolhoadAng,slorogr,inMlotneondto. iag,*0bethe #047182 responsibikl'elthe BmiMmg Oesipter ondCatnedor. All notes meoul in the TOD mrdthe podirn mdgeidefmn.176, Bmlding(omprem Sdey lnmmnim@(SQpubB,hed ly Rlord SB(A ornelnemed for general goidenre. IPI Idefie.,the rmiomibilirim and derin.1kTron Denipnn, Truss D01, E.giorer and 10019 Chorlt0n tir. Iruss Aludedmrer, Doles, othm.4t defieed by a (oohed oyreed open in nifng by ell prim ie.N,& era Irmo Dmigm 14.... is NOT the BuOdieg Orsiper or TrussSys4m Engi.eer for my babij. All Ultihik s] firms ore m define! isTK1. Copyright ©101 5 Ad tool Trusses • Mond Martinet, P.E. Repod.etion of this dam a nt, it may, form, is pohitaed eith striate permission fnm A-1 Roof Trusses -Morreel kmtion, P.E. Orlando, FL 32832 Job Truss Truss Type I Qty Ply 61851 B02G HALF HIP GIRDER 1 1 A0549598 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@alt(uss.com I Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:27 2015 Page 1 ID:vVincsjBw?hGGM2t8gWveiyzTEK-Rv7toypnl2SABmEVg931 z3Q2ApXt8ksmQMdiKyvDh6 1-10-10 3-9-15 , 4-7.-5 , 7-M 10-7-12 143d 14ZLA 4x4 r 5.00 12 1.5x4 3x4 5 1.5x4)9ad Load Defl. = 1/4 in ce I,` ae 8 15 16 17 7 3x4 = 3x8 = 6x6 = 3-9-15 4-7-5, 740-0 10-7-12 14-3-4 14- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.36 7-8 >466 240 BCLL 0.0 Rep Stress Incr NO WB 0r60 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 72 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-15 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 = 1115/0-8-0 (min. 0-1-8) 7 = 1210/Mechanical Max Horz 2 = 264(LC 8) Max Uplift 2 = -719(LC 8) 7 = -837(LC 5) Max Grav 2 = 1115(LC 1) 7 = 1210(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1913/1228, 3-4=-1697/1103, 4-12=1552/1054, 5-12=1552/1054 BOTCHORD 2-8=1258/1709, 8-15=845/1090, 15-16=-845/1090, 16-17=845/1090, 7-17=845/1090 WEBS 4-8=77/394,3-8=-213/315, 5-8=-313/658, 5-7=-1431 /1110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss chord live loa loads. 5) ' This trus 20.Opsf on til rectangle 3-E bottom chorc 6) Refer to gi 7) Provide m to bearing ph joint 2 and 8: 8) "Semi-rigi( end fixity mo of this truss. 9) Hanger(s) provided suff Ib down and Ib up at 9-0- 11-0-12, and top chord, ar lb down at 9 lb down at 1 10) In the 1 face of the LOAD CA; Standard 1) Dead + , Plate li Uniform Vert: 1- has been designed for a 10.0 psf bottom id nonconcurrent with any other live Vert: 4=66 14=114(B) has been designed for a live load of bottom chord in all areas where a •0 tall by 2-0-0 wide will fit between the and any other members. der(s) for truss to truss connections. :chanical connection (by others) of truss to capable of withstanding 719 lb uplift at 7 lb uplift at joint 7. pitchbreaks with fixed heels" Member el was used in the analysis and design r other connection device(s) shall be ient to support concentrated load(s) 231 12 lb up at 7-0-0, 121 lb down and 210 ?, and 121 lb down and 210 lb up at 21 lb down and 210 lb up at 13-0-12 on 386 lb down and 273 lb up at 7-0-0, 67 -12, and 67 lb down at 11-0-12, and 67 0-12 on bottom chord. The in of such connection device(s) is the ,f others. D CASE(S) section, loads applied to the ,s are noted as front (F) or back (B). Live (balanced): Lumber Increase=1.25 se=1.25 s (plf) 4-6=-70, 7-9=20 Loads (lb) 8=386(B) 12=114(B) 13=-114(B) 5=-41(B) 16=-41(B) 17=41(B) Wsrmeg-PTons, fearoagMym,ie•IM1e'Ad ROUTIMIS('SE11It]GINITI(InYS6(ONDINDNS(US1g4(PfBDV(R1A(1710BiEDsfvl'form Verily', igispereast and rzed car,,.IN, Tun Desgr Drormg000) ad TheNwuel Notlmn, Pi Pef-es. Neel before cuss Darns ofbarise doted oo the TDO, owy MANUEL MbATINEZ, P.E. �Mdek mvn,mr pions sha06a uud 1. Me NOIv he rvlid Aso Truss Design Fngimer(e.,Spatidry login,.), IT, seal oo any npr.,vn we eaeplwn oltba pmlesilowl eegivessiog iapsysihiyrty la Ma d.ignof the dvgk Uoss depided ov Me iDD aoly, ceder IPFI. Re Gdgnmsu.plion, Ivvdivgmndnmos, ' sari.bilityondwinoflbisLonfa,anyleadingisthernponibi(iis hheOwner,theOmn'snulhoricedogee1.IheRaidngMgaeemlheeaeledollheRLIM1e1B(,MebulbuJdiogudeond1P41.TheopproedartT,TODandanyOdduseoftheLun,inrIndiagheadlin Owage,iaslolfolron andbuuag,'bellbe[be #047182 responsib-Dry elthe Brildmg Designer cad(aanereer. All voles ul aerie., TOO andTe Towns aid guidelines olthe laidng(irnap ntielerylnkrmolion(BnQ pubbsM1ed BP Ri ondSB(Aau ufnenred(or Bemulgodonu. IPTl dcfiveede usponsiBiities and iulies of lheLs Oesipmr,imss D.ipn Enpineerovd 10019 Charlton Cir. cuss Nomdadurn, ovins orheniu dehnd by o (cohort oyreed spio mrrilinp b7 od pmriesueohed the Inn Dedgo 1.0—is NOT IT, Building D.Tress or I—Sysu. Fegineer for acybuiEng. All CapNorn<d In.s ore os deliaed inlR 1. (onrighl©7015 A-1 goal Tra--Marcel Nadine', P.F. R,pudodion at Ibis doumenl, is any form, is puhibited with written p—isdan hem A-) Roof (.sus -Mandel Martinez, PL Orlando, FL 321132 Job b Truss Truss Type Qty Ply A0549599 61851 C01G ROOF SPECIAL GIRDER 1 1 Job Reference o tional Al KUUE- I KUSStJ, I -UK I V ItKUr-, r-L dga90, aeslyn(rwd 4Y8 = .err. r rID:vVincsjBw?hGGMZt8gWveiyzTEK-% 11-7-0 1 13-7-0 , 17-11-4 Dead Load Defl. = 5/16 in 3y(6 - 1.5x4 11 3x4 = 6x6 = 3x8 = vaiM! EWAN 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 0.75 Vert(LL) 0.35 10 >777 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(rL) -0.49 9-10 >550 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 110 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-13 oc bracing. WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8 = 1932/Mechanical 2 = 1920/0-8-0 (min.0-2-4) Max Horz 2 = 222(LC 8) Max Uplift 8 = -1321(LC 5) 2 = -1278(LC 8) Max Grav 8 = 1932(LC 1) 2 = 1920(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3736/2562,3-16=3907/2798, 16-17=-3907/2798, 4-17=3907/2798, 4-5=4172/2954,5-6=3204/2204, 7-8=-321/322 BOT CHORD 2-12= 2373/3357, 12-20=-2381/3382, 20-21=-2381/3382, 11-21=-2381/3382, 10-11=-2381/3382, 9-10=3374/4798, 9-22=2204/3204, 22-23=2204/3204, 8-23=2204/3204 WEBS 3-12=170/600, 3-10=-470/690, 4-10=585/1130, 5-10=1333/939, 6-9=-535/997, 6-8=-3463/2381, WEBS 3-12=170/600, 3-10=-470/690, 4-10=585/1130, 5-1 0=1 333/939, 6-9=-535/997,6-8=-3463/2381, 5-9=-1774/1302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever 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 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 metal plate or equivalent at bearing(s) 8 to support reaction shown. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1321 lb uplift at joint 8 and 1278 lb uplift at joint 2. 9) "Semi -rigid pitchbreaks with fixed heels" Member -end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 332 lb up at 7-0-0, 121 lb down and 210 lb up at 9-0-12, 121 lb down and 210 Ib up at 9-6-4, 231 lb down and 332 lb up at 11-7-0, 149 lb down and 205 lb up at 18-7-12, and 105 lb down and 150 lb up at 20-7-12, and 128 lb down and 136 lb up at 22-5-4 on top chord, and 386 lb down and 273 lb up at 7-0-0, 67 lb down at 9-0-12, 67 lb down at 9-6-4, 386 lb down and 273 lb up at 11-6-4, 125 lb down and 60 lb up at 18-7-12, and 36 lb down and 1 lb up at 20-7-12, and 76 lb down at 22-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-7=-70, 8-13= 20 Concentrated Loads (lb) Vert: 3=66(F) 4=66(F) 7=-128(F) 8=-45(F) 12=386(F) 10=-386(F) 16=-114(F) 17=-114(F) 18=109(F) 19=-58(F) 20=-41(F) 21=-41(F) 22=125(F) 23=-25(F) Wmemg-Ple thoroughlyreeie.the'A-I Roof T➢OSSIS(SHIII,GENERAL TERMS&(ONDITIONS OISTONER('BDY1110110NI(DDININT' Term gaily dtsign peo—f s.od,,.d.arosoo this Truss Design Orcurie, ODD) and the Noneel Martins, P1 Rdemme Sheet before use. Ddenothenise stated on the lOD, Dory MANUEt MARTINEZ, P.E. Yirei mnnedor plNn shaO Ds usedfor tha lOD to be solid Isoirus: Design Fngineer(e.,Spesiolry tvginveQ, IM1e seal on onylDO mpresents ae eaeptwn of the prolnsionol engineningsapom3dity far the design of the single Truss depned on the TDD only, arch Vs.). the deign ossomptioot, hood gmrm.un, suitability and use of this truss for any luilding is the nporrubirdy of the Owner, The 0.neis o timed ogmt or the hildmg D,sigm,mthe motesl d the llG Me IB(,the lad holding rodeo.d TP1­1. The oppr.ed of the IDD end any field use of the Truss,imiuding hunting, sluoup, iostolimbn and bm,ing, shell he the #0471R2 ,esp.. Poildmg Designs aed(anhonos. All rulenet out in the TDD and the prodine, oed goldelines of the Buil6ig(oreponentSafety Odormancn(B(SQ published by Rl nod SB(A are in(ern,ed for ganmlfluidness. SEE I de6ne,the rnpe.dbiBNa and durid of the Truss Designer, Truss Design trill -,and 10019 Charlton Cif. Ernst Nueulodurer, udess oth—is, defined by. turbot ogmed apers in union, by n0 profits i—Wed. the Trust Desigo togioeei is NOT the Building Designer or truss Sydem Engi—, for any b rilding. All (opiedkedterms are us defined inlPI.I. Nity,ight07015 A-1 four Trusses • Mutual Yortinee, P.L lepiododion of this dommenl, in any loan, Is prohibited.1th nine. permission Its. A-] Roof Ims--Monet Mosinee, P.E. Orlando, Et 32R31 Job Truss peIQty PlyJob CO2 rROOF TRUSS 1 1 A0549600 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnr?altruss.com I Run: 7.620 s Apr 30 2015 Print: 7.620 IS Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:28 2015 Page 1 s•7-0 I D:vVincsjBTn?hGGMZt8gV VveiyzTEK-v5h F?IjVYcAJnKLR30glZAcWGa57cd2??46BEnyvDh5 o-3-e 4x4 = _ 1.5x4 II 5x6 5 4x4 1.5x4 II 5.00 12 k5X44 7 8 11 3 2 aLi d1 e r Ell 14 13 12 3x8 — 2x4 II 5x6 = 3x4 = 9-7-0 Dead Load Defl. = 1/4 in 2x4 II 3x6 = 10 cS c5 B2 11 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 4.79 Vert(LL) 0.25 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.47 12-14 >577 240 BCLL 0.0 ' Rep Stress Incr YES WB ' 47 Horz(rL) 0.06 11 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix �S) Attic -0.14 12-14 726 360 Weight: 124 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. Except: 1 Row at midpt 4-7 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 11 = 1004/Mechanical 2 = 1151/0-8-0 (min. 0-1-14) Max Harz 2 = 288(LC 12) Max Uplift 11 = -556(LC 13) 2 = -582(LC 12) Max Grav 11 = 1047(LC 2) 2 = 1238(LC 2) FORCES. (1b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3075/1982, 34=-2779/1985, 4-5=-100/349, 5-7=38/291, 4-6=-2868/1771, 6-7=-2868/1771, 7-8=-2791/1989, 8-9=-2791/1989 BOT CHORD 2-14=1989/2791, 13-14=1989/2791, 12-13=-1989/2791, 11-12=1352/1726 WEBS . 3-14=47/553, 8-12=309/506, 9-12=749/1253, 9-11=2013/1586 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extelrior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord Iand any other members. 6) Bottom chord live load (30.0 psf) and additional bottom chord Idead load (0.0 pst) applied only to room. 12-14 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint 11 and 582 No uplift at joint 2. 9) This truss design requires that a minimum of 7/16e structural wood sheathing be applied directly to -the top chord and % gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Wareing.PkmeT ROOFTiOSfSELLT11, GENERAL RIDSbCOMDInODSCOSTD.MEgI-BMnAr1NOWIEDHDSgrfur.ynil�designpuomehnwdrevdrolooe IbisLo,s D6Sr D-g(IOO)ondlhe II—IAlmtmer,P1.I0— 4eel belme me. Dnka olAer�se rloledao 16e IDD, onh the -I.toy TDDupe,eotsoeeenp,enmo1 Ph, prtriothealengieeniqutpomibi. the design .1the vgkrruudgiddoo14.TDDooly,endo,TPIa: The de,ignn„ompnn.e,roecg,eeduie„, MANUEL MARTINEZ, P.E. �rTebnee.QetpMm,hoOheuudlmWelODlohero]id.AroTrm,OrnipIngkeu(e-,SprtkhyEgken), ' tehbOrhyotrlm.19fitTroxfor myIdd'mgi,th—spomibifily&I the Gera, the Oner'sauthorkedogeelorthe DuddigDesigner, in the mnteAo` the III, the EST, the lomlbuildigndeondTPI-I. The opp-1.1lb,TODtedtoy fielduseollAeLors,h6digIond6g,slwnge,usmlimienondbroring,sbell be(be #047182 n,pomOnlDy olthe 1mV.m9 Ds O—rdEverett.. Wool" set outk the TOD MIT, ptorrias nod goiddh-111e W&IT mpnentS.lerylofer�afioo(BnppoDRsbed by WE ondSICA merdnenad to, grotto] goidome. TM Meet the uspenbriitin and dmks al the Tnss DesgnegT— Design Eogba, cord 10019 Charlton Cir. Tn„ Dutro]odo,er, oo]ms *—hr Mond by o Cooum gned op. I. nNkgby nO Talon t food. The Inn Design Eogieeer is NOT the ReH.9 Copyrighl070TS A -I goof tousles -Manuel Dndinet, P.L Repodoeion of this detument, io troy loom, Is pmhihiled vith vrineo pvmissitrn Quip, or I —System Eogirzerfn troy bonding All (opihlkedloms oremdelioed'm IPFI. ham A-T Pool musses -Moral A1.3hoA, P.E. Orlando, FL 32832 Job � Truss Truss Type Qty Ply A0549601 61851 CACorner Jack 16 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi-rek Industries, Inc. Thu Jul 23 10:33:29 2015 Page 1 ID:vVincsjBw?hGGMZt8gVWeiyzTEK-OIFdDek7JwIAPUwdd5BX6081Y d1LBf9DkrkmDyvDh4 -1-10-10 01 t-� r 1-10.10 0-11-11 0.11-11 Plate Offsets (X Y)-- [2:0-1-10 Edoel 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 0.56 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 =-17/Mechanical 2 = 267/0-8-0 (min. 0-1-8) 4 = -35/Mechanical Max Horz 2 = 90(LC 8) Max Uplift 3 = -17(LC 1) 2 = -274(LC 8) 4 = -35(LC 1) Max Grav 3 = 37(LC 8) 2 = 267(LC 1) 4 = 60(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-363/176 BOT CHORD 24=-181/377 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3, 274 lb uplift at joint 2 and 35 lb uplift at joint 4: 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3 Wareing• PlemethoioogMyweie.the'A-I ROOF TRUSSES IiN[P), GENERM IDYS A(OMDIOONS(USTONIR('BUnRIAaNOWLIOBENINI'fmm. Nily desig. pmometns aodwod oohs on thhDou 116S, Dla.i.1PDOJond to Nonud Montiaa, PEP We,— SEW Edon. Onlen Ih—i, Amed on lM TOO, only MANUEL MARTINEZ, P.E. �WieY nvnemr pMm shall be wed for 16elOD to he rd�d As oLuu Design Fngineu(e., Speiulty FngheerJ.Ihe cool on ony1DD represents.o.uepinn of 0e polessiowl ngineiing mponsibiGsy for IM1a deAg, of Me Angle iruu depicted on INa IUO ady, uaderTPrl. 16. deilgn ossump.00r.looding rondiUam, sulo6iDhy and.0 of lhislrvulor onyloiMingis lhernpomibTry dib,Nou,the0mei s outharind a gent or the Bolding 0esigon, in the-W of the lA(.IT. l6(, the total building sod, nod TPpI.Tbeopp,-IoIlheTODandaayfieldose of the iron, mslodmg haad6�g, slwage, insto0odon and bnsiog, sbo0hethe #047182 wspmsihihty of the Bold'mg Desigoetond(aonana. AO nmerseI al in the 700 ondt, Swains ad goidefinet at the Bd&q(omponed Safety lnf—doo(B6q robhshed by ITS and SECA me ufumnd kr genaml guidaaa. INN defims the msp.6biBdn and darinaltheLan 06iinu Tmu Oesign Engineer and 10019 Charlton Cir. Imn Naeufe,-, oeless uhenise defined by o (w.aA ogreed open in.rihag byo0 pordes in..Wd. the Inu Dnigo [ngioa� it N01 tAe Baldieg Oedgnu u IrvssSyaem [ngienr for my boitfing. All (npihrned toms me os defined in1P61. Copyright© 2015 A -I toof trusses - Manuel Almoner, M. Reptnduaion of this d.n.—I, i. o.y form, is pahibaed Nth trine. punussioo from A -I Roof Twsses • M.—I Moainer, P.E. Orinnd0, FL 321132 Job Truss Type I QVPly61851 CJ3 TCosrsnerJack 10 1 A0549602 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com -1-10-10 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:30 2015 2-11-11 Plate Offsets (X,Y)— f2:0-0-6,0-0-01 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 0.56 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 68/Mechanical 2 = 298/0-8-0 (min. 0-1-8) 4 = 24/Mechanical Max Harz 2 = 134(LC 12) Max Uplift 3 = -72(LC 12) 2 = -214(LC 8) Max Grav 3 = 68(LC 1) 2 = 298(LC 1) 4 = 44(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-380l73 BOT CHORD 2-4=-53/401 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3 and 214 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Woromg-Pima rh—ifiyrz.ie.rhn'Ad Roar iBDSYSORIE11,G(BIIRIIIBYS6(OIDIRUNSMIO.4EirBUYRjA(rB0`AIEUrAAIFr(orm. Ynilr deuge rmo®ernsand read eolsoo lhisTrmt geigo gro.iry((OD)and lbeA—)9.finet,P1.Pdnene Sbeelbef.—U.-ther.iusr0hdw0.TDD,001y re1 MANUEL MARiINEI, P.E. '�Aironnerlw proles thvU he uud for tbv IOD to bn mad. At o mutt Oesignimyo- nn(e„ Spnlelry Eogineml, the snai m o y TOD rep-nts on aaepl—ei the pofnionm ngxoiag respoosibiiry Im rhedeiga of the igla I —depicted on the SOD aly, noder W. Ibe deign. —pion, loodug swdd-% ' suilabirdyoudoseofMisTmsslwuny1161npi14-pubirgofrbn0.ner,the0—', lhwindagmnrthe906mgOniienr,mihetoeredofrbeli(.McIB[,MrloeoiBuildmgrodeoodiPl-1.TheopprovolafMeNgondooybnldusnort6ehnn,ierWdinghood6ng,slaege,ietlellMr000r�Brociog,sBnllbnlhe #0471B2 responibirdyofthe BdhSng Designerand(oonoior. All MIS mto f in the TOD mrdthepwim of goidelinn 0th,Buffing(omponen(Sofely loform6,.P(SQp l,50,d by M ondSlUareleinensed fm generalgoidence. IWd deinesAernponsiMidn mrd Busies of theLossOnipneryTmtt Ontign Eogioeer and 10019 Charlton Cir. I— Aand w."unless ml:miu defined bf aWroeagreedupnn inn i.9 brr6patin uecl+ed. Ibe rms Deign h oeeris NOT the Bonding Desigen or IrmsSyeem rngincnfor q buUding. AD(opildrsedl— oremdefioedMFl-I. (apyrighl0 ]OISAI Pool tmsus-Manuel ADeinet, P.L ieprodasAoo of this daramenf, is any form, Is pmhibrted rich rritlea permission ham A-1 Pool Tratses-ADnnel NDttinet, P.f. Orlando, FL 32832 Job .. Truss Truss Type Qty Ply A0549603 61851 CJ3A Corner Jack 1 - 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 2x4 = Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc, Thu Jul 23 10:33:30 2015 Page 1 ID:vvncsjBw?hGGMZtBgWveiyzTEK-sUp?Qzll4DQ11 eVpBpimebhOWOyX4evlSNbllfyvDh3 LQ3il t 2-11-11 t 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(fL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 150/0-8-0 (min. 0-1-8) 2 = 77/Mechanical 3 = 35/Mechanical Max Harz 1 = 90(LC 12) Max Uplift 1 = -72(LC 12) 2 = -80(LC 12) 3 = -5(LC 12) Max Grav 1 = 150(LC 1) 2 = 77(LC 1) 3 = 48(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-271 /316 BOT CHORD 1-3=494/348 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1, 80 Ib uplift at joint 2 and 5 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wgreiog•Phmethorroghlymrier 1pe14 ROOT gnlnsmh—i—totedon the TOD, ody MANUEL MARTINEZ, P.E. W7eh,.,.glowplotesshdltimedfortheTDDtpheeolid.Asg T,uu Design Engine.(,..,Spe,i.l Engi.eer), the seal an goy100 represents op amptonn olthe Prolesilonolmgine.i.g tesppmihDiry Im the dedgn al Me singlebussdepictedwthe100 ody, under TPhI. Tho designgswmpripps.lpvdivg mnfdmm, �wda6ilOy and pse olthis Lou lorony luilding is tine responaMry.ltb,Ome,,tbe O... amhorind ogem or the BuDd�ng Dnyner,mlhe meleA of the@(, MelB(,t6eloml building rude andlPNl. The oppraed al the TOD p�mry Tied me el the Tmm, iodudieg handling, amage,l.,Idl.we and bmdng, sha� b. the #047182 ,espon0fliyofthe B.itfiegDmigan and(agaod.. All notes utomi. he TOD and the ppaims..dgaid'Orm of the Baddig Gmpn-lS.kty lef—arm.Pro) published bylPl WHITT are Weawedlm geanaI pidanm. IN define 4,.pa..ibirnim and drain of the Luss Desipnn, Tram WT. loo-, and 10019(horlton(ir. Tans Agnubsmrer,odes, db..iu defined by a(.tmdog doom nitmgbydlpatruiombed the cross Oesigo Fpgiaen is N01 the Bnddiag Design or Lass Sptem fngi.eerfnr nay building AB(apihlindleans am., defined in TN.]. Copyright©2015 A-1 pool basses - Wand Martinez, P.F. Bepodutieo of this dvaraw, S. any [oan, is prohibited with wrinen pnmission fromA-1 Roo] Trusses - Manoel Martinez, P.F. Orlando, FL 32832 Job Truss Truss Type ty Ply A0549604 61851 CJ3B Corner Jack 16 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:31 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-KgNNeJmNgXYueo4OkVvD?BpEBGoHmp59Sh1 Krr6yvDh2 2-11-11 2-11-11 2x4 = 2-11-11 2-11-11 N Plate Offsets (X,Y)— [1:0-0-2,Edge] 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 0.16 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(rL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 150/Mechanical 2 = 77/Mechanical 3 = 35/Mechanical Max Harz 1 = 90(LC 12) Max Uplift 1 = -72(LC 12) 2 = -79(LC 12) 3 = -5(LC 12) Max Grav 1 = 150(LC 1) 2 = 77(LC 1) 3 = 48(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-271/316 BOT CHORD 1-3=-493/348 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1, 79 lb uplift at joint 2 and 5 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard weir -If lbmocghly'nie. the 'A-1 BOOT TIMIS rSI11111GIN(bAf TIONSECONDITIONS (OS104(prBUYn]A(p MOGIVI let. Ynily design pmomelasard,.d as as lhirLasr Oesigo Dm.mg;IDDJ eadtBeNmroelYmgnex,PE Befneme Aeer Below use. Wlea olheieise orded on lM lOD,onM MANUEL MARTINEZ, P.E. �NdeA mooed.'pleteuhdl beused IortAe NDto hemdA AsoTmrer 'un Design IuSis-(e.,Spni.by fogt the ad on ny1DD reprnenh a. mmplom .fib. Pied i ule.giaeniq mpmsbdifyin the designo1 the sigbe Tans desisted as the EDaaI,,uede,TPI-I. The design us—pl'm.s,Iwdueg canfii.m, ' su,1.bifigwduse ofthis Truss Inmybnildlngisthe nspomibfiry.Ithe fleas, The Oenssaulhmited.9"1our the Buildng0u'ryim,iethe maleat.1the 1K, the IBL the letdbuildmgradeaodTIM.Ibegjeeol.1the EDadmyfield uxolthe I—,abdrughadlij oge,kmllueianandbmsiag,ebefbethe #047182 respansihTtly oftbeBaiOmg Detigeera.d(aetodm. Alla.tet selaNi.1M IDD ondthepmMes nod g.ideli.es ofthe Buidq(rmpooeal5ofery loPo'marionl8(SgpubEhed hyIDl mdll(A are refnemed(m general gmd..re.IPl-I deRon tlernpoodbiONn onddudn of NieTr.0 Oesigmr, Tr.0 Dnipn Eagineere.d Irma Neetherts r,00knother.is,dermed by.footed.greed upon iu.,ihq by on fain i..Ind. the Iron Dmig.1.0me, i, A01 the Buildiq 0udinro,TrvuSyshm Ingi.em fer mybui%;AD(opihfined leans on es defined in 1PN1. 10019 Charlton fir. (apyrighl © 2015 A.I Roof Tsetse s- Memel Ilarlinet, P.L Reprododim.1Ibis d-tuml, I. nay loan, Is pt.hibiled With mince put ml,sia.lrom A -I goof Trusus-Nannil Norti.a, P.L Orlando, FL 321132 Job Truss Truss Type Qty Ply A0549605 61851 CJ5 Corner Jack 7 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:32 2015 Page 1 ID:vV ncsjBw?hGGMZt8gWveiyzTEK-otxmrfm?brglGyfClDkEkOmF2BcfYYPbvh4ONYyvDh1 -1-10.4-11-11 1-10-1010 4-11-11 4-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-S) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 127/Mechanical 2 = 399/0-8-0 (min.0-1-8) 4 = 45/Mechanical Max Horz 2 = 196(LC 12) Max Uplift 3 = -135(LC 12) 2 = -234(LC 8) Max Grav 3 = 127(LC 1) 2 = 399(LC 1) 4 = 76(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-830/392 BOT CHORD 2-4=-769/1087 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf,, BCDL=5.Opsf,- h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 3 and 234 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16w structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wnrning- Pleme thoroughlT, the'A-I ROOF TRUSS(SISME11,6(NEPA(nPNSIs(ONDIOONSCNSTOMB7UMIAnNOWTHIN(NY le- Ynifydefile punueevsund,,.d oola no IN, Du,Onigo0m.mgIIDD)ood th,Aleouel Wrest, URefuse- Sket beta', me. Ualmswh—he doted on the TOD, silly, AtdANUEI MARTINEZ, P.E. W(,min hlier plmes s1,1be used for 11, ADD to he rood. A"aTrun Dn'g.luo-(e., Spiolty EogkenJ, the se al on onyTOD up' ... *an -Pleum d she pwfeeslo..I eegioenhg'esponsib&ry fee the design al the siagk tram depitled oo Ina TOD ooly, node' IPI.1. lb. d'sll. swepNaot lood'mg-M..s, sideWity and use of Ibis Dua ter any hildiegis the m'ponsibifigol the a..", the Omer"aulhaimdagew er the guddiug Design,,, ie the (,.rest of the IRC, the III, the Turd hoildmq rode and W1. The opprol el the TOD and any field use of the imss, Inrkding boodfmg,"swage, imtagotien and Wring, shall he The #047182 respunSb ydile,8.1dmR Dniguero.d(o.noew, All see, set ofi. the TOD and lb,poires and goidelmeul the PoOgag(omp-ul Werylofwmo600@1SQ pub%,b,d by ITT and SRCA om Wavied for gnmal guidase.TPI-I defnts the'espsibibes and duties of the Truss Designeylres% Design fnginnr nd 10019 Charlton Cir. loss heafwMer, unless otherwise dehnedby o o od ugreed upon Ta.tong by eD portin iumhed. the ImnfludTi(aginea is NOT the Ouildiog 0,0l; r or IrvnSysfw fngi.... Fa'ooy budding.All (opNdlmd Isms Die os defined iu IN.I. Copyrigbl O1015 AA Rol Twits -Me ... I Wwstun, P.F. Reprodedion el this dotumen1, I. my 'ores, is pmhihiud rith nri0en pmmissin her, Ad Rol Times -Mu ... I Maribor, P.E. Orlando, F132832 Job Truss , Truss Type Qty Ply e 61851 CJ5A Corner Jack 3 1 A0549606 Job Reference o tional Al ROOF -I RUSSES, FORT PIERCE, FL 34946, designQaltruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:32 2015 Page 1 ID:vVincsjBw?hGGMZt8gV VveiyzTEK-otxmrfm?brglGyfCID kEkOmF2BZLYYPbvh4ONYyvDh 1 -1-111-10 3-8-0 4 11-11 1-10-10 348-0 1-3-11 1-3- 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 0.54 Vert(LL) 0.02 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(fL) -0.02 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-S) Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD - Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 92/Mechanical 2 = 38010-8-0 (min.0-1-8) 5 = 98/Mechanical Max Horz 2 = 196(LC 12) Max Uplift 4 = -80(LC 12) 2 = -227(LC 8) 5 = -63(LC 12) Max Grav 4 = 92(LC 1) 2 = 380(LC 1) 5 = 98(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=502/21 BOT CHORD 2-7=-290/658 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb -uplift at joint 4, 227 lb uplift at joint 2 and 63 lb uplift at joint 5. 6) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmomg • Plmsethamghly mrie+Ihe'A-1 ROOFIIDSSES FSE(IE VI GINFIAL FORMS A (ONDITIONS NST04firrBDTE11 A(KNOWIFaSINVIr loan. Verily darry. pmmmetar sod read nines an this Less Dnyn DurmgODD) sell the)Aoauel Ymtiney P.E. Were. Shelf hefine use. O.less mlbamise slotedan the TOD, only �WTdumeam 0.1-601 raisedforme Tool. bemSA bsTrmsOaigs, ls,gnea(ie., Spahlry Fngmeat tbnmlan•s,ylOD ugnrs,h.e mueptmus,ftheprs,lesusral e•gineerimg mpmsitr3ty lm He deag. slMa asgb irvss depirled.n the l00 s•Iy, ms,der lPld. The Gagnmmereries"Famr."ma"ians, MANUEL MARTINEZ, P.E. ' suilabilByandmesfMishumFaranyRuilhilistherapomibrdy.1IN.came,M.O+neriasItented.geat.1theBull6ngDesiga,,.inlbeea.lasts,[lb,XthelB(,thelordbuildmgrodeaadVIA.ThemppmraloftheTDOandmyDella..1lb,Truss,imludioghmedbar,slm.ge,i.smllmie.madhrmaag.sbellbethe #047182 resp®aMThy of[be BriklnF Daigmrm.d(mrsimma.All mass at sat in the TOD mad the pradkoa.d Fabler.%.1the Baldis,g Gmpa... tWeir ldamsN.e1B(Sq pmbbsbed hyV1 mdiR(As,,,f,,.,d tin general goidanu. In.)Miss, eber MliSibfies and duties.1the (mss Desip,,Tmss Design Fagi-sell 10019 Chariton(ir. imu Yss,ulad•mr, unlen othnrise define) by. [aeon agreed upon iarritis,p by mD polies i•rshed. the Tun Dellis, Fqs— is NOT the Builimil Deagaer at has, System Fngineetfor any building. All Capitalized tams areas defined Sn1Pt-1. (mpyrightOTOIS A l Po.( Trusses- N...6 Nmtian, P.L Reprad.Oion a( this dot.meal, is any (mein, Is ptmhieded rith miners pemisaan her A-1 Rom( Trusses - him mel Autimn, P.L. Orlando, FL 32832 Joo Truss Truss Type Qty Ply A0549607 61851 CJ5B Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:33 2015 Page 1 1 D:vVin csjBw?hGGMZt8q WveiyzTEK-G3V83?neM8ocu6 DOsxFTGEJR I bxjH?f k8LpyvyvDhO 4-11-11 3x4 = 4-11-11 4-11-11 Plate Offsets (X Y)— [1:0-0-14 0-0-0) 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 0.51 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 16 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 261/Mechanical 2 = 131/Mechanical 3 = 49/Mechanical Max Horz 1 = 151(LC 12) Max Uplift 1 = -130(LC 12) 2 = -138(LC 12) Max Grav 1 = 261(LC 1) 2 = 131(LC 1) 3 = 78(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-805/978 BOT CHORD 1-3=-1452/1062 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 1 and 138 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard r. S }' i .. wmairy-pleosethe'eughly reeie. the 'A -I P00ITdOSS[SI'SH1111 GINRAI INS t(OADITIOBSCUSTOMRI'BUrIB7A(BNOMIDGTNiNI'I—Vady des',.possi ew, o,d mod aaln.a We Lus Deeig. D-iu, ODD) ad the Monuel Mormno,P1.Ides-, Sheol belo,use.U.lesalhes.is. Haled oa the lDD, Duly MANUEL MARiINE2, P.E. �Mdek s000ettor plmes shill be mad Im %e I00 to he vofid. As oLuss Design Enginm(e., SpeiMty Engineerb the soul on vnyRO mpewnls oe en.placmvl the psolnuo,ml e•ginenivg respons3i0ry Im the desi� a!the single irvs deputed on IAe 1DD Doty, u.dn iPbT. lle design asumptiovs, Ivvding mndaivns, ' suDaMfdymdoseoFBAieTmslwoiryloiluingisMempombifirydMeO.nos,tbe0.msioulhesimdvgemmtbe@1dugOni9m,mlhem•IeeottMltt,Ihe18(,Ihebealbuitdiugrodeendfl4l.theopp oloftheSDD•edcoyfieldonofTheRuss,Niedingboedfing,storage,insluilmroaoolhoung,shdbeDie #047182 respondMGry oltbc B•iMmg DeGgun oud(mnonn. All noses set Duff. the IDD Jib, oed guidelines the 1,V&.gC-prouniSeleyloe-iii.RISgpubbsh,d by Rl and R(Ameeetermredhi gennul geiduea. IPI I define the apoufbibNea oud dutles olds, Luss Designn, lane Dnigo [ngimer and 10019 Chgrlton Cif. Truss Manulmbmp rules mhn.im defined by o(mneU ogteed upon in wifieg by dl pies i—Na The Isms Oesigo fnginen is NOT Ibe Balding Denser or isms System Fnglee.r for my building.AD 60.1ind teams ore vs Mind in SPIT. (opyrighl©1015 AA Pool Trusses - Monuel Marfinef, P.E. Peprodmlion of this do—,ol, io Dry farm, Is ptohihiled.ilh vsitten permission hum A-1 Roof Trusses - Monuel Mosinee, P.F. OflandO, FL 32832 Job Truss Truss Type Oty Ply A0549608 61851 CJSC Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:33 2015 Page 1 ID:vVincsjBw?hGGMZt8q WeiyzTEK-G3V83?neM8ocu6DOsxFTGEJWXbtPH. 8Lpyv_fflDhO 3-8-0 411-11 3-8-0 1-3 11 d 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.03 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.02 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-S) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 132: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 241/0-8-0 (min.0-1-8) 3 = 95/Mechanical 4 = 107/Mechanical Max Horz 1 = 151(LC 12) Max Uplift 1 = -113(LC 12) 3 = -82(LC 12) 4 = -69(LC 12) Max Grav 1 = 241(LC 1) 3 = 95(LC 1) 4 = 107(LC 1) " FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-500/580 BOT CHORD 1-6=-887/638 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf: BCDL=5.Opsf; h=25ft; Cat.11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 1, 82 lb uplift at joint 3 and 69 lb uplift at joint 4. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmaieg • Pkese Iheraoghlyrerie.Ihr'MI g00r11USS[f IifLL[g'I, G[NEPM mus t [OnOmOUS Mi09[P('gOYEP') A(rNOxlF06[AUnr larm Yerilydnge puometen and reed not<, on IhisLon Design 0—ieg(TDD) and the M000el a.*., PL Islas —Sheet bdore use. Ooless olher.ise Hated on the TDD, unly f�W7ebmonertnr pStn shdlha used Tar the IDOrobe.ogd./solmn Dnige Fngio•er(ie,Speimlry Fiyin•m1Nneoln•eylDO upnumsonnepmarroilhe pmtnilunoi og;neamg¢spomibiGry In the ie4go of tln s'wgk Lusdgnled as lha IDO o.ry, m7eiTPFl. lha design onumptioas, loading madifioes, MANUEI MARiINEZ, P.E. ' suim6My ondouufMis rmn In onyluildingis the responnliyuy oftbe0.ner, 16e0mn's oolhorittd ogeot or theh 16�0esig.er,mlhe tunteet of the lg(,MeiB(, �elord bnildiog rode audiPFl. The opprord oltha Ng and aoyfielduu of Metmn,imludi•glmudbng,,Inupe, inslolialbn ondhmu.p, shoo be the #047182 re,pm�sidlaydthr Puildmg Oetiryoerrad(eunortm. All oh-loutin the TOO and the proaims oedpeidermeuftM1el Mag(ampenentfdery tdormotbo(A(SlJpobbsbedhy Rl wdig(A are reinewedlor genemlgoidara. mddehan tbercspodliliesaoddminofthermss 0esipuer,Trm, OnignEagiaen and 10019 Charlton Or. hoalo -,, oelns mhn.ise Munn! by a (.had agmed upon in widug by all Turks ineohed. ihr Truss Dedgo[nginn, is N0111. ll ildiog 0esigon or Trans dydem [ngiveer for my buildieg. III (opimlhed terms are as delmrd in IPl-1. (opyrighl©7015 A•I Pool Trusses -Manuel Martinez, P.L Pepra fintion of Ibis dommenl, in any form, 1s laul ibned vith rri0eo permission ham A-i goof Trusses - Mural Wainer, P.L Orlando, Ft 32832 Job Truss Truss Type Qty Ply r AO5496O9 61851 D01G Hip Girder 1 1 Job Reference (optional) ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:34 2015 Page 1 ID:vV incsjBw?h GGMZt8q WueiyzTEK-kF2WGLoG7SwTVFoaQenipRsXF?7 pOPouN?ZVR RyvDh? -1-10 10 3-8-0 7-0-0 9-1-8 12-5-8 _ 16-1-8 1-10-10 38-0 3-4-0 2-18 34-0 3-8-0 Load Defl. = 3/16 in aiId 4x4 = ox lw n .n " a 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 `Except' B2: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. Except: 5-6-0 oc bracing: 11-12 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1082/0-8-0 (min. 0-1-8) 2 = 1218/0-8-0 (min. 0-1-8) Max Horz 2 = 124(LC 31) Max Uplift 9 = -687(LC 9) 2 = -781(LC 8) Max Grav 9 = 1082(LC 1) 2 = 1218(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250. (lb) or less except when shown. TOP CHORD 2-3=2034/1310, 34=-2413/1525, 4-5=-2436/1583, 5-6=-2256/1524, 6-7=2435/1600, 7-8=-2416/1544, 8-9=-2198/1408 BOT CHORD 2-15=1646/2465, 3-14=-979/1604, 13-14=-1372/2221,12-13=-1387/2256, 11 -1 2=-1 37012222, 8-11 =1 007/1555, 9-10=1723/2683 WEBS 5-13=256/525,6-12=-261/524, 7-11=135/280,4-14=-1371281 CSI. DEFL. in (loc) I/deft L/d TC 0.82 Vert(LL) 0.2211-12 >866 360 BC 0.95 Vert(rL) -0.3211-12 >598 240 WB 0.20 Horz(rL) 0.17 9 n/a n/a (Matrix-M) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever 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 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 3-0-0 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 687 lb uplift at joint 9 and 781 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 370 lb up at 7-0-0, and 260 lb down and 370 lb up at 9-1-8 on top chord, and 177 lb down and 124 lb up at 7-0-0, and 177 lb down and 124 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility Of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-6=-70, 6-9=70, 15-19=-20, 11-14=-20, 10-16=-20 Concentrated Loads (lb) Vert: 5=-184(B) 6=-184(B) 13=-177(B) 12=177(B) PLATES GRIP MT20 2441190 Weight: 78 lb FT = 20% "".ing•Pknse thorong6ly rzrinthe'AItDOnNSS(SIT"fin'on,"fa.I(ONDI(IDNSM..'nl-g.j.......lED6FN(XI'(mm Verily hugopmomelasaodrevd oofesoe thi...... sya Dmrmg(IWJondtieMeouelYorrinei PLYdnema SheNhefine me. 0nku olherris rimed oe the l�,o�Y MANUEL MARFINEZ, P.E. Wleh manertm plrta shell be used for M1e lOD to he mld As. arms Design Fogineer(e, Spedolry Engio.erb the seal oa ooYlDO mprnerh oe ormptonu of the pol W-1 agimning rerp ubl i, lm IN. design of the vgln Truss dnpirted o.14 TOO rely, under lPl-I. INe dedgn oswmyriom, Ironing mM n, �' wihbtTdyandoseoflhisLmsiwanyluiidingislhnespomibdAyolthe0mer,theomeiswthorixlopemartheBon&ngOesg.eemlhemaieaollhelS(.Ihe1S(,thelosdbo0diogmdeandlPFl.IDeap(aorWal%rNDondeoyfieMuserll6elross,ierhdinghond6�,slwoge,iesteDmianondbrormg,sbr0bethe #047182 respnosibirdy oltNe SriM®g Oesignenod(ananrtm. III w om in lM IT and the portions and geld,tines al the Sodding Gnponenldolerylo!ormatroo[BnQ pnbNshedby Rl and SS(A ore ide,—d in, general guidon¢. INN d,b sA....pcnsibiida and Burin oltheLossoesigoer, cross Design hgioee and 10019 ChOflbn (it. Iwn ManuloMreq minis othnrhede0ned by o (rnimrl ogoned upon in rrilmg 6y dl pofin iovohed. ae W, Design Frginm is NOT the Inildwit Designer or U-System Ir gi—, for any building. All (opl.lissd leans ore os defined in1PF1. Copyright©2015A-1 Soo! musses -Amin l Martinet, P.E. &pod.0ion of Ibis dotommt, in any form, Is prohibited rich rrinm permission homA-1 Roof busses. Mowl Matina, P.E. Orlando, FL 321132 Job Truss Truss Type Oty Ply 61851 D02 Roof Special 2 1 A0549610 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:34 2015 Page 1 5x6 = 4x4 = 1.5x4 11 1.5x4 11 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 6-3-0 oc bracing: 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 8 = 723/0-7-10 (min. 0-1-8) 2 = 856/0-8-0 (min. 0-1-8) Max Horz 2 = 136(LC 16) Max Uplift 8 = -390(LC 13) 2 = -481(LC 12) Max Grav 8 = 723(LC 1) 2 = 856(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=182811360, 34=-2429/2202, 4-5=1096/975, 5-6=1095/974, 6-7=-2473/2295, 7-8=-1882/1701 BOT CHORD 2-13=1672/2209, 3-12=-2355/2593, 11-12=-625/920, 10-11=-625/920, 7-10=2434/2630, 8-9=-2084/2300 WEBS 5-11=134/301, 6-10=-110/268, . 4-12=126/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d TC 0.60 Vert(LL) 0.1810-11 >999 360 BC 0.64 Vert(TL) -0.2410-11 >794 240 WB 0.11 Horz(rL) 0.10 8 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 8 and 481 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/_" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Deft. = 3/16 in PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20% %ing•Plea"dmeonghly«eimoIhe'bl k0orIlrmrsmiti GINiiummsA(OMOIODNSO)STO.MIk(AUTa1A(INONIIDG[WW I.em.4difidmiynpeemodu and«od not. on Ihi,T Dhsige Dr k9f[DD)endile.A Iftiina,PA.fefu—Shml befare use. Unlea athe,rise stmedan the TDD, only �Ydeh mnwrtor pUlm sho06e oudiw theIDOto be mhd 4uTim, De4ge logroe«(Le., Spetiollyfngimm6 the semen mITDD.ep.eumson mseplunn of the pmtessional eegmerieg«spmuwdylo.the deign of the ri^BkI-,d*,led no the MDedy,eede,Tl9d. The deign orsumpSom, InodgronMo., MANUEL MARTINEZ, P.E. ' snitohiloand meo1Iki,I ssfor onyIiliinghthe tespemibSdyofthe0m«,lbc0ones oothoeizedopen . the hk6ogDesipmI.the mlhufofIbeIMthe 11C,the lomlbu ittondeaedFl-1.The ept, ofdthe TDDoWanyfield meofthe I«ss,ledudingMad64sloeope,insid.linnandh,oung,shollbethe #047182 mpmrsibifey oftbe Bn"k'mg Designr nail (ooneetu. All notes set outgo the TDD ondtbe procures end goideibms ON Ruddmg (nmponeotSeleryto}ormmim (B[SQpuhGshed by RI ondsB40« «Im«md tee g-nil geiden«. 7PId definesthe «sponsibi6tim wd duties of Nye crass Oesgner,Trms Deury Fa�neer end Irms Ilovuforh.«, unless oMenne defined by o [onhoA agreed open in rrihnghy o0 pmNas inroMed. the Tron Design fngleeer h 1101 the BuildieD Design" or T—System ingiear let my huUdms ng. All (ophlizedte.we m defined io1PN. 1 UU17 (AOr1100 fir. (opyrigh10701S A -I goof T«tsm-Manuel Martinet, P.L Reprodmion of Ibis do«menf, in any (arm, is prohibited with wri". permission from A -I goof trusses- Monuel Mortina, RE 0dol O, FL 321132 Job Truss Truss Type Qty Ply A0549611 61851 E01 HIP GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:35 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-CScuThpuum3J7PNnzMlxLfOsnPf6lvj1cfl3 tyvDh_ 3-0-0 4-10-0157-10-0 3-0-0 1-9 � 3-0-0 4x4 = 4x4 = 2x4 = 2x4 = 3-0-0 1-9-15 3-0-0 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 0.13 Vert(LL) 0.01 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 27 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 316/0-8-0 (min. 0-1-8) 4 = 316/0-8-0 (min. 0-1-8) Max Horz 1 = -34(LC 39) Max Uplift 1 = -21O(LC 8) 4 = -21O(LC 9) Max Grav 1 = 318(LC 19) 4 = 318(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-442/328, 2-3=-378/296, 3-4=-442/327 BOT CHORD 1-6=-315/430, 5-6=-275/437, 4-5=-291 /430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 1 and 210 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 176 lb up at 3-0-0, and 195 lb down and 176 lb up at 4-10-0 on top chord, and 76 lb down and 33 lb up at 3-0-0, and 76 lb down and 33 lb up at 4-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=-70, 3-4=-70, 7-10=20 Concentrated Loads (lb) Vert: 2=26(B) 3=26(B) 6=11(B) 5=11(B) Waning.nasmbm..gey rerierthe•A-11001TIUSSn 11111E11, 6TNft4 n14SdMINUS MT04E1(-POQP)A(NIIOWLID614EK!" 1— ynily desig. pm.meters ood dmin ,144Trnu Dmg.Om.mg(oll).,Alb, 11-1 Alrbt,P.E.le.—Sbeelbd(n-110-cl6erh.meed. ih, Too, o ly MANUEL MARTINEZ, P.E. �MOek ronnedmr pleas shvN be msd for the IODt.6e valid As m Truss Dedgm Fnginea(a,Spahlry Fngineerh the seal on m.ylOD regnws on.neptwn.hbe prminumnmi eegimening sespm.s5i6ry Im the drdg. of the ungte arms depided n It, TDD ody, ood,, TPI.1. The deign mwmptro.s, Ind'mg mndai.m, ' su0.iiiiryrnd-0thisLms1.wyluiidimgislhernpus3firyolth,It—,theOrn,.1haindgent,,lb,ftiki Nsgn4isIS,e lwofthelT(th.IP(,16elomrWrli.pd,ndTPP1.ThempprorddMeTDOWm.yfiddus.ofAuhma,imludieghmed5n,da.p,ios! c. md6.6q,ehsabethe #047182 respmsi6i0rydAe r.iICuP Desigmt m.d(..4.aw. All moles set ouli. the TDD.ndite pmaun ad gmi,ha.lth.IsUng(.mpmmem Way lmlmmoti"(P(Slip l,6sbed by Rl wd Sl(A-refnenredlag-1pid.na.I'lldefi.ett6mnpm3i6riewnd duties of the Lass Desipner,Lms Design E.gimen..d 18019 Charlton Lira Truss 4mmulmmrer,ud.,oth—in dehned by. Wwrt.greed upon in ufq by d p.din imrolred.the Tmss Oesip Engineer is NDI the Wh1mg Designer., Tu System Engineerfor my building. All(.pUiud lams ae ms defined is 1Pid. (opyrighl©1015 A•1loaf trusses•Al..uel Marline=, P.E. Rep srsdion ofthis du ... d,i.anyfarm, is prohibited rilh rritten pamissi.n ham d-I goal Trusses- M.... I Al.dim,P.E. Orlando, FL 32832 Job Truss_ Truss Type City Ply 61851 E02 Common 2 1 A0549612 �JobRtfterence (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:35 2015 4x4 = 3x4 = 3x4 = Ia LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) 0.02 4-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(rL) -0.02 4-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-S) Weight: 27 lb FT = 20% 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. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 352/0-8-0 (min.0-1-8) 3 = 353/0-8-0 (min. 0-1-8) Max_Horz 1 = -44(LC 13) Max Uplift 1 = -185(LC 12) 3 = -185(LC 13) Max Grav 1 = 352(LC 1) 3 = 353(LC ly FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-626f705, 2-3=-626f705 BOT CHORD 1-4=-835f720,34=-835f720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 185 lb uplift at joint 1 and 185 lb uplift at joint 3. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '% gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Waiting -PlomlhorougNyrerierthe'A-TROOF IBUSS(SIiYI(11,GiNIBAIRRNSC(ONDIIIONSOUSTD.4(RrRIN11R1A(RNDWIEDGIY(NI'Imse.Ynilydesigopwametessend tend miss anIbis bass DeiigoSitting ;fOD) and theYewelWines, PA. RelnemeSheaf halt euse.Bnleuended anthe TOD,only NUELMARTINEZ,P.E. �WTeA oened.r pas shop be met lord. TOD1. he nelid 1s a Trurs Design Eagiaen(n,Sit u by h gitsss,the sand an ogTOO up.snmbdd s an the prof"ti.nal..T..is, esp. iy Tm the design al IW sf.gle T— A9Med as IAe TOO ad,,..ds, TPI.I. The design .-saptiane, loading ifi g,andom, ' wil)biWyandtseofthisI—Tana"BuildingifthereepansibifAy.1IbisOnnee, theOmei,wthmixdstando,theBuDdieggesigaer,inthemmul.1theIMtheIT(,IT,I-IbWdiag,odeandlPD1.theopp,ovaIof14,TODaadanyfieldusea1ofTnss,imbiinghandling,sloraile,imalonentailbmrieg,sbellbethe #047182 «spvosibirmy oltbe Bekmg Dedgmr..d(.tDodm. AO eels, Mani. the TOD®dthe proei¢s and guidslimulth. Building 6mpenealS.Nty Pali by ITT .1SB(A one atnemedhorpoeralgaidsnn.TPl-I defimstbmmpmsidbnes anddmies of lheLoss Oesipneeiross Oesignfopinem ovd 1OD19 ChOrI100 fir. Truss Yneulnshrzr, uelns olhusim defia,d by. (o.hadopted span in reitng by oil parties involved. Thai Design Engine.. is NOT The Building Designerer Imssgyslem Engioem in, any building. All (spitabsed Inn, ore as defined I. IPI.I. (opyrigAl©1015 A -I Rool Troscet-INonuel YaeYaet, P.E. Repsds0ios of Ibis do,omenl, is onydorm, itprohibitedrich rri0eo peemissiothem A -I RoalT.1-- Ftanael Hotline; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply AO549613 61851 FLO1 Floor 10 1 Job Reference o tional Al KUUr- IKUb5ts,ruKi rltrcic,rLsaa4o,uesrynLantubs.wm 0-3-8 1 1-5-0 2-6'0 6x6 = 3x3 11 3x6 = 1.5x4 11 III Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:36 2015 Page 1 I D:vVincsjBWIhGGMZtBq WveiyzTEK-geAGh1 gWF3BAIZyzX3pAusxtxppEUHQBgJ2cVJyvDgz 1 8 8 1-5-0 , Dead Load Defl. = 5/16 in 1.5x4 II 3x4 = 1.5x4 11 3x6 FP= 3x6 = 3x3 11 6x6 — 20 19 18 17 16 15 14 13 12 3x3 = 6x8 = 7x6 11 3x6 FP= 4x6 11 3x6 FP= 6x8 = 3x3 = 3x3 = 5x6 11 3x3 = LOADING (pst) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.32 16-18 >762 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.96 Vert(rL) -0.62 16-18 >390 360 BCLL 0.0 Rep -Stress Incr YES WB 0.38 Horz(rL) -0.09 11 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 1321b FT=20%F, 11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 4) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 4-34 oc Standard purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 16-18. REACTIONS. (lb/size) 1 = 874/0-3-0 (min. 0-1-8) 11 = 875/0-3-0 (min. 0-1-8) Max Grav 1 = 874(LC 1) 11 = 875(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1088/0, 2-3=-1086/0, 3-4=3428/0, 4-5=-3428/0, 5-6=-3562/0, 6-7=-3562/0, 7-8=-3562/0, 8-9=-3562/0, 9-1 0=-1 093/0, 10-11 =-1 095/0 BOT CHORD 18-19=0/2496, 17-18=0/3780, 16-17=0/3780, 15-16=0/3562, 14-15=0/2529, 13-14=0/2529 WEBS 1-1 9=0/1 346, 3-19=-1 54510, 3-18=0/1 021, 5-18=-385/0, 5-16=-4221191, 11-13=0/1355, 9-13=-157310, 9-15=0/1166, 7-15=258/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their FILE outer ends or restrained by other means. COPY Wmavg.PleamtkoroogMymeier tAe'Ad BOOFRUSSnIinlTl'b GIXEIAI RANf A(OBDIDDYS[USfOYEgI'BUYEgj A[ggOWIFDg(YlNr loin YaiFy desigopwametenandrz.A gala oo lbisLem D[t'ryv Draviag;fODJ and the MonvelYmtma,PElelmea,, Neel betmevse. Ual,-11 4. sloted an The TDD,anlr MANUEL MARTINEZ, P.E. YiTek monetrorp!an shall be usedfar %e IDD to be'did AsoTruts Design Faglne i(a,5paalty Fnginem), the seal a anyIDD reprmealsae."'plane of the prolmsinnal ea ietviaj respan6bibly far The design al lb,single Trust depided on the IDD only,uodmTPbI. the Wig.ouumptiovs, loading sonddiom, sbildlity and use afIN, iruss for any Idling it lk-pansikiray of the Dan,,, IT, Daneis aulbotiad ogenl ar the Wng Dedgner,intbeeaeletl of the IM the It(, Me fatal buildiogrede and1P41. the approval of The TODead any field - al The Bom,imhd"mgh-flagotoeage, Imlall6e. and badeg, sholl be the #0471 R2 }\rapovs3iriryoftheBnivmgDeSign'rand(aehodm.Aloof esrz1.0 in the IUD and lhepinth,adgvidelinesOn, Badi�g(ompeout Wetyl,funnatie.(BnQpubinhdbyIII onASKAcn-kyeaydTopnaalgoidaore.INIMats that.tp-ibib!..6doriaalthe TrmsDesigner, I.,,DesignFogin-ad 10019(horlton(ir. Irvin Yoeolodma, onlas othmiu defined trya(onYon agreed upon in ftg by on fork,mvolred. the tuns Design Ingioeet is NOT the Balding 06p,rorT—iyslem Fngiear To, any baikllog.AU(epitalired$arms ate os defined In ITT 1. Copyright ©2D15 AA gaol Trusses • Manuel IAartinez, P.I. geprodudion of this datumem, in coy form, is prohibited rilh xrnleo pamission It.. Ad goof Trusses • Manuel Muftez, P.L Orlando, FL 321132 Job Truss Truss Type Qty Ply A0549614 61851 FL03 FLOOR 1 M I re�Ur I rrtuoxo, r�rt l nCeet-M, r� avwo, aeslynLan(uss. IT] 0-3-8 t I�� t�� 1.5x4 II 6x6 = 3x3 = 3x6 = 1.5x4 II 1 2 3 4 5 Job Reference (optional) Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:37 2015 Page 1 ID:vVincsjBw?hGGMZt8gVVveiyzTEK-9gkfuNg8QNJ1 MjX95nKPR4T4LCCaDinK3zn911yvDgy 3x4 = 3x4 = 1.5x4 11 3x6 FP= a 7 A A Dead Load Dell. = 5/16 in 1.5x4 11 3x8 = 1.5x4 11 1n •11 19 3x3 = 6x10 = 3x6 FP= 3x6 11 3x6 FP= 6x8 = 5x6 11 7x6 11 4x6 11 LOADING(psf) SPACING- 1-4-0 CST. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.33 16 >794 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.64 16 >409 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) -0.03 13 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 140 Ib FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 5) Gap between inside of top chord bearing and first WEBS 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. BRACING- 6) CAUTION, Do not erect truss backwards. TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc LOAD CASE(S) pudins, except end verticals. Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13 = 948/0-2-10 (min.0-1-8) 1 = 94810-3-0 (min. 0-1-8) Max Grav 13 = 948(LC 1) 1 = 948(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1583/0, 2-3=-1580/0, 3-4=1580/0, 4-5=3986/0, 5-6=-3986/0, 6-7=-4488/0, 7-8=-4488/0, 8-9=4488/0, 9-10=-3260/0, - 10-11=-3260/0 BOT CHORD 19-20=0/3026, 18-19=0/4488, 17-18=0/4488, 16-17=0/4488, 15-16=0/4125, 14-15=0/4125, 13-14=0/1895 WEBS 11-13=-2075/0, 1-20=0/1785, 11-14=0/1496, 4-20=-1584/0, 9-14=-947/0, 4-19=011 052, 9-16=0/641, 6-1 9=-814/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 13. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss•with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Wmoieg. Pleomthmoaghly «Bier me 11 ROOF 11USSFS rSM[t1, GINSIAC BIOS 6 (ONDInONS CUSTOOEIri'JYErj A(IIIOSYOOGEOENr lam YnNy design pmaeertm mdrend Boles ee IN, Ons Design Dro:m1;f00) andtbe Ooouel Omliev, U.Ida—Sheet behm use. Unless othtnise slmed an the iDO, onh �1Te1toanedorp1de11110111"111, 11e1111,6e solid Ise Ron DesignEngineer(a,Spaielry Fogmeerj, the seal 0000ylOD mprnrnt.anatseptanm dib, prolessienol eegixnieg snpomi6Jih lm lbeddgn al Me siegk boss dephted an lAa iDO anh, oeder l%1. the dedgnow®pTiom,loodmg midd'rom, MANUEL MARTINET, KE ' sa0obibtyand nedtbhlr 1. any luillingisth—sponsi6fihofthe 0-1, The O•neisalhosieedogeelmthe Wing Design16inlheeaolest oftheltC.theIfThe Intel buildingmdeend TPRThe opprmelofthe TOO .dsty 6,16nea1The hoss,indndiogbendliing,storage,iesidonnsita6mting.Ann 6,the #047182 sespansi6i@yolt6e loiffmg Dnigaet end(aenottn. All notestetoNm the TOD end thepeAtt, and gaihri—fMe ldamodoolBCSOpub5AdbyITT and SB(A-,f,,m,d let gmemlgeid,sm. iPld definest6esespoosi676tio wd duties ohAeLon Desigmr,Tron Design Engineer and 10019 Chorltan Or. imssxanulortnrv,odes otbnene degoed by o (onhoO agreed open to siting by olt porno weohed The Iron Design bgieeet is NOT The BoildioD Designer or T—System Engines, Its any hdldiq AU (opNelked lams me os delimd inlPld. CppyrigM1l ©1DIg Ad tool Imsus-Ooouel Oortiou, P.F. tepsadonioo of Ibis dammenl, in ooyloan, Is psohl6iled trilh•rifles pnmisslonham A -I Pool Lussee-Oaneel OarNoee, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0549615 61851 FL04 Floor 1 1 Job Reference (optional) ng Ixuur I nuz>ar=a, rum rimmuc, rL ,v U, ucsyntwd nsuss.wrn 0-3-8 i i 1-10-0 2-" 1.5x4 II 6x6 = 3x3 = 3x4 = 9 Z d Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mfrek Industries, Inc. Thu Jul 23 10:33:37 2015 Page 1 ID:vvncsjBw?hGGMZt8gWueiyzTEK-9gkfuNg8QNJ1 MjX95nKPR4T6KCCbDjSK3zn911yvDgy 1.5x4 II 1.5x4 11 5 Fi 1-10-0 Dead Load Deft. = 1/8 in 3x4 = 1.5x4 11 3x6 FP= 3x3 = 6x6 = 7 8 9 10 11 12 18 17 16 15 14 13 3x10 = 3x4 = 3x4 = 3x10 = 16-4-14 0 3 8 15-11-12 16.3-13 15-8-4 0� 1' 0-1-1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.18 14-15 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.69 Vert(rL) -0.33 14-15 >582 360 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(fL) -0.04 12 n/a n/a BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 82 lb FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 695/0-2-4 (min. 0-1-8) 1 = 698/0-3-4 (min. 0-1-8) Max Grav 12 = 695(LC 1) 1 = 698(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1004/0, 2-3=-1002/0, 3-4=1002/0, 4-5=-2325/0, 5-6=-2325/0, 6-7=2325/0, 7-8=1201 /0, 8-9=-1201 /0, 9-10=-1201 /0, 10-11=-1197/0 BOT CHORD 16-17=0/1889, 15-16=0/2325, 14-15=0/1987 WEBS 11-14=011403, 1-17=0/1170, 9-14=323/0, 7-14=-869/0, 4-17=-981/0, 7-15=0/520, 4-16=0/599 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their FILE outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Warning-Pht-thmaeghfy,erin. the 'A-1ROOT TAIISMSISEIII11GENERAL TERMS A(Od01UDUS[llST09nrRUln]I[RNOWi[D6EM(Nrin,.Verify design parameters a.d,,.daan,aeMT,.,sDesign Dm.mgrrDDJ and the Manuel gortmez,PiRefesemeSheet before use. Unless mhmrisestand anthe TDD,enly MANUEL MARTINEZ, P.E Miresnnrenerp!aes shop be uses! law11,TUDto he sold./soiruu Dm!go Fnguvm(<., Spenelty FagmemJ, the sevl on reyTDD,epn.ms roamept®rool the pralessirwleogiveeriogrespomibrdyfr, the dedgo al the singM lrrs, depided as the TOD rely, We, TPI.T. the designasumia a,,landingsonddi. ' wimMriryandmeofthisTruuloanylrildingisthempomibifdyeltheD•newsihe0meisaahaiudogeotmtheBuOdiogOnigneemlheonnlatolthelR(.Me18(,Mrlo,olDuildieg,odemdlPll.theopprrede(lheND.ndonyfielduseofReLrv,m+kdieghaadbng,stooge,iostollalaaandbmsing,shoDbethe #047182 ter musibiray, otth. Boi4mg Desire, a6Waranm. Mlnaes selraielhe iDO aod16epiotthes and p.idelirenitF.a BulWrq(ampoaem SolerylnimmoriooJBngpubDshed 6yRiood SBG am rcrmnoed let gmrcmi poid.me. IPfl defines tbmuponsibiRdesmddutin of the L.s, Oesignel T,mtOesig. Enpi.eer and 10019(horllon(iT. Trans Maaafmmret, unless afhm.irz defiant! by. (submit .greed open in •filing by 01 po Pies inealsed. The ions, Design fnginem is NOT the Building Designer or Truss System fnginee, Ivr any building. All (.pBalfiedterms me or defined in IPI-I. (apyrighf ©RDI5 A-1 Roaf fr.sses-AlanoeI Martinet,1`1 Rep edursion or this damment, in any rum, is prohihiled with wri0en permission from A-1 Root Trotter- Manuel Martinez, P.E. Orlando, FL 32832 Job 61851 Truss FL05 Truss Type Floor Qty 1 Ply 1 � A0549616 „i nuur i nuoxa, run I riamuC, rL J4`J40, aeslgntma-luuss.com 0-3-8 1-6-0 2-&0 1.5x4 II 3x3 = 3x4 = 23 4 Job Reference o Tonal 4 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi rek Industries, Inc. Thu Jul 23 10:33:37 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-9gkfuNg8QNJ1 MjX95nKPR4T7ZCEdDkbK3zn9l lyvDgy Dead Load Dell. = 1/8 in 1.5x4 11 1.5x4 11 3x4 = 3x6 11 6x6 = 5 6 7 89 10 11 17 16 15 14 13 12 3x6 = 3x4 = 3x4 = 4x6 = 0-3-86 7-8 7-8-11 13-5-2 Plate Offsets (X,Y)— It 0:0-1 -4, Edge], [14:0-1-8,Edge] [15:0-1-8,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.12 13-14 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.24 13-14 >738 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(fL) -0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 76-1b FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 641/0-3-0 (min. 0-1-8) 11 = 641/0-2-14 (min. 0-1-8) Max Grav 1 = 641(LC 1) 11 = 641(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-778/0, 2-3=776/0, 3-4=776/0, 4-5=-1966/0, 5-6=-1966/0, 6-7=1966/0, 7-8=-863/0, 8-9=793/0, 9-10=-863/0 BOT CHORD 15-1 6=0/1 600, 14-15=0/1966, 13-14=011628 WEBS 10-13=0/1145, 1-16=0/962, 9-13=-366/0, 7-13=846/0, 4-16=911/0, 7-14=0/480, 4-15=0/503 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . 4). Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Wn.iag.PleaseMmaagFAy renew Ihe'A4 ROOn1pSSEf('SNFPj,6[XFRRL RIMf6fDXDInONSCUST0.01'80MACIINOWIEDfiI.Wform Verifydesignper—lmandread Dotes on thBirmsOngnOra.mg(fDO)ondthe Monoel NaAines, PA.Ref-ra Shalbeforeuse. U.".11, fiseslatedonthe011'only /wreAe.mea.pm.ash.AA.aedfaMelODroher.BdAaauuaDe.igaFogm.n(G,spesi.IryEngeee,tmnreatanaaylDDreprr.m.ne.rreplooreathe praleranaolmili... ingrerpanabcglmlhed gnatMed�eimrdpndnnu.moaay,andrrlwa.lheasg...... ptianr,laael dilims, MANUEL MARTINEZ, P.E ''ahbifty ad use of this Truss lu uny Building is the responsibility of the owner, The owner's alhorized agent or the llailling Desit-J. the ..last or the IR(. the 18C, the load building ad, ad Vfl . The aproval of The TOD and my field use a[ the Truss, intluding losaffing, srap, installation and loosing, shall be the #0471R2 responsidTnyotsh,bild'ng Desigm...Ranhoaor, AD wits set out in the 100 ad the learries and go'idefioes or the NuD&.9(wace1Saint/ Warted.,P[SJ published bylPl aadSRU omrelnewed to, gemnlgoidmae.IPl4de—thmespoosibi6ties m,d dotid oftheTmss OesipnnlassDmirn [ogioeer end IOD19 Charlton Cir. Toss Yaoulormreq ordessaMervise de0nedby o [onnoctagreed upon in u.iting tryall pafies mroMed the Inns Oesigo (ngiam is N011Ae Building Designer or irmsfystrm Fngi.... br my buildi.g. All (opimfuad firms are as defined inlPbl. (apyright©7015 A I Roof lasses -Manuel Marrinez, P.F. Reproduction of this doromenl, in our form, is p,ohibiled rilh written permission Item A-1 Roof Trusses -Manuel Martinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A0549617 61851 FL06 Floor g 1 Job Reference (optional) t%i Kuur EKuoomo,rumi rl�rn.�, r���vo, uastynlwa n,uao.w,n 0-3-8 13-0 2-6-0 3x6 11 3x4 = 23 4 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi-rek Industries, Inc. Thu Jul 23 10:33:38 2015 Page 1 ID:vVincsjBm?hGGMZtBgWveiyzTEK-d1116jrmBhRu t6MfUrezHOKPcaLyD7UIdXjZCyvogx 1-2-0� I 13-0 4T Dead Load Dell. = 1/16 in 1.5x4 11 1.5x4 11 3x4 = 3x6 11 6x6 = 5 6 7 89 10 16 15 14 13 12 11 3x6 = 3x4 = 3x4 = 3x6 = LOADING(psf) SPACING- 1-4-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.10 14-15 >999 480 MT20 _ 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.53 Vert(rL) -0.20 14-15 >840 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(rL) -0.03 10 n/a n/a BCDL 5.0 Code FBC2014rrP12007 (Matrix) Weight: 75 lb FT = 20%F, 11 %E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 617/0-3-0 (min. 0-1-8) 10 = 61710-3-0 (min. 0-1-8) Max Grav 1 = 617(LC 1) 10 = 617(LC 1) FORCES. (lb) Max. Compr./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-645/0, 2-3=603/0, 3-4=-645/0, 4-5=-1806/0, 5-6=1806/0, 6-7=180610, 7-8=-645/0, 8-9=603/0, 9-10=-645/0 BOT CHORD 14-15=0/1447, 13-14=0/1806, 12-13=0/1447 WEBS 10-12=0/856, 1-15=0/856, 7-12=887/0, 4-15=887/0, 7-13=01488, 4-14=0/488 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. FILE COPY LOAD CASE(S) Standard Wording-Pleosethd,00ghlyrerrcrMe•AdI00I111501-S1111rt,6ENERUTIUSi(ONDIRONS(NST04RC011 IA(INOWI[D6[N[RrfmmYailydesignpwo®eronoedreaduolesoolhisTmssDeeyoOre.rog(fDDjandtlxWnvelYzNner,P.[.geleremeSheetbelmeme.11.1 etbe,ei.Meted onthe Too, eely MANUEL MARTINEZ, P.E. �WTeh mvneddr plmes MdObe used l.r%e I00 to he valid As.Luss Design Enginen(in,Spniolry Fdginen),the seal on o.y1DD,ep,esmis co.neptmim allhe profenidnol mginening resp- b liq lo, the deGgn dlMe ungleLuss depicted on IheiDll anlp, under i%I. the design oswmptions, Iddding,nnduians, O.Mldy and-ofW,Trms for M duildiog is tbe,,,pomibdiry of the a.nm, the Nee', eethsrimd.gent or the Dud6ng Dnignn,heth.... Net of the 1K, the lD(,the Wei huildigrode and Wl. The opproeol olthe ED and day field use el the lmss,ieddiep haedfi.g, stooge,hoelleim and Wdq, then he the #0471R2 ,esponsibi(uy.}the BeilAing Dnignn..dCaenemor. Alldotes of out i. Ibe iDD®dMe pw,ti,es..d guidelines of Me gu06ng(dmpaoenl Shcerylnk,mmroetBfSq pobhshed hylPl.nd SB(A.te,dnemedfa,gem,al gnidmrce.IN dd—themspmibiihn duct dorin of Me Loss Desipnu,Tmv Design E.giaeer and 10019 Charlton Cir. I., Mndemrn, unlns Aer.ise dd ibya(ootro,l egieed upein.idgby.11 ponies ievolned.1be iwn Utip Engie:uh NOlthe Vddieg D,*.r or LussSystembo-,her my Whfieg. All Cepinlhed turns are., Mined he IPI•I. (epyrighl©211S A. Rod Twims-Mend hl.,itu,PIRep,adurti.n of IV, dowmem, in oey(orm, is pehihhed.ilh rrinen permission ham A-1 hoof buttes- Memel M.,tlnet, P.F. Orlando, FL 32832 Job Truss Truss Type Oty Ply 61851 FL07 Floor 23 1 A0549618 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 2310:33:38 2015 Page 1 ID:vVincsjBw?hGGMZt8gVWeiyzTEK-d1116jrmBhRu t6MfUrezHOGdcz5yAyUldXjZCyVDgx 1-6-12 0 3H8 1.5x4 II 1.5x4 II 3x8 = 1.5x4 11 3x4 = 1.5x4 11 3x6 FP= 3x4 = Dead Load Defl. = 1/4 in 3x6 = 1.5x4 11 3x3 = 6x6 = 5x6 11 6x8 = 3x6 FP= 4x6 11 3x6 FP= 6x10 = 5x6 11 3x3 = 4x6 11 3x3 = LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.28 18 >894 480 TCDL 20.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.54 18-20 >461 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.02 12 n/a n/a BCDL 5.0 Code FBC2014rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.2(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 21 = 899/0-2-10 (min.0-1-8) 12 = 899/0-3-0 (min.0-1-8) Max Grav 21 = 899(LC 1) 12 = 899(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3045/0, 3-4=-3045/0, 4-5=4044/0, 5-6=-4044/0, 6-7=-4044/0, 7-8=4044/0, 8-9=-2659/0, 9-10=-2659/0, 10-1 1=-1217/0,11-12=1219/0 BOT CHORD 20-21=0/1787, 19-20=0/3798, 18-19=0/3798, 17-18=0/4044, 16-17=0/3594,15-16=0/3594, 14-15=0/1217 WEBS 2-21=1957/0, 2-20=0/1378, 4-20=825/0, 4-18=55/510, 8-17=0/672, 8-15=-1023/0, 10-14=778/0, 12-14=011463, 10-15=0/1574 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical. connection (by others) of truss to bearing plate at joint(s) 21. 3) "Semi -rigid pitchbreaks including -heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards.' LOAD CASE(S) Standard 2-7-8 PLATES GRIP MT20 244/190 Weight: 135 Ib FT = 20%F, 11 %E Wnkq-Pleau thero.ghy mrin Ihe'A.] ROOF TRUSSES I'SnlI11,G(X(AA1 TURNS i(01DDIONS(NT0M11Elffilj A(ROWIEDGIA[W Ia ynify daig. paaaelen cod read Wom IhisG.0 Design D,ming)IDO).nd11.Anael Yarlina, P1. W.— Sheetbd."— Oahu W. i. adeda. th,TOD,.r4 Wlelro ft0.1.shadb.ndI.,Ih.FOR1.bemllAs.Trvu0.4,Engic..r(..,Sperahy(ag­).th,eIa.a.y100raprer.mra.arrromar.afthepralnda Iaagio<eriq p.aObky1.IS. de>igaalma6MI,Try d*,IdasmeTODaay,WaTPl.l.n.a.>:ga.—pean,W&gradMvn, MANUEL MARTINEZ, P.E. .061Gy d.,e.1thi,%nl.r wy Building is the a,p.nsibirdy.fine On., the a...... Wwfi.d.ge.r.1he Building D6gaet,i.1h.a.1at d the[K,IS, IRC,lhe1.ml buildi.g,ade ad TPEI. The nppr.raI afthe TOD and ay use al m. Trv% iadudg ha.dhg,,t.age, i.shll.lioa and Wdq,,hal] be th. #04T182 / !\,esp.nsihTAyollheldKagDe,ignu.ad(e.hartor.Atha esrzIWinthe TODW1h,prvdia,..dg.'rick...ImaBm1dinf.npanentS.lerylol.rmad.n(BCSgpobhchedbylPlondSg(Aamteteeo(dlorp—Igeid.m.TP4ldefroesmetesp..siBilries®ddulia.ImeLassOesiyne6TmuDesipnf.ginttraid 10019(hofltonCir. TrvnMmal.daa.,.alns.tAenise delvedhy.(.ah.d.greed.pwi. nitmg bia0 pati�u..hed. the Trvss Ontgn raft.,1, NOT the B.ildiag Oesiger.r Try System fnghee.fmgbuE&g. AO(.pfkdBerm,are.,defied hT?1.1. (apyrigh101015 Ad Ba.l rru,fes- N.nael Ale,ri.a, Pi Repmdatli.n.f this d.mmenl, f...y l.,m, is pmhi6fled vith r,ittcn pamissi..lram A -I B..I Tmsus • Atea.el N.Nna, P.L Orlando, FL 32832 Job Truss Truss Type Qty Ply w A0549619 ,61851 HC5 RAFTER TRUSS 28 1 o tional Job Reference Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:39 2015 Page 1 ID:In 1 E14n4krFMR5vCX81 ws4z2ovo-5DsPJ2sOy_zlcl hYCBMtW VZXCO2shj8d WHGG6eyvDgw 2-9-5 2-9-5 1;6 2-9-5 LOADING(psf) SPACING- 2-0-D CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.23 Vert(LL) -0.01 1-2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix-M) Wind(LL) 0.01 1-2 >999 240 Weight: 4 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 oc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1. = 72/Mechanical 2 = 72/Mechanical Max Horz 1 = 30(LC 12) Max Uplift 1 = -35(LC 12) 2 = -44(LC 12) Max Grav 1 = 72(LC 1) 2 = 72(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 44 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. � � y yam•' pi.4 ; i J ,L' IN ig•?Lose thmoughlyramie. the 'AT ROOT MUSSESfS1TCEI1, OENERAI INS & (00111011S CUSTOM11 VIMRIA(KNOWIEDEVIVIT' (a,. Verily dnig. parameter oad read notes.. thisrass Des'rya Wring(HID)nod the Manuel Nmfi.n,Pl. laterme areas bd.reuse. Udns othaaise sload oa the TDD, only �YOek r.nnesM1r plan sho06...sailfor Oe TOD to be r.lid. AsmTrms Dedgsingin..r((e.,fpmidry Figimerh she seslen.oyiDD reprsent...... plan,. of the pref-ioml enginenlet mspass' ihry lw the design of the single Trms depired a. the Too oe4y,and,,TPI.1. Be dig. —septi-,I.oa R rmndmnn., MANUEL MARTINEZ, P.E. I stenbildrmud aseo1ftloss 1. any Build' 'mgisthe responsibility.1the Oases, the ame"'sonfirmadageasorlbeBuilding Designer. mtheeenestofthe W.the lB(,the lemlbuddingmde and TPRI.The Uprora1.1the TODmadmmyfield me Ithe Trost, indudmaloa lisAweis,i0auntfosnadbaring,sbabeshe #047182 responsibility or the Rmldmg Wipes oad(aanodor. All out out is are IDD and the penises and guidelines.1 the Railding(ompoaenl Safety lnformrnolBVA published hyTPl and SECA art mfemmed far general gdd.are. VIA defnestbe utpaosibifties and dude, of the Truss Designer, tsars pnlga(agineer oad 10019(horlton(ir. imss Yssoladmer, udns otperrix defined by a [ostrod og¢ed ups.. in siting by ill poMn Lrobed. The imss Wilts [.Sir., is NOT the Budding Naps, or Trust System Engieeer for nay budding. AU (apitoliaed terms areas defend in IPI.I. Copyright©RDIg A I RaolTrusses-MonuelMarline=, P.E. Reptodorlion of This dorumeat, in any [arm, is prohibited with written permission from A•T Root Trusses-Mnnoel Martinez, P.E. Orlando, FL 32832 Job Truss Type Qty Ply ]Truss 61851 HJ5 Diagonal Hip Girder 2 1 A0549620 Job Reference o tional Nt Kuur TRUSSES, FORT vitRct, FL :taaa6, aeslgnFinanruss.com Run: 1.620 s Apr W 2015 Print: 7.620 s • 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:39 2015 Page 1 yiyzTEK-5DsPJ2sOy_Zlc1 hYCBMtW VZPRO_fhj8dWHGG6eyvDgw LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) -0.04 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 76/Mechanical 2 = 289/0-10-15 (min. 0-1-8) 4 = 14/Mechanical -Max Horz 2 = 174(LC 22) Max Uplift 3- _ -69(LC 8) 2 = -283(LC 4) 4 = -5(LC 19) Max Grav 3 = 76(LC 1) 2 = 289(LC 1) 4 = 57(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-12331769 BOT CHORD 2-9=-812/1270 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3, 283 lb uplift at joint 2 and 5 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 116 lb up at 1-4-9, and 138 lb down and 116 lb up at 1-4-9 on top chord, and 52 lb down and 63 lb up at 1-4-9, and 52 lb down and 63 lb up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-5=-20 Concentrated Loads (lb) Vert: 8=96(F=48, B=48) 9=80(F=40, B=40) Wmviog • Please 16eroaghly prier Ihe'A1 ¢o0mussEsl'smlrl. GSNIrAt (FADS S (OXDInORS alSiOdaP(BUN1 A[IaIOWk[OGFNIST'Imm. Ynily *Iwe and reed Mf« m16isLoss Design Ba.ieg;raoj nod HuMmMI Marina, PE Pdaeae Wet hefae ne. lnlen m.nne limed on tk10D, only �WTed rmnetmr pima s.A hs usd lot We r0010 he reOd Aso Luss Desigo Fnginen (se.,SpeA Fngener1 IhneolmonyIDD npresems oe lrseplmev I.ptafessiomleeginenmgrnponsihiGy In rAe design oflhe siagk imss depMed on I.lDD oe¢, aoderlPl•I. the daigv msnmploe(loodmgm d'dioM, MANUEL MARTINEZ, P.E. ' suaibirdyandweotthisI—lotMyt'Krngittherip.mihSdyof14,Dam,the0enersomhmitedoputntheBiddiintDrsigon,inWemnemoltheW.thdr(,IM1elmmhuddsgsad,MdTIPTI. eopryo.olaEMelDDondooyfieldmeollAelron,imludioghoedKog,slmage,instmlon0000dhmri.p,skollhelhe #047182 retpmsihirdydt. BeikhigDeGgMt md(oohana. ID Mies set out id 1. TOO mad the preen and goidelbes oft. Soldier hainunrl Softly la'ormofienR[Sq puhOshed by 111 and SKA me id and lie geeeel gaidaae.TMI definnth—pmmthes and dawns at the Truss Dmignn, Tress Desigo Eagroeer ad 10019 ChoTlton Ur. Tmss Rararixt rzr, unless mha.ise dolmd by a (.trait agreed upon in nifing by WI pmNa imobel The Imu D dpInimet is NOT the Building Designer or Timis System Engineer for my limli iog. All (opiMrted tams are as deAoed ialPI.l. Copyright © 2015 A-1 Real Tmsses- Manuel Martinet, P.F. Reprododion of this dortmenl, io any Iprm, is prohibited rich rrimea pamission Item d•I Pool Trusses - Monad Marline[, P.E. Orlando, FL 32B32 Job Truss Truss Type Qty Ply A0549621 61851 FIR Diagonal Hip Girder 4 1 Job Reference o liana. Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 3u 2015 F nnt: f.62u s Apr 3u zui5 mi f eK Inausines, Inc. 1 nu Juf za iu:as:4u zuio rage 1 ID:vVincsjBw?hGGMZt8gVWeiyzTEK ZPQnXOtljlhcDAGkmvt62i5f QJ9QBEmixOpe4yvDgv -2-2 5-2-9 7-2-5 _, 9-10-1 2 8-0 5-2-9 1-11-12 2-7-11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 50510-10-15 (min. 0-1-8) 6 = 357/Mechanical 4 = 52/Mechanical Max Harz 2 = 302(LC 22) Max Uplift 2 = -375(LC 4) 6 = -253(LC 8) 4 = -11 O(LC 22) Max Grav 2 = 505(LC 1) 6 = 357(LC 1) 4 = 58(LC 18) FORCES. (lb) Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=2381 /414, 11-12=-373/326, 3-12=329/298 BOT CHORD 2-13=-476/2542, 13-14=-345/316, 14-15=-345/316, 7-15=-345/316 WEBS 3-7=424/464 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 CSI. DEFL, in (loc) I/defl L/d TC 0.42 Vert(LL) -0.17 7-10 >673 360 BC 0.38 Vert(fL) -0.45 7-10 >261 240 WB 0.14 Horz(TL) 0.01 2 n/a n/a (Matrix-M) 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 375 lb uplift at joint 2, 253 lb uplift at joint 6 and 110 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 116 lb up at 1-4-9, 138 lb down and 116 lb up at 1-4-8, 115 lb down and 92 lb up at 4-2-7, 115 lb down and 92 lb up at 4-2-8, and 131 lb down and 155 lb up at 7-0-7, and 131 lb down and 155 lb up at 7-0-7 on top chord, and 52 lb down and 63 lb up at 1-4-9, 52 lb down and 63 lb up at 1-4-8, 17 lb down and 17 lb up at 4-2-7, 17 lb down and 17 lb up at 4-2-8, and 26 lb down and 9 lb up at 7-0-7, and 26 lb down and 9 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-5=-30, 6-8=-20 Concentrated Loads (Ib) Vert: 3=-56(F=-28, B=-28) 11=96(F=48, B=48) 12=63(F=31, B=31) 13=80(F=40, B=40) 14=8(F=4, B=4) 15=-33(F=16, B=-16) Dead Load De0. = 1/4 in 3x4 = PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% t Wowing P4aseth.ro.gNytaie.Me'd•1ROOriRDSbnI'S[LLEP1OINRfARURf6(OMN110YS(USTO.MEP('btl'(n11A[YgOW(O""'r('",de,igopmomefenaedmod�olesoothi......0nyn0m.nag;fDO)nndfheManuelYmtinei,P1"'verveSAeet6elomuu.....alhnrixnotedonit. TOO, onIY MANUELMARTINEZ,P.E. 9,Tetrovnenor pldes sho06e used for Me NDt. be.a0d boLm, Design F�ginen(e.,fpainry EagmaerI, the seal onanyTDDrep,aem,.a.rept..e d Me pmfasiaoal e.giaemiq p-iblfip 1. IT, design d Me single puss depidad on lh BIT oely,usd,,M-1.Th, dasig...... ptioa, laadmg-id'mn,, �' suhbilitirA-dt6iscrossf.wyruildwgisThap.,ibft.11he0—,Me0—, ul1.(.doged.th.Mdin its'go.,®Ibeeo.tendlhdh(,Th,1R(,Th1,wlWM.grade.adTU1. Th. opp-1.116e TOO ond.gfiddmedth,la%Wls&a1aadfiig,nmoge,i0sild'inood6mri.g,sha6eth, #042182 resp.nnbtmy ofthe Rsildmp Design. and (.on.n.. Mimi utodlnlhe TDOmdthep,.dias.edgoidelina.ttbe Bdldiagbmpo.enlbolery lohrmaion(R(Sqp.b5shed by Rl and lR(A ore,efne.¢dfm gro.of guidame. 1P41de5nest1s—'Pn,iblrtia and duties of the Loss Designey Tm.. 0.0po(ngi.at and 10019 Charlton Cir. Imesk fonm.,.dea.theniu definedby.(..hod ogrceduponin rid'mg by.0p.raesinroheA Th Irv„Desigo hi;ieee, is ROT aeRaiding Dedga.or.,as5ysh. Englnen for any building W(apa.li,ed Imms ore os delined N1PId. (opyrighl©11115 A•1 Roof Trusses-d.oueI Martinez, P.E. hpradudian of this duo ... 1, i. my loan, is prohibited with r,itle. p.mnsi.n Isom A-1 Roof Trusses- M.—I k.dina, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61851 HVA Diagonal Hip Girder 2 1 A0549622 Jab Reference optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:41 2015 Page 1 ID:vVincsjBw9hGGMZtBgWveiyzTEK-1(z9kktfUcpTrKrxKcPLbwejugbA9cew bINAXyvDgu -2 8-0 -Or1-8 5-1-8 9-10-1 2.:8 0-1 8 5-1-8 4-8-9 Dead Lo id Defl. = 5/16 in ,b eV 5-1-8 5-1-8 9-10-1 4-8-9 Plate Offsets (X,Y)— [2:Edge,0-0-6), [3:0-4-10,0-1-0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.30 5-6 >392 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(Q -0.47 5-6 >252 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 39 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except' B3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) 2=0-10-15, 2=0-10-15. (lb) - Max Horz 2= 297(LC 22) Max Uplift All uplift 100 lb or less at joint(s) 5 except 4=-185(LC 8), 2=-444(LC 4) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=651(LC 1), 2=651(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=21411735,. 3-14=476/59, 3-15=2112/1268 BOT CHORD 2-17=935/2430,17-18=-51/277, 7-18=51/277, 3-19=-1618/2487, 6-19=277/51 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord'live ioad'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 100 lb uplift at joint(s) 5 except (jt=1b) 4=185, 2=444. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 116 lb up at 1-4-9, 138 lb down and 116 Ib up at 1-4-9, 115 lb down and 92 lb up at 4-2-8, 115 Ib down and 92 lb up at 4-2-8, and 127 lb down and 100 lb up at 7-0-7, and 127 lb down and 100 lb up at 7-0-7 on top chord, and 52 lb down and 63 lb up at 1-4-9, 52 lb down and 63 lb up at 1-4-9, 17 lb down and 17 lb up at 4-2-8, 17 lb down and 17 lb up at 4-2-8, and 70 lb down and 91 lb up at 7-0-7, and 70 lb down and 91 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads -applied to the face of the truss are noted as front (F) or back (B). -LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=70, 7-8=-20, 6-11=20, 5-6=20 Concentrated Loads (lb) Vert: 14=96(F=48, B=48) 15=63(F=31, B=31) 16=14(F=7, B=7) 17=80(F=40, B=40) 18=8(F=4, B=4) 20=140(F=70, B=70) Wmciog-Pkese th.,mghly,eriee Me'A I ROOFIRDSS[SrS11E[R1, G[BIRAI TERMS A (ORBMOIIS MTONSR rRDT[R1 AEUDWilDtIMENrfmm YaOy desige pmometen oed Trod Boles mlhi, Less Design Um:mg RD)osel the kovuelYmfinet, P!. Refineme SSeel before o,e. Onka olhe,rise doted ontbe IDO, only �NOeN,eone,nr plotes,hd be oW So,theTOO1. be Bak&A, olrus, 0esiBn mgieser(e,4.6.lry Ee."IM. smi or enyED,epeeseers moneplon,e.1the pefn,imwl togi—ling1.rpemibiBlytm the desigs.1 The single hus, dephted oe The MDc.y,us&,IN.l. be design mweeft.,loading-Mo., MANUEL MARTINEZ, P.E. ' suAohiMyred use ofthisTmsslorayBeAligisthemspomfiTiryofthe0.",theOeusisouth.fadop.1orIshilirgDesigeer,mthemotml.1theIRE,MeIBC,thelo,olbugding,edewdTPD1.TheoppmeolofMeTOOondonyfielduseofsheTnss,andudioghmdGop,Morege,i.,tdlntiooaaluaing,sb.Obethe #047182 respwssbiDry of the B.id'mg Dosigunood Cob. AO neteaet out in The IDO soul Orockesred pidelma of theVoilftGmp.-I Safetyludonswbn)B6p pubbsird by and SBA are teferemed for go. guideou. �P6l deFmsThe respoesihirMes and duties olMehms Designs, Truss Design ingieeer and 10019 (hOrlton Cir. ants Worriechrer, onles, otherrise degoed by o Conhon og,eed oponiorri�g by oOpmlies mssLed. The Tors, Design Eogioes, h NOT the B 1dueg Designer or Irm,Synem Eogi.... fo—ir boiidmg. W (opihlced te,ms me m deheed inlPl.l. (eppigh107O15 A-1 Roal imsses- ASonuel MarNuet, P.F. Repredonion of thisdommenl, he oey [am, is prohibited rCh r,in,epe,mis,ien lrom A-1 poet Trusses -Me ... I Munioet, P.E. OriOndis, FL 32832 Job Truss Truss Type City Ply A0549623 61851 J3 Jack -Open 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design(daltruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 Mi 1'ek Industries, Inc. Thu Jul 23 10:33:41 2015 Page 1 ID:vVincsjBw-?hGGMZt8gWveiyzTEK-icz9kktfucpTrKlxKcPLbweoWcd69cew bINAXyvDgu -1-10-10 3-0-0 1-10-10 3-0-0 o � N 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 0.56 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(Q 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 68/Mechanical 2 = 300/0-8-0 (min. 0-1-8) 4 = 25/Mechanical Max Horz 2 = 135(LC 12) Max Uplift 3 = -73(LC 12) 2 = -214(LC 8) Max Grav 3 = 68(LC 1) 2 = 300(LC 1) 4 = 44(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-375/69 BOT CHORD 2-4=-49/408 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=214. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard HH '* s nr e': � f r 7� Wmoiog-Pfeme thme°gbly, wrier the 'A.] ROOT HUSSIS('SULEIIGERItAtTUMS&COADMONSCMT04ER('BMIJA(KNOWIEVGIWF form ymilyderig°pmomet-url,md owesmthisLoss Desige Dro.cBRDDI end theAowelYmriner,PL Pdemae Shen belmeme. Uclesmlberrise stated on the lDD,.oM MANUEI MARTINEZ, P.E. �4iTel s000erbr or, shoo bs wed im 16e1OD to be mlid At a Truss Onigo Fmynem(e.,Spninry Engmeerl, lM1s teoT on oayTOD reprmMs on o"eptmu al the pmfessioml eogiveviog responutDity Ior the desigi aT the siogk hors depicted on the IDD Daly, uodn 1%1. I6e design ossumpfinns, loading sondMen,, .nobility end ose of Ibis hose forasy Building is the mponsihiFry of the Orner, the Osnersnoth"imd agentne if, Building Dnignm,h,hemnlrsf of The nf, the lg6 The lanai buildings.d,red TPbl. The opprorol ofthe TOD and my field use of the Truss, irrdudiog hud(ing,storage, i°stolloNo and b,odrg, sla be she #047182 rapmsiMToyol the Boikmg0esigmrond(annoctm. All mfn set on in the TOD milli,prarNoe, end gaiddioesolthe SON(ompamnl Sofery loformmion(R(S]i pubgsbed byTPI and SR(A or, ulnenred for general gri.donre.l%d defines the respubilifirs oad doors of the Truss Designer, Trust Design Engineer and 10019 Chorltan fir. Truss 4o°ul.d—, octets alb —is, defined by n Comma ogreed upon io siting byi ill pawn io,ohed The imn Design Enghee, is NOT the Building Desigoa or T—Systen Ingimer [army building. All Cop4elized terms ateas defined in EPI-I. (opyrigh1©2015 A-T Roof Trusses-Monael Martinet, P.E. Ieprodurtion al Ibis dowml, in my form, is plohibited.ith millers permission frumA-1 Roof Trusses -Momel INnetimz, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply 61851 J5 Jack -Open 2 1 A0549624 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:42 2015 Page 1 ID:vVincsjBw?hGGMZt8gVW eiyzTEK-VoXYx4uHFvxKTUP7uKwa87BzWD1 zu3t3DFVwizyvDg -1-10-10 1 , 5-0-0 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 0.54 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-S) Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 3 = 128/Mechanical 2 = 40010-8-0 (min.0-1-8) 4 = 45/Mechanical Max Horz 2 = 197(LC 12) Max Uplift 3 = -136(LC 12) 2 = -235(LC 8) Max Grav 3 = 128(LC 1) 2 = 400(LC 1) 4 = 76(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-839/403 BOT CHORD 2-4=-784/1098 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=136, 2=235. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and % gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmot�-Pkesa thmaagNynrier Ihe'A 1 PDOrIPIRSIS rSnlEB1, 0[N(PAI I[PNS A (ONOIOONS (USTONEB rBUTn1 A(rNOWIEDGI.W form gorily dnige pmomehrs and nod voles an IhisLass Rsga Ora:mgR00j end the NomrclNortint, Pt Referent SAat belere ou. Uoiess olhn.ise stmrd sin the ND, Tory �INTet rovvedvr p!vles shvObs used lar@eIDDrobe rvgd Asrhuss Oesfgn Fnginm(e., Speuely 0yineer5lhe snton ovylDOrepreseahao—p!amerlthe pfi.sGvvvi ngluniag mspansNbity lm the design of the single Trvss depirfd oa Th. TM only, take W. Th,drsigv—naptivn,!ateleta mans, MANUEL MARTINEZ, P.E. ' wda&liymdas,.1thisTrvss1.sayBuildingisthmnpmsibihyofthe0.nor,theGa.,*, olheritedoparartheBugdl.9Design.,hethemnfeetv1the12Lthe1B(,theoredbuildingmdeond71-1.TheoppraealoftheTDOoadanyhelda,.oHherros;imledinghondbog,Onetp,ios!a!!mmoandbtting,thenbethe #p047182 rnponsibirayollheBoit"mg Dnigmrand(oanomm. AO Doles set no in The TH and the ptorthes and goidermes at the BuOdmg(ampomiSafety interaction PCS9pobhshrd by M and Sl(A an r,f,,,.,d for festralgoidente. IPAT defines the iespomibi6fies and dvia olthe feet, Designer, Truss Diilla Eaginer end 10019 Charlton Gr. Truss Neeulorhnr, ual"s mhn.in &bad by a (.bad agreedap. in ni!hig by ad profits inevhtd. the I—UsipTeriaeer is NOithe BuOdieg Oesignm or Irvsshynem [ngiem for mybogAag All (apihlhed toms me m delired info -I. (opyrighl ©2015 A -I goof Trusses -Manuel Nartim, P.L Peprodortioo of this demand, in any form, is prohibited Wh Trine. puanlssian Item A-1 Pool Truces- Naroel NMiou P.E. Orlando, Ft 32832 Job Truss Truss Type Qty Ply t A0549625 161851 J5G Jack -Open Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:42 2015 Page 1 ID: v Vincsj Bw?hG GMZt8q WveiyzTE K-VoXYx4uH FvxKTUP7u Kwa87B?_Dwnu383DF VwizyvDgt 54W 5-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014(rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 481/0-8-0 (min. 0-1-8) 5 = 330/Mechanical Max Harz 1 = 152(LC 8) Max Uplift 1 = -261(LC 8) 5 = -227(LC 8) Max Grav 1 = 481(LC 1) 5 = 330(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1135/721 BOT CHORD 1-9=-982/1371 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 1.5x4 II 2 3 3x4 = 1.5x4 11 4 Dead Load Defl. = 1116 in 5-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TC 0.39 Vert(LL) 0.07 5-8 >773 360 MT20 244/190 BC 0.69 Vert(TL) -0.12 5-8 >470 240 WB 0.05 Horz(TL) 0.01 1 n/a n/a (Matrix-M) Weight: 18 lb FT = 20% 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=261, 5=227. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 92 lb up at 1-0-12, and 241 lb down and 150 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=-30, 4-6=-20 Concentrated Loads (Ib) Vert:9=-130(B) 10=241(13) Wwumg-Please lboteaghlyleriewWA.I RooriRUSrnSinlER1,GENERAITIRMSA(DNDISIDYS(IISID9ER(IUMIA(nowaDGEwrlorm Verily des'ryo pwometvsoad r<vd wits o.IhisLnrDayoDm•iy(rDD)ood theMwod Narrater, PE Pefereme SAeelbdore are. Bless ol6eniss dined ore the 10D, only MANUEI MARTINET, P.E. Yiieh rnrmvrhr plMn sboll be used for the IDD to he rolid As o Truss Design Fnginen (,e.,Speridry Eegmearl, the sees on oW10D,.pts,eM. ao.... pla�" of the prolmsionol erg aeving reap abiliylo, the design al the mqb. Truss depicted on the MD oely, uade, TPI.1. the design ouump0oo,,1..1.9 aondaom, �wuoMPoynndos""af this """'be u""R��'"' .1she0•mylhe0wnei saulkoriadogem army eaDdiag Ds,igon,mthe molnlM lhelR(, the 1B(, the land buOd;ogrode and lPN. The oppoeM aftbe lODond oryhddall of the lmu,inthdiop haedR�gslwage, ioslMlalion nod bmriog, shag be the #OQ]l82 respondhTiryd lee BoeMmg Wine, aid (tanador. All oatesuI aM in the TDD and the intent, ad guideW:eaol the Ba7dog(ompaoenl Safety hfurearran@CSQ poblibed by TPl and SB(A as a(neaad let geaerul goidaam. IPII deBmsth—,paosibiblies and darts, of the Trms Designer, cross Dedpn hater and IO819 (harltan (if. yri s, NaruloMreq od,,s uth—m defined by n (onl,ad agreed area in •rfing by a0 perho involved. The Was Design Engi—, is N01 the Beildmi; D,sigoer or Trmdystem Engineer lot any building AB (apNufrsed terms are as dtfinedinlirld. Copyright©2015 A. Rooi (russet- Manuel Martinet, P.E. Repmdonion al this d nuarew, it any farm, is prohibited with sedflu permieslan her Roof Trusses- Manuel Moriarty, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply a 61851 J7 Jack -Open 19 1 A0549626 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:43 2015 Dead Load Defl. = 1/8 in 7-0-0 Plate Offsets (X,Y)— [2:0-2-0,0-1-6) LOADING (psf SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.09 4-7 >912 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(rL) -0.17 4-7 >501 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-S) Weight: 25 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 184/Mechanical 2 = 508/0-8-0 (min. 0-1-8) 4 = 61/Mechanical Max Horz 2 = 258(LC 12) Max Uplift 3 = -196(LC 12) 2 = -280(LC 12) Max Grav 3 = 184(LC 1) 2 = 508(LC 1) 4 = 107(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1540/1319 BOT CHORD 2-4=-2067/2027 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=196, 2=280. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W iq•Pinesetb.,.B*mrie.the'A.)ROOF aftim r9flitfll, GENITAL mmfACONDITIONS CUST04E1reuMlA(rNOWIEDDEME1r Torus. miry design pure.? and readeditsan IhisLoa Oniga Dgo.iep IIODJond McMonxl Yowmet,Pi. Relemme 36ea before use. ODIen ol6er.ise�aredmthe ND,�nly �MiTek mn.error plates sk0 ke �sedlor the lDDl. be mFA Assirun Oesige[nginnr(e., SpetiaDy Eogmemt l6e rvolm o.ylDO epnamg o. eoeptane dtheptokeriaml'.0—hy rnpmsbiNlylm the design of l6e singM iron depXled as lb, iDD oely,ueder lPbl. ae design oswnpfio.s, loading endfioos, MANUEL MARTINEZ, P.E. ' suito6ihryend aseatlMs Truss 1. any 161di.gisthe tespomlblFryefthe a.ner,the a.misautha;Flog,.torthe luldnt;Designe,.inthe o.Ieatolthe llLThe It(, The lomiWilingiad. and TPI1. the appar0.1tine TODand a"Full useof the T.,,,erhdisgbundling, dasq,,intAloNa.end lusting, sbull beThe #047182 respmubiPoy od16t/aiMmg Oesigan and (oanaew. 10 notes et mn i, The TOD andlhe iucutk s wed Odermes olthe Building (ompoatnSafety letmmarion R(SQpubssb,d by TPI m6SU ate efnmod tar gemml guidon,,, In I dtfi"stit mspomiblRNes and duns s1 the irons Desrym,, Truss Design 1,0­ and Truss MandoAmeg using DNu wise defined by a (,shad speed upon in.rinog by all parties urohed. the Truss Dnig. Eagl.eer is NOT the Using @sigow or TrussSye-Engi.eer far any 6 0sq. AO (apaaNedtams ore os def.ed m 1PL1. 10019 (IIOrltOn tlr. (opyrig6l®]OIs A ltool imsses-Manuel Martinet, P.L Reprodmtioo at this dammeol, in any form, is prohibited with written permission from A-1 Root Tmues-Manuel Martinet, P.E. Orlando, FL 32832 Job Truss Truss Type City Ply r A0549627 '61851 J7B Jack -open 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:44 2015 Page 1 ID:vVincsjBw?hGGMZt8gVVveiyzTEK-RAflMmwXnXB2ioZV?ly2DYGl E1 dNMzNMgZ_1 nryvDgr -1-10 10 3-8-0 7-0-0 1 10-10} 348-0 3-4-0 Dead Load Defl. = 1116 in 3x4 = 3-8-0 7-0-0 3-8-0 3-4-0 Plate Offsets (X Y)— [2:0-0-14 Edge][3:0-7-13,0-1-21,[6:0-2-0,0-0-81 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 0.59 Vert(LL) 0.10 5-6 >796 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.14 5-6 >613 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-S) Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B3: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 149/Mechanical 2 = 569/0-8-0 (min. 0-1-8) 5 = 74/Mechanical Max Horz 2 = 258(LC 12) Max Uplift 4 = -152(LC 12) 2 = -281(LC 12) 5 = -10(LC 12) Max Grav 4 = 149(LC 1) 2 = 569(LC 1) 5 = 104(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1165/691, 3-4=-1444/1406 BOT CHORD 2-7=-1156/1511, 3-6=-1768/1650 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust)- Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces Be 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 100 lb uplift at joint(s) 5 except (jt=lb) 4=152, 2=281. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and ''%" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard fe" j wmving-PlefethomoStir reris. the 'A -I ROOF 11NSSIS rSBIErj, DERIMT(tgSACONDITIONS (IISTaMEArBaTEt1A(IOIOwIED6(M[Nr farm. Voly dsigo pnmmeleeondadones. no This lross[resign 0—igITDO)wd the Me —I Marlms,1`1 tefueme Sheet 6e1ine me. Notes, WS—ise need on the TOD, only MANUEL MARTINE2, P.E. �WTeY mnnesror plvles sAvO be used lm be lODlvfie rdA.A,vBvx Oesigo fsfn... (e.,Spui.Dy login.), He -I on nor too "In' I...ormplonre of the prolesuvml'.gunningresP.."6ty lm the design of the single irvs, detested no the IDD c.1y, We, TN.). The d,,ip onspo—, loaf.g mndniem, 'mD.Baymds,eofibi,Bos,I.,onyIddki;isMnnpomibi6gofthe 0mu,the0.oeisacehmixdspot e, the M&gMigeminte.... wtdtbelt(.MeNBC, the Wolbsildngeodenot iPn. The gpoenlvfthe TODvaonyfiddvu.1IT, I ss,ledu5egImdlig,sluoge,uslollolmowdbod.g,thenbethe #047182 responsiG(Oy oft6e B.Nd"mg Designs ond(osnonu. III notes ,erne in the TOO nod the Toadies ad yoidel¢notthe BuB&rg(ompaneolSalery Nfo,moNon(BCSQ ry6Bshed by Thl and SB(A me relaeosedfee general pnidoca. lPll delimst6mnpcod61BDes and dWin al16eLms Duipne,, cross Oeilgn Fopineer nod lOOl9 Charlton tlf. buss M—fndmer,00l-oeh—iu defined by n(.shad agreed upon in firing by ell penti imwlved.TheIns, Design Engineer i, NOT the Building 0,01ne, or Irma System Ingioeer In, my InnIdlog.All(opit.tied toms ore on; de fined in IPI-I. (opy,ighl © 2015 Ad Roof Twists -Nonuel Moniou, P.E. Depmdodion of Ibis dommenl, in soy form, is prohibited mile wifle. psmission Its. A -I goof Trusse, - Aland Mortioer, P.E. Orlando, FL 321132 Job Truss Truss Type Qty Ply a A05496218 61851 V02 Valley 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:44 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-RAfiMmwXnXB2ioZV?ly2DYGRi1loMzNMgZ inryvDgr 2-0-0 2-0-0 5.00 12 2x4 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 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 56/1-11-7 (min.0-1-8) 2 = 4411-11-7 (min.0-1-8) 3 = 12/1-11-7 (min.0-1-8) Max Horz 1 = 39(LC 12) Max -Uplift 1 = -25(LC 12) 2 = -48(LC 12) Max Grav 1 = 56(LC 1) 2 = 44(LC 1) 3 = 25(LC 3) FORCES. (lb) Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wer®g-Pkose tbemoghlyrnie• IWA-I ROOn➢OS16f ('St)IEI'J, DOQPR R145 ¢ (OXDIiIOtlS (IISTONFRI'IOIEPj A(¢tlOIYIFD6EhOXr I— Ynity dnig. pmnmelen ondma6 ede+po Ihi+Lo+s De+'go Oro.mg;f001 ood theNowelpmtmn, P2. ¢dneme SAeel bdmease. Odev otbm•ise+tmed oa the IDO, only �Wibl—,mr pldn,hnO6e-dto, the NDro be 1114cTms+Oedgn Fogineer(e, SpnidryErgioeeQ,11-1onooy TODmpreseMsao ormplanu of EheproSesJond eogineerie¢rmpanuhiXp In lXe deign of Me ungkirm+depaed oo lS. iDDady, uoderiPld. IAebugn ouumpfioo+, loodug mvd'aioes, MANUEL MARTINEZ, P.E. ' so0o6rTdyondneotMi,Lmslwmq¢mldingi,tbe«spom3ifirydl6e0•ner,theO•nnipulhotimdagento,tbeBuildiigDesigner,mtbemetuloltheR(.IhelRL,thelordbuilding+odeandiPrLTbenpp,oedollhefODendaopfiddosedth,I—,bddiegtlandfmg,+lwoge,instdlntianandbmdng,,bdlbethe #047182 msppasibSdydtbe¢oildmg Oesigrcreed(pnbonn. Allndn set cot bib. TDD and the p 6m and guidebnoeithe¢pd&n(ompaoenESdelyid—fi.@(SQ pebN:hed by TPI and SECA me nrnenred k, gnmmlgnidanm. TIM dA., the nq—ibifiXn and ddin of o,Tmn Onignn, iron Deign bgineer and Imss Yeedadote,, pdn, A-iu defined by a (.butgned open in rtbq by toputinwohed. N I—k9t, Eagmen i, NOT the ¢u idieg Dedgen or TtpssSystem Eegfneer hi ooy bdld;og. dIl(opilolued Isms on n delind in1Pl-I. 10019 f110rliDo Or. Copyright®7015 Ad Pool Trotsn-Monad Martinet, P.F. lepradprtipp phhis dpmmem, in ppy corm, is prohibited rich •ri0ep permisdao hpm A -I goof Tratsep • Maanel Madineg P.E. Orlando, 1132832 Job Truss Truss Type Qty Ply r A0549629 61851 VO4 Valley 2 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:44 2015 Page 1 ID:vVincsjBw?hGGMZt8gWveiyzTEK-RAflMmwXnXB2ioZV?ly2DYGMh1kJMzNMgZ lnryvDgr 4-0 0 - t 4-0 0 v d 0 2x4 5- 1.5x4 II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft_ L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 1 = 140/3-11-7 (min.0-1-8) 3 = 14013-11-7 (min.0-1-8) Max Horz 1 = 96(LC 12) Max Uplift 1 = -63(LC 12) 3 = -104(LC 12) Max Grav 1 = 140(LC 1) 3 = 140(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-172/276 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) 1 except Qt=lb) 3=104. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x �vbd Z/cgp UAs?a .. d tr wmmag • Pleme III ",;a. Ihe'Ad Roof DOES 11n1[R1, G[NERAI rtWS A (ONDITIONS loan Verify haig.Ine—tn, and mad ernes o.IY,,Tross Oesigo OlCemg;fDDJ Dad tk Memel tlmtka, PE Rdaene SAeel befomuse, Oains Clbawiu crated on 15e iDO, Daly tlleA m.nedor plarn,h.i6eusedfor the IDDlCheenGd Aso Lun Desig.[Dota (ie.,Sp,d.hy Fngineerh IN, -I an any IDD,epnsnds...¢eptmn.1In, p,afe„iomle.gimning asp.n,ibibly In Is, design .1IN. siagl,T-s depidd as the TOO only, Cad,,TPI-I. ibe design aswmpNCm, Wdingmnehiam, MANUEL MARLINEZ, P.E. �suhbRy and .se at Ibis for any guiding is the gam,1irly.1 the Oren, the Dan,,',aaih,aaed agent or the guiding N,fa,r, in the m.led of the lK,the Is(, the led bulldi.grode.4fl?Vl. The are-1af he TODoad any fidd use of[be tmss,imhding handling, slnoge, i.stdialion and listing, 00be the #047182 respon6hihry C}tk Beildmg Oesigneroad (Cehona. All nah, ,1 1ialk IDD andlbe prouinsoed g.iddints Cilia Budding(ampenenl safety lofarmerim(grs!) pabfished by TIP! ad Sg(Aare¢fumed1mg-nulguidaan. IglddehneslIs—,poosibiities and datin olihe Luss Oesignerylrms Oetipnfegineer and 10019 (harlton Or.I—tlamladareq wins otherwise defined by a(CnlrnuaS,,,dupon innituq by no porNas!,.had.TheIns,Win(ngf.en is NOl the gadding hslie,r a, Is Sy*.[nginen I., Day baild%All(aphludterms ore as defined in IN.). (opyrighl @2O15 Ad Reel trusses - Manuel Ma finer, P.I. Reptedualon of Ihis dommenl, in any Imm, is prohibiled with v illen pnmsesion homA-1 Roal Trusses -Manuel Morliner, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply A05�9630 61851 V06 Valley 1 1 �Jcfb!Rferersce (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Thu Jul 23 10:33:45 2015 Page 1 I D:vVincsjBvPh GG MZt8gV W eiyzTEK-wN Dga6x9XgJvKy8 iZSTHImpTFRO B5QdVvDjaJ IyvDgq 6-0-C) 4x4 11 2 3 4x4 3x6 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 230/5-11-7 (min. 0-1-8) 3 = 230/5-11-7 (min. 0-1-8) Max Horz 1 = 158(LC 12) Max Uplift 1 = -104(LC 12) 3 = -171(LC 12) Max Grav 1 = 230(LC 1) 3 = 230(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/444 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members -and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=104, 3=171. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wodng-I'l thoroagblyredewtbe'A-I goof 1IUSS[SI'SnlEt'bD[NOM RgYS A(ONMnD05 aaiOMEtI'gUfTl')A(IpOWIEDGEMTNr'Iwm. V.4dnig.ponool andreadoad lhmmos,D,,k.D,a.ig(fDD).ndtbeMomdNnin ,PEgdneoa Sbeelbdo,eust. Unlessothenise slated an the 1DD, only �YiTei ronnerkr pletel sbno".."o, the RD 1. be cold As a Loss Deign Egio.ee(e.,Spea.IhEgaeo), she seal on ony Too repmsenh..o"eptwro of the pmlesslonol eagircniq nsponbilily to the design of the si9k Try depicted a. the RDody,.odnTPld. The dnga a,matpNa.,, looding randieaes, MANUEL MARTINET, P.E. I.404ayundus, ofthis Tr In, any 10dingI,lb,,,po ibTdyoftheO.ner,the 0—A lh,,indogedothe IfuddigDeg.er.io6em. led .1 lb, lgCthe IS( the I-IbuildigndeandTPH.Theappe-I of the Do and our field us, .1 1b, Truss, Wading handfing, osuap, iWallefice d boming, hall be the #0471R2 1elponahTdydlb.bold'mgDesigoeraad(ooaador. All nde, saefi.lhelDD andlbe pmaasaad goiddioes olthrluDS�apGoponenl safetylef—afmnp(SI)publislid by IPl and SKA a,, udvenudfus general Silicate.TPld defints ibr«spoesibiek, and defin of the liuss Designer, Twis Desiplooneee and 10019 Charlton Ur. kedadorer, odes oth-4, defined by a (uohad uFa,d upon in %niUng by on looks ia..hat The Irons Design (ngineei is 1101 Due tuldi.g Deals. or Truss Sysm. Engi.eer Iw any buildog, MI (ap t.5r d terms ore as defined in IPI.I. (opyrighl©7015 A.I tool mosses- Manuel blertiaet, P.F. geprodudion of Ibis finical, so any form, is prohibined with wdnen ptrmMsion Isom A-1 goof Trusses - Manuel Modlnet, P.E. Orlando, FL 321332 Job ! Truss Truss Type Qty Ply A0549631 '61851 VOS Valley 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MiTek Industries, Inc. Thu Jul 23 10:33:45 2015 Page 1 ID:vVincsjBw?h GGMZt8q WveiyzTE K-wN Dga6x9XgJvKy8iZSTH Imp WFR3G5N H VvDjaJ IyvDg q 4-M 8-0-0 4-M 4-0-0 v 0 0 2x4 5 1.Sx4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 10217-11-7 (min. 0-1-8) 4 = 136r7-11-7 (min.0-1-8) 5 = 402r7-11-7 (min. 0-1-8) Max Horz 1 = 220(LC 12) Max Uplift 4 = -101(LC 12) 5 = -298(LC 12) Max Grav 1 = 102(LC 1) 4 = 136(LC 1) 5 = 402(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-398/166 WEBS 2-5=-473/721 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1.5x4 II 3 4 1.5x4 II CSI. DEFL. in (loc) Well L/d TIC 0.39 Vert(LL) n/a n/a 999 BC 0.13 Vert(rL) n/a n/a 999 WB 0.21 Horz(rL) 0.00 n/a n/a (Matrix) 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=101, 5=298. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 29 No FT = 20% Womitg-Pleou tho«ughly«eis. Me'A-I ROOF IIOSSIS(111(ERI,DINERAIINS ACONDITIONS CUSTO4111r1hMn A(IINOWIEg6(9(NT'Iolm. Verily, dngn p.o.ete«aad reed o.«s oo this Tr.,sDngeD—igFill) WIN M.welN.Nnu,PI Rd.e.e Sheet 6e1are me.U.1-Ih-ise sided an the TOD, inky, MANUEL MABTINEZ, P.E. ,,Tel eonmdor plans s1,Obe u«d T. the IOOto he 14 As a TimsDnign Ingioe.(e., Sperielry Figme.ti16e snlwwyIDDrepneds ao.rrept®ro dib, profasiondeegio<eriog mp.nsihRiry I. the designolthesingleTmesdepletedon the TDDoely,under TPid. nelb-, Us design msumptioos,looding rendfions, �up.bilily wd olthis Fro, for ony luildiogis INeresponsibddy oilhe O -, the Oneisoul.,ad ogenl.theR.ld�tg Desgnee,mthemnled of the IXAs121', the 1-1 building rode and ITTme 1.1Is,gpol if TDO rndaq Fill use d of the I—, in,Ts6sif h. dbig,st.oge, is00,k,I and b,.dip, sh01 be the ##047182 rtspoa WAy dih.lidding Oesigmrand(oehoe.. All notes set.di.theTOD.dtbeptodleso.dgoldelinem16, l.Ua.g G.poeent S.fery ldormmlon 61) published by ITT and SRG a« id lad b,g,mmlguid..e.]FIT dehaes therespaasi6itin and duties of the Lass DIOR-,Truss Onign Engineer and 10019 Chorlton Cir. Luss M.oul.cnrer, odes, ofbenin d,liud by n NiMid.9reed upon bI.,&g by Ill is p.Nn iaroNed. The 1— W. lnpinee, is NOT the Building Oesign. or Tmn Sysnm ingiaee, lo, any building ean All6P.5ud ls me a, defined in IPI.1. (oppighl©2015 A-1 Roof Imsses-Noaoel Mmlinee,P.F. Rpmdatti.n of this dommenl, in ony form, isprohi udwithmitts.p—lni..from A-1 Roof Time,- N.noel Nominee, P.E. (Lial D, EL 32832 I t� +y �4 tom\ �r �y Yi1�1 -1 HOOF A400_�TKUSSES AFLGRIDA CORPORAnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards- ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others_ 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer_ 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be art_ Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards_ Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified_ Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010_ 4451 St_ Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www_Altruss.com 9 ffM Name: 11 Address: tm_OP S . TRUCTURAL Custamer., CONNECTORS' A MITOE' Compaj7y Contact-. Number. Hangers "J. W. 3- uee ri-I-J'. U Si L WT4 Win f !A IIS ' CCd 14 106,0 T1 JUS24 188:4 655 150 820 510 4- lad (Header) FL821.39, 2 - lad (Joist) 11- 0510.01, RR 25779 LUS24 670 765 US 490 4 - 10d (Header) I I I 1 1 2 - 10d (Jaht) T2 AS26 1881, 850 975 1060 2.115 4- lad (Header) FL82L4Z 4 - 10d (Joist) 0510.01, RR 25779 LU526 865 990 1070 1165 4 - 10d (Header) 14 - 10d (Joist] T3 MSH422 .183:4 22 - lad (Face . Face Max Nailing) FL822.36, 6 - lad (Face - Top Max Nailing) 08. 6 - 3,Od (Joist - Face Max Nailing) 0303.06, 6- lad (Joist -Top Max Nalling) RR 25836, 4- lad (Top -Tap Max Nailing) 13116-R rHA422 2245 2245 2245 6 - 16d (Carried MemUer - Face Mount) 6- lod (Carrf:d Member - Top Flange) 22 -16d (Fake - Face Mount) 2 - 16d (Face - rap Flange) 4.16d (rap'- rap Flange) THA1422 1835 1835 1835. R-10dxl-112or2-10dxl-112(Carried hletilber) 20 - 10d ar2 - lod (Face) .4. 10d (Top) USP Structural Connectors T4 TH D26 1781, 2485 2855 3060 2170 - - - 18 -16d (Face) FL13285.35 12 -10d x 1-1/2 (Joist) , 06- 0921.05, RR 25843 HTU26 2940 3340 3600 1555 - t II - IOd x 1-112 (Canted Member) 70 - IOd x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20 -16d (Carrying Member- Max Nailing) T5 TH D26-2 17814 2540 2920 31.75 2285 18 - 16d (Face) FL13285.35 12 -10d (Joist) 06- 0921.05, RR 25843, 13116-R HHU526-2 2785 3155 3405 1550 14 -16d (Face) 6-16d (Joist) HrU26-2 2940 3340 3600 2175 20 -10d (Carried Member - Max Nailing) 20 -16d (Carrying Member. Max Nailing) T6 THD28 178L 3865 3965 3965 2330 28 -16d (Face) FL1.3285.35 16 - 10d x 1-1/2 (Joist) 06- _ 0921.05, • RR 25843 HTU28 3020 4340 4680 2140 26 - 10d x 1-112 (Carried Member - Max Nailing) 26 -16d (Carryinq Member. hiax Nailing) T7 THD28.2 1781, 3950 4540 4935 2595 - 28 - 16d (Face) FL13285.35 16 -10d (Joist) 06- 092L05, RR 25843, .13116-R HHU529.2 4210 4770 $140 2000 22 -16d (Face) B - I6d (Joist) HrU28-2 3820 4340 4680 3485 - 26 -10d (Carried Member - Max Nailing) 26 .16d (Carrying Member- Max Nailing) T8 THD46 1.781. 2540 2920 3175 2285 - 18- 16d (Face) FL13285.35 12 - 10d (Joist) + 06- 092L05, RR 25843, 13116-R U5P 5tructura( Connectors HHUS46 2790 3410 11530 14 - I6d (face) 13160 6 -16d (JaUt) T9 'THD48 1781, 3950 4540 4935 2595 28 -16d (Face) FL19285.35 16 -10d (Joist) , 06- 092L05, RR 25Q43, - 13116-R HHUS48 4210 4770 5140 2000 - - 22 - I Gd (Face) B -16d (Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 - 20 -16d (Face) FL821.75, 8- 16d (Joist) 06- 0921.05, hR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - 20.16d (Face) 8 -16d (Joist) T11 THDH26-3 1881, 3915 4505 4795 2235 20 -16d {Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 20 -16d (Face) 8.16d (Jaht) T12 THDH28-2 188:4 6535 7515 8025 2665 - 36 -16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Jak) T13 TWOH28-3 188:4 6770 7785 8025 2665 36-16d (Face) FL821.77, 12. 166 (Joist) 06- 092L05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 - 16d (Face) 12.16d (Joist) USP Structural Connectors Im STRUCTURAL CONNECTORS' A M7elCCompwW Fastener Comparison Table Name: - Address: Customer: Contact: Number_ -��.�,� _y =- �:.�.��_- �:���->-�..._ _ _ �=,�: �",:,��-� ==� :�=:�;Co."nnector_•�cheduFez�..� K' redFasieners= Rr=_ �Ren 'N-�'=; ce" a�'Re �.,-„��.-_�;�.<,�.:; __` 6m- uo� - = efc USP;Stodc-Nos uirotfF6'steners'> M - TI JUS24 4 -10d (Header) LUS2T 4 - IOd (Header] 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 -16d (Face) HGUS2F 2 20 -16d (Face) 8 -16d (Joist) 8-16d (Jaisi) - T11 THD H26-3 20 -16d (Face) NGUS26-3 20-16d (Face) 8 -16d Qotst) 8 -16d (Joist/ - T1Z THD H28-2 36 -16d (Face) HGUSZB 2 36-16d (Face)- -10 -16d (Joist) 12-16d (JoiV - T13 THDH28-3 36-16d (Face) HGUS 8-3 36-16d(Face) 12-I6d (Joist) 12- I6d (Joist] - 12 JUS26 4 -10d (Header) LUS26 4- 10d(Header) 4 -10d Qoist) 4- IOd (Joist) - T3 MSH422 22-10d (Face- Face Max Nailing) THA422 6- I6d (Carried Member- Face Mount) 6 -10d (Face - Top Max Nailing) 6-10d (Carried Member - Top Flange) 6 -1od (Joist - Face Max Nailing) 22-16d (Fine - Face Mount) 6 - iod (Joist -Top Max Nailing) 2 - I6d (Face - Top Flange) 4-10d (Top -Tap MaxNaiiing) 4 - 16d (Top - Top Flange) - T4 THD26 18 -16d (Face) HiU26 II - IOd x 1-112 (Carved Member) 32 - lod x3.-3./2 (Joist] 20 - IOdx 1-12 (Carried Member - Max Nailing) 20 -16d (Canftty Member) 20-16d (Carrying Member -Max Nailing) - TS THD26-2 18 -16d (Face) HHUS262 14 - I6d (Face) 12 -10d (Joist) 6-16d (Iost) - T6 THD28 28-16d(Face) RTU28 26-IOdx1-12(CarriedMember - 16-10dx1-1f2 (Joist) Max Nailing) 26- 16d(Carrying Member - Max Nailing) T7 THD28-2 28 -16d (Face) HHUS28-2 22-16d (Face) 16 -lad (Joist) 8 -16d (Joist) - T8 THD46 18 -16d (Face) HHUS46 14-16d (Face) 12 - lad (Joist) 6 -16d (Joist) - TS THD48 28 -16d (Face) HHUW 22- I6d (Face) 16 - iod (Joist) 8-16d (Joist) USP Structural Connectors j Namec Address: STRUCTURAL CONNECTOW Customer. A MWbk'Company Contact: Number_ t , • . D • S ii_b Y � a'a�n, ^� ITS-���W13�-` �_: ..{��.�, Y•' f i i JUS26 � 1 • r I r r I i 95 D Right r flange USP Structural Connectors ] + pAddress: STRUCTURAL CONNECTORS' Customer - A Lek' Compasiy contact Number. Left,. flange w yy l4ht flange THD48 (Qty.- I) USP Structural Connectors I I 1 Tess I' I ' I -kb R.L. I 71 sJun2271312i?r=73st=tuh2Y; 037419 a0bX!s6r+plbR5d yl's 4- TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD NAXM 170 MPH Ex c H=25' MAX H"''13 4 24 t= 2. 72 3sS HARM 3 td4L® T7 t MLED I an mr rjadc ,n t dh 2-15d toe [Clls-VUeCtyp $1 6 k 14 't5 7nd h5 t � _ mum MAIM 15xL n HAILED NafLID NAILS NAILM 15d toe nab 4 23- strap 6-1 Ddr I.5- each end Ste= h2 3 n (p>f) SPACING 2 {F0 csl DEM in roc) Vd_0 Lid PLATES GRIP ' 30_0Plates increase 125 TC M71 Vert(LL) -GM 67 >999 350 h1M 24 jl9D 15 0Lumber Increase 1.25 BC 0649 Vert TQ -Ot29 6-7 >S9 240 0.0 ' Rep Stress Inc NO WS 0S9 Hoa(it) 0.01 6 nia nia 1" Co&FRCZD10rTP12007 (AAatri:t M) Weight'lbFi-0� [LOAEIWG BRACING CHORD 2x4SYPM38 TOP CHORD Structund rood sheathing directlyapplied or6.0.0 oc purlin . CHORD 2x4 SF Nat BOT CHORD Structural wood sheathIng directlyapplied or B-9-4 oc bracingS ZA SP Na.3 mi Tek recommends gat Stabilizers and required cross bracing be Installed during inns erection, in accordance with Stabillmrr . NONS (mtn. 0-1-B), 6-362Medtenkal Max Horz2-208(LC 4) Mat Upbft4--156(LC4), 2--382(LC-q, 5-159(LCB) Max Grv4-219(LC 2). 2-734(LC 2). 6-412(LC 2) :ES (lb) - Max. Comp./Wam Ten. - RD forces 250 (tb) or less except when shown - CHORD 2-11--E39r'64% 11-12---05rv3D7, 3-12--845rrW3 CHORD 214- 5B1/8#e, 14-15--#3�8?8,7-15� 538#6, 7-1fi39/848, ii t6-;3P1B49 S 3-6-91643 Wind:ASCE 7-10; 17Dmph (3-second gust) Vasd-132rs ph; TCDL-&1X st; BCDL-5.0ps1; h-eft; C6. 11; Exp C; Enct, GCpi-0.1B; MWFPS (envelope); cantilever left and right exposed ; Lumber DCL-1.33 plate grip DOL-1.33 This truss is not designed to support a celling and is not lntended for use Whim sesibetics are a consideration. Plates checked for a phis or minus 0 degree rotation about Its center - This truss has been designed fora 10.0 pst bottom chord five load nonconcuueot with any other live toads ' This truss has been de -signed fora five load of 20.tpst on the bottom chord in all area where a rectangle 3-6-0 tan by 2-0-D wide ra0 fit between the bottom chord and arty other members. ``1111ti(If//!! SUS_ S./f EN - ,, !! N sAs6s —� dx u�r� STATE OF _ � •-.�IORIPQ` � �� Al- 1109 COASTAL. BAY BOYNTON BC, Fir 33$35 .1012D/12 O^ r TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS iz a rzaPITCHp/ TRUSS -24" c.c. 4 1 2d MAX 30" (21--a" UPLIFT CONNECTICN ,,,,�►►����►�,,,� SEE ROOF TRUSS 2x6 #2 SP BOTH FACES,,, . ` 24o i.AA N 34860 EXTERIOR FL AT GIRDER SIMPSON H5 •� STATE OF •'..�aRtoP,•, � ,� 0111111110 1109 COASTAL BAY BOYNTON BG,VL 33435 xo/zS/zz • STANDARD PIGGYCK TRUSS EEBRUARY 14, 2D12 I CONNECTION DETAIL (PERP NDICUI_AR) I ST-PIGGY_ PERP.I Q� O L� I Tek Industries, Inc. DETAIL. IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES) - ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY43ACKT 'USS (CROSS-SECTION VIEVV) Refer to actual truss design drawing for addi artal piggyback truss btformaaon. NEARSIDE IWi-ek hrhjsWe; ChesterGe►d, &i0 Page 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY If WIND EXPOSURE B or G WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PERASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS;1.60 THIS DETAIL- SHALL BE ONiY_USED FOP. -RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS WrrH (2) - I Ed (0.131- X3.5") NAILS TOENAILEID.FAR SI 4L FLATTOP CHORD OF BASE TRUSS BASE TRUSS -(SIDE VIEW) Refer to actual tmss design drawing faradddional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHAH BE SUCH ASTD AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASETRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; 3. THE SPACING OF PIGGYBACKTRUSSES AND BASE TRUSSES IS FTORLESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICUL►1RTO BASETRUSSES� 5 PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT_ ♦♦♦ ,�S S./t �i�i �♦ ��: " �CENSF' C�� J-dg;� 89�STATEOFZONAL S 1109 COASTA%. BAY BOYNTON BC,FL 33435 *10/19/12 FEBRUARY 14; 2012 1 Standard Gable End Detail SHEET 2 - 0 Ilhi fek FndusLizs, Ch�erfield. MO Page 2 of 2 EVIEDALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses Cab24" o.c. HOP.IZONTALBRACE 2YSDIAGONAL BRACE SPACED :s-O.C. (SEE SECTION A-1) ATTACHED TD VERTJCAL WITH (44) -1 Lid Mk 1 ek Industries, Inc. Roof Sheathin TCOMMON SLI WIRE WITH N AND ATTACHED iTO BLOCh'LNG Wf)t-1(5)-tUd COMItiOtitS. Ma1c IT IS THE RESPONSIBILITY OFTHEBLDG DESIGNER OR t EPROJECTENGINEERARCHTECTTODESGNTHE NAI0. DIAGONAL BRACETO CEIIJNG DIAPHRAGMAND TISATTACHMENTTOTHE L NAILSUS_SESTO RESiSTALL OUT OF PLANE LDADS THAT MAYRESULTFROM THE BRACING OF I`HE GABLE ENDS 2X 4 PURLW FASTENED TO FOUR TRUSSES WITH TWO 1 W NAILS EACH. FASTEN PURLIN \ TO BL OCI3NG WiTWO 15d NAILS (MN) Diag. Brace PROVIDE Z:i4BLOCKING BETWEEN THE TRUSSES at 113 points t SUPPORnNG THE BRACE AND THETWOTRUSSES it needed \ \ ON EFTHER SIDEAS NOTED. TOENAILBLOCMNG TO TRUSSESW17H (2) -1 ad NAILS AT EACH END. \ ATTACH DIAGONALBRACETO BLOCMG WITH End all _ M - I Od COMMON WIRE NAILS. CEILING SHEAYHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAYBE BRACED AS NOTED: STRUCZlRAL METHOD 1 : ATTACH A MATCHNG GABLE TRUS*S TOTHE IiNSIDE GABLETRUSS FACE OF THE S i Ruci ORAL GABLE AND FASTEN PER THE FOLLOWING NAILINGSCHEDULE. METHOD 2 _ATTACH 2X SCABSTOTHE FACEOF EACH VEI TICAL SCASALONG MEAL,BERONTHESTRUCTURALGABLE PER T14EFOLLOWING VE +i CA! NAILING SCHEDULE. SCABS ARETO BE OF THE SAME SIZE, GRADE AND: SFECIESASTHETRUSS VERTICALS RARING SCHEDULE- - FORWIND SPEEDS 120 MPH'(ASCE7-9B, (1^e, 05),150 M m (ASCE7-10) OR LESS, NAILALL MASP HERS WITH ONEROW OF10d (131- X3-) NAILS SPACED U-O.C_ -FOR WIND SPEEDS GREATER 120 MPH (ASCE 7.98, 02, 05).15D MPH {ASCE 7-10) NAIL ALL MM%ERS WITH TWO ROWS OF 10d (131- X37 NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1_ ALL BRACING METHODS SHOWN ON PAGE 1 ARE I VAUDANDARETOBEFASTENED TOTHESCA13SOR 4VLAYEDSTUD VERTiCALSRJDS OFTHESTANDARD GABLETRUSS QN THE INTERIOR SIDE OFTHE STRUCTURE- 1 AN ADEOUATE DIAPHRAGNI OR OTHER METRO%Q Wp�', CLNG MUST GABLETTJFAi_ BFPRESENTTOPROVIDE FUL.LLATERAL tgR}'ORT ppOTTOM GABLETRUSS / CHORDTORESISTALLOUTCFPLANE dAElNGOWN I IN THIS DETAIL IS FOR THE VERTICALtiS ]ip NOTE: THIS DETAILISM MUSED ONLYFOR H 34869 STRUCTURAL GABLES WITH INLAYED _ STUDS.TRUSSESWFTHOUTINLAV@ I fY ®_ SiUDSARENUiADDRESSHERE uj_ - d STATE OF STANDARD ' "tORIQp`_= GABLETRUSS ���`r' ......... .VpL 1 /r11t11ililt�` 1109 COASTAL BAY BOYNTON BC,FL 33435 47 D PIGGYBACK FEBRUARY 14, 2i}12 I TRUSS C� NECTION DETAIL I ST.PIGGY PLATE I L v = O a lute 1 ek Industries, Inc. 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 conditons as long as no uplift exceeds 377 lbs. Refer to actual pgggybakl: truss design drawing for upfrts, NOTE: This Oetail is valid for one ply busses spaced 24" om. or less. PIGGYBACKTRUSS Beier to actual truss design drawing for additional piggyback truss information_ I SPACE PUALINS ACCORDING TO THE MAMMUM SPACM ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O r—� A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOKE W,k k fustties, Cha-terw1d, MO Page 1 of 1 Attach piggyback truss to the base truss with XxW TEE -LOCK (Auld -Use Connection plates spaced 48' D.c- Plates shall be pressed into the piggyback truss at W o.c. staggered from each face and nailed to the base truss with four (4)- 6d (1.Tx0.0-3") riaiis in each plate to achieve a maximum uplift capacity of 3irr ibs- at each 3"x8- TEE -LOCK Multi -Use connection plate_ (Minimum of 2 plates) Attach each purfin to the top chord of the base truss. (Purlins and connection by otihem) BASE TRUSS Refer to actual truss design drawing for additional base truss information. `�tt�tkrhrrrrr� ` - N 34869 - W= �0 • STATE OF Il/_' 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 � y FtBRUARY 14. 2012 1 TRUSSED VALLEY SET DETAIL I ST VALLEY SYP no Mffmk Industries, Inc. SECURE VALLEY i RUSS W/ ONE ROW OF 16d NAILS W O.C. _ CABLE EN0- CMWON TRUSS OR GRDERTRUSS Mi-rak Industries, Chesle<field. MO Page 1 of 1 GENERAL SPECIFICATIONS 1. NAILSIZE=3.5' X 0.131'=16d 2. INSTALL VALLEYTRUSSES (2,C O.C. MAXWUM) AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY -MUSS SPACING. NON TRUSS S WIND DESIGN PER ASCE 7-K ASCE 7-oZ ASCE 7-US 12D MPH / WIND DESIGN PER ASCE 7-ID I5D MPH ATTACH 2x4 CONTINUOUS NO-2 SYP MAX MEAN HOOF HEIGHT- 3Q FEET ROOF PITCH - MINIMUM 3ii2 MAXIMUM 1Di12 TO THE ROOF WITWO S lid (0.131- X 3.5-) NAILS CATEGORY It BUILDING INTO EACH BASETRUSS. EXPOSURE C OR B WIND DURATION OF LOAD INCREASE - Mol I i I MAX TOP CHORD TOTAL LOAD- sp iW �!/7 MAXSPACING-2# O.C.(BASkAidp�Fj' MRJIMUM REDUCED DEAD L(aD p F--•.: ON THE TRUSSES ` ` I UI 413 N 369 -`- LIU— STATE OF DETAIL A (MAXIMUM 1" SHEATHING) /f`'iS;Q�A` �,1 �`• JiIJJII►�� N.T.S. 1109 COASTAL BAN' BOYNTON BC,FL 33435 OCTOBER 1. 2006 0o p Fv—m o� MiTek Industries. Inc_ LATERAL TOE=NAIL DETAIL ST TOENAIL SP MiTeklndusbies. CbmtE2field.Mo Page 1 oF1 NOTES: I. TOE -NAILS; SHALL BE DPJVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER. AND MUST HAVEFULL WOOD SLPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OFTHE MEMBER END AS SHOWN. 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 THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES- TO VALUES SHOK4 AF—= C4PAC17iY PER TOENAIL APPLICABLE DURATION OF LOAD INCREASES MAY 13E APPLJEO. EXAMPLE (3)-16d NAILS (.162:' dram.x 3S} WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15_ 3 (nails) X 84.5 (Ibfnail) X 1.15 IDOL) = 291.5lb Maximum Capacity ANGLE MAY VARY FROM 30' TO SW 45.00' ANGLE MAY VARY FROM 30' TO 6l3" THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEV�iS SHGATJARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2)a.1--4) 2 NAILS NEAP. SIDE NEARSIDE 45.00° SIDEVIEW (2:61 3 NAILS WNE-ARSIDE EAR SIDE EPR SIDE ANGLE MAY VARY FROM 30° TO SO° 45.001 N W69 �p io/l12 tv; STATE OF i !20RidI'� .= E> %NA S,'O� 1109 COASTAL BAY BOYNTON BC,FL 33435 e OCTOBER i, 2006 1 UPLIFT TOE -NAIL DETAIL . rST-TOENAI L UPLI o Qo EK= MTek-Indushies, Inc_ SIDE VIEW NEAR FAIR SIDE raTet: IMUSWes, Che:ierfierd, MO * Page 1 of 1 NOTES 1-TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREESVMH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MENSER END AS SHOWN- 2- THE END CISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THEE LESSEP. VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES - Toll OF SIDE VIEViS SHOWN ARE FOR [LWSTRAi10N PURPOSES ONLY TOE -NAIL VWTHDRANJAL VALUES PER NDS 2001 (lb/nail) DAM. SYP DF HF SW SPF--S L,� .131 58.5 46.1 31.5 292 203 O .135 b'0.3 47,5 I 32.5 Sol 20-9 in .162 723 57.0 39.1 35-9 25.1 M z .128 53.1 41D 28.7 27.0 19A j _131 543 42 8 293 27.7 183 N 148 6fA 483 332 31.3 213 to ED _120 45.9 35.7 248 23A 153 O .128 -19.0 38.6 255 25.0 17.0 b .131 50.1 39.5 27.1 25.5 174 0i .143 565 44.6 30.5 26.9 195 VALUES SHOVW4 AFiE CAPACITYPERTOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE'_ (3) -16d NAI LS (.162" dam. x 3.51 WITH SPF SPECIES TOP PLATE ForWnd DOL of 1.33: 3 (nails)X36.8 (lb/nal)X 1.33 (DOL forwind) = 146.81b Maximum RJlowabie Upfi#i Reaction Due To Wmd For W1nd DOL of 1.60. 3 (nalls) X 36.3 (lb/nal)X 1.60 (DOL forwind)=176.61b Maximum Allowable Up6ftReaction Due To Wind Iftha uplift reaction specified on the Truss Design Drawing is morn than 146.8 Ibs (176.61bs) another mechanical uplift connection must be used. USE (3) TOENAILS ON 2x4 BEARING WALL USE (4) TOENAILS ON 2x6 BEARING WALL ENO VIEW 10/19/12 1`,�j111!littt,l, ` VGEN L SF '• i ' N 34869 =- �^ LU '• STATE OF •' �� 1109 COASTAL BAY BOYNTON BC,FL 3343S a