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Home My WebLink AboutTRUSS PAPERWORKAli ui J F--4 U. 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010� FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE n LOT/BLK/MODEL: LOT-96 / MODEL:CAYMAN 1516131/ EASTON RES 0 �m JOB#: 72027 .MASTER#: WRMSCM1516B1 L OPTIONS: COVERED PORCH i Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 — A-1 ROOF These truss designs rely on lumber values established by others. i TRUSSES A FLORIDACORPORATION RE: Job WRMSCM1516B1 L JOB #72027 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 3asa6 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1516 Address: LOT#96 Subdivision: City: ! County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: I License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code. FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 48 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 GI15-31.003,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 A0013082 A01 5/2/18 13 A0013094 A13 5l2/18 25 A0013106 CJ3L 5/2118 2 A0013083 A02 5/2/18 14 A0013095 A14G 5/2/18 26 ' A0013107 CJ3T 5/2/18 3 AO013084 A03 5/2/18 15 AO013096 1301 G 5/2118 27 A0013108 CJ5 5/2118 4 A0013086 A04 5/2/18 16 A0013097 B02 5/2/18 28 A0013109 CJ5A 5/2/18 5 A0013086 A05 5/2/18 17 A0013098 B03 5/2/18 29 A0013110 CJ5AT 5/2/18 6 A0013087 A06 5/2/18 18 A0013099 B04G 5/2/18 30 A0013111 CJ5C 5/2/18 7 A0013088 A07 5/2/18 19 A0013100 B05 512/18 31 A0013112 CJ5T 5/2/18 8 IA0013089 A08 5/2/18 20 A0013101 B06 5/2/18 32 A0013113 CJ6 5l2/18 9 A0013096 A09 5/2/18 21 A0013102 CA 5l2/18 33 A0013114 HJ5L 512/18 10 A0013091 A10 5/2/18 22 A0013103 CJ3 5/2/18 34 A0013115 HJ7 512/18 11 A0013092 All 5/2/18 23 A0013104 MAT 5/2118 35 A0013116 HHA 5/2/18 12 A0013093 Al2 5/2/18 24 A0013105 I CJ3B 512/18 1 36 A0013117 HJ7T 15018 The truss drawind(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided. by AA Roof Trusses, Ltd. ' Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. --... _ _ ... ... ..... NOTE -The seal In 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, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteiia therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may be part of the projects deferreid or phased submittals: As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professionalpntyg T. T engineering responsibilityfor the design of the single Truss depicted on the TDD only. c� Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. 3 B BC•A2 2100,0000 00 4C 12 87 DF . Page 1 of 2 A#A-1 ROOF ==TRUSSES A.FLORI DA CORPORATION RE: Job WRMSCM1516B1 L No. Seal # 1 Truss Name Date 37 A0013118 J51- 5/2/18 38 A0013119 J7 5/2/18 39 A0013120 RT 5/2/18 40 A0013121 T06 5/2/18 41 A0013122 T06A 5/2118 42 A0013123 T06SGE 5/2/18 43 A0013124 VM02 5/2/18 44 A0013125 VM04 5/2/18 45 A0013126 VM08 5/2118 46 A0013127 VM10 5/2/18 47 A0013128 VM12 5/2/18 48 A0013129 VM14 5/2/18 49 STDL01 STD. DETAIL 5/2/18 50 STDL02 STD. DETAIL 5/2/18 51 STDL03 STD. DETAIL 5/2/18 52 STDL04 STD. DETAIL 512/18 53 STDL05 STD. DETAIL 512/18 54 , STDL06 STD. DETAIL 5/2118 55 STDL07 STD. DETAIL 5/2/18 56 STDL08 STD. DETAIL 5/2/18 57 STDL09 STD. DETAIL 5/2/18 58 STDL10 STD. DETAIL 5/2/18 59 STDL11 STD. DETAIL 5/2/18 60 STDL12 STD. DETAIL 5/2/18 61 1 STDL13 STD. DETAIL 5/2118 62 STDL14 STD. DETAIL 5/2/18 63 STDL15 STD. DETAIL 5/2/18 64 STDL16 STD. DETAIL 5/2/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. AI A Page 2 of 2 Job Truss Truss Type Qty Ply A0013082 WRMSCM1516B1L A01 Roof Special 1 1 Job Reference (optional) Al Roof Trusses,yFort Pierce, FL 34946, design@altruss.cwm LUMBER - TOP CHORD, 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except` B2,134: 2x4 SP No.3 WEBS 12x4 SP No.3 *Except* i W3: 2x4 SP No.2, W6: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins. BOT CHORD, Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS; (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 13 = 1490/0-7-10 (min. 0-1-12) Max Horz 2 =-138(LC 10) Max Uplift 2 =-344(LC 12) 13 = 397(LC 13) Max Grav 2 = 1490(LC 1) 13 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD; 2-3=-2664/1613, 3-4=-4163/2384, 4-5=-4061/2402, 5-6=-4033/2429, 7-8=-254/171� 6-8=-5646/3081, 8-9=-5890/3226, 9-10=-5842/3215, 10-11=-1997i1361, 11-12=-2105/1349, 12-13=-2688/1625, 6-7=-270/186 BOT CHORD, 2-22=-1253/2308, 19-20=-1674/3602, 9-19=-296/258,16-17=-1288/2336, 15-16=-1288/2336, 13-15=-1288/2336 WEBS 3-22=-1339/815, 20-22=-1464/2709, Run: 8.120 s Nov 12 2017 Print: B.120 s Nov 12 201 / Mi I ek industries, inc. Wed ID:Id_0OXyyT61Bi TXoljwHHzefvK—D?xNicSOZO9_c2T?2JDtn I-015-6-017-4-1.19-1-6 24-4-0 .. 30-10-12 1 38-M 3! 2 15:12:21 2018 Pagel fkKQ1 C3gcQAT2zKW Ne US = 7.10 tv� 2x4 11 Dead Load Defl. = 112 in 5x6 7xl0 MT20HS= 2x4 11 7 8 WEBS 3-22=-1339/815, 20-22=-1464/2709, 6-19=-1222/2608, 17-19=-1083/2387, 10-17=-1262/549, 12-17=-619/536, 6-20=-328/499, 3-20=-529/1368, 10-19=-2113/4464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 2 and 397 lb uplift at joint 13. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard I irrinrler:rtlurrtelronrxsar)etnmsrsruuirksuu(((wss(aFanDu(mon(anajLirYGeECMEM IerCIHHpdtdrrrarad±IfnlRtdeW±SaISLe<.sDernDrr,iylR4;rfl�lAu7I.horhCi.r.ElnxeQeetkaSrree.Odessahn±der±(rnn±TOD,W1 Mittkmxsnrj.r!es skdit: rdfrrIt,T)Dto ktrdk As corns Desittfrtlnxt7.e, Sptidtr Fltlu±:`piS±tdnnpTOD±epenchnmepmrc dtSrpaMsInd rusEtdrg regndlilarfortoo ltsviditea*Toss d±pd4 it At TDDwh,vtful?Fl r7snHtix±. sg1¢lliry Anthony T. Tombo III, P.E. rJwdws T.�tsshrrq la�l rt is lierestenkffndae0n±e kegneisr�d`saH r,-eslwlie tsy!Grt Desitte,�uGe sr+htdtu n(,a±1r(WMInAka'dzgndt odlri.ikeqjm:idthlDomdmffeldrsedfieTnss.iodedietkzf s%!ry±,i,Mt ireodkms3 sHft Can3pmc03hd <80083 ' Ierw elTDes tx:ri(arr9.A1: pDs trot or WDD to lieerne hddiei(cepaM Sdeq WimdsnWJtHistW1IMrA S((Auerd±nx11to pmri p— Tret h5mikirrg-iftesra on.11S±Lrss Derpn,l±r soap Gp xamdirss6rur Rnr, eess 4451 St. Lucie Blvd. is-isr h8rtdkpofedsd rgedelernxnDq kl ditrn:ts ixdrei inlnis Rile hilit tis NOT Ptrd'Aag orsitie, 1rTn±sSp4ex btirnrdair trdlg. Nrq aedk;muemdeF.ee1M1P61' Fort Pierce, FL 34946 (opyrigM©201AA-1Roof Trusses -Anlbdny1.TomboIII, P.l. Repodudionoflbisdomment,indnylorm,isptohibitedwithcWThe written permission from A-1Roof Trusses - Anthony LTombis III, P.I. Job Truss Truss Type Qty Ply WRMSCM1516B1L A02 Hip 1 1 A0013083 Al Rnnf Tnrsseso Pnrt Pi— Fk veoea — Job Reference (optional) •--•-•• • •••••• •e..- — ,c cv,11-1 un !uuuau—, rn{➢. vvuu May z la: iz:zl Zults rage! ID:ld OOXyyT61Bi_TXoljwHHzefvK4CVmvyTOKIHrDC2BbOk6JAH6Cfoa9XPC3GAjOUzKWNd 11-11-2 15-8-0 19-1 6 22� 0 29-3-14 38-0-0 94-0 4-7-2 3-8-14 3-5-6 3-2-10 6 11-14 8-8-2 4 6.00 12 5x6 = 2x4 11 6x8 = Dead Load Defl. = 7116 in 2x4 11 a 7 a w Ta 16 15 — 13 3x6 = 4x6 = 2x4 11 2x4 11 5x8 = 3x6 = 3x6 = 1.5x4 II ITM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.41 17-18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.81 17-18 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.48 11 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3,W7,W6: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 1 Row at midpt 8-15, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 11 = 1490/0-7-10 (min.0-1-12) Max Horz 2. _ -139(LC 10) Max Uplift 2 = -346(LC 12) 11 = -346(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2664/1611, 3-4=-4164/2384, 4-5=-4062/2402, 5-6=-4171/2542, 6-7=-4081 /2282, 7-8=-4045/2273, 8-9=-1836/1298, 9-10=-1948/1270, 10-11=-2612/1578 BOT CHORD 2-20=-1251/2307, 5-18=-224/264, 17-18=-1386/3218,14-15=-1218/2250, 13-14=-1218/2250, 11-13=-1218/2250 WEBS 3-20=-1336/811, 18-20=-145712704, 6-18=-727/926, 6-17=-534/1302, 15-17=-1245/2960, 8-15=-2068/800, 10-15=-718/614, 10-13=0/300, WEBS 3-20=-1336/811, 18-20=-1457/2704, 6-18=-727/926, 6-17=-534/1302, 15-17=-1245/2960, 8-15=-2068/800, 10-15=-718/614,10-13=0/300, 3-18=-534/1371, 8-17=-1527/3565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat,. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) andC-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 346 Ib.uplift at joint 11. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 221 Ib FT = 10% Irro" tln:e tkusryEl(rsllnrik'bl WCERDB2(SELLE116EDilF!IEINSB[D1,d11CkS[DSTDNj Rrtn';AIX!ID&TFtd.IERr Iwo ferilp irdp pmden ml«dndss ald,ImsDes!pTOrmsplR&;teilks Adm11. hmh0, r.L Idemre Yxl4shans. Ddtssd .1 ddelat*TDD,.' DJLktamurplem"Ituallvb TOD auahl.Asairas Desyt fepvu{I.e,Spetlenrf tla±.;, 5e ud maYTDOreprait-anevan tl It, pohsdevd eeyae;i!gregnnNlnr'of as its! elfia s14eTnss te(!nelalk MD all, osleriYl.;te iesira nnupi!o.lnt:rAusdnns, s!ndili!(- Anthony T. Tombo lll, P.E. cd me IMI hssIt. I idnag is pe mspmililrtrdAk Dneetk D.a!rsea6nrsdeyebrtle rdllisy Desipny at:t mhddfan(,Vn(adlit [rolh!trfile ead K1. RecpFnrddlAe IDD and n.Ddlnedfit Tnss, iodr6rs R:d'n}sampe, Iadlldiu ulkniapskdtMrk aspadb!:hd <'80083 I&M1.(Ossgastd (ectCas. Allahs!dal tsku s1falwasadpol9..-sdtls ldl&q(e.paem Smrylstmnip7or1pNfshA!}Ttl ualSNA meMs!exdMpeeerd �Aama RH k7asQesespKSSDties mdtri:sdlsLess Dedper,TrnsBeslp�jrcnaeiass Maalecraer;cress 4151 St.008381Vd. s3eMu Idasilpo Wed egede»t uvreiry k(dl isrt:es Istdse! lkeTass C,das Espimes I; 70T(krd!la(Dtsfpsery uTmss $ys'sa Calaar dmpbN9iry. AD ar�s'1...-leras rem d!beel MIN. Lucie (opyrigh102016A-1Roaflrosses-AnihonyLTombo111,p.E. Reproductionsdthisdomment,incoyform,isprobi60edOboesthemriffenpermissionfromA-]Rooffmsses-AnthonyLTombIII,p.E Fort Pierce, FL 34946 Job Truss Truss Type Qly Ply A0013084 WRMSCM1516B1L A03 Hip 1 1 � Job Reference (optional) Al Roof Trusses}Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:23 2018 Page 1 4 ID:ld_0OXyyT61Bi TXoljwHHzefvK-AO3871Uf5?PirMdN9kFLrOpJsHRXuxOMlwvHYwzKWNc 20-4-0 1 a o 7 4 0 11-11-2 n e o as-1 s za 1012 - 38-0-0 Ash 1-4- 7-4-0 4-7-2 5-8.14 1-5-6 8-6.12 9-1-4 1 1-2-10 TOP CHORD 2x4 SP 240OF 2.OE *Except` T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-8 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1497/0-7-10 (min. 0-1-12) 10 = 1498/0-7-10 (min. 0-1-12) Max Horz 2 = -156(LC 10) Max Uplift 2 = -355(LC 12) 10 = -354(LC 13) Max Grav 2 = 1497(LC 1) 10 = 1498(LC 1) FORCES. (Ib) Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2674/1617, 3-4=-4231/2435, 4-5=-4123/2453, 5-6=-3329/1845, 6-7=-3331/1908, 7-8=-3683/2017, 8-9=-3815/1982,9-10=-2617/1579 BOT CHORD 2-20=-1256/2317, 5-18=-200/367, 17-18=-1915/3877, 16-17=-1158/2990, 10-12=-1217/2256,7-16=-615/1337 WEBS 3-20=-1354/823, 18-20=-1466/2714, 5-17=-891/775, 6-17=-352/566, 6.00 12 5x10 = 5x6 zz� Dead Load Deft. = 5/16 in WEBS 3-20=-1354/823,18-20=-1466/2714, 5-17=-891/775,6-17=-352/566, 6-16=-324/795, 9-16=-81/1041, 9-12=1088/733, 12-16=-1398/2556, 3-18=-582/1427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 lb uplift at joint 2 and 354 lb uplift at joint 10. LOAD CASE(S) Standard W'edvp-Hxseitsapur xris,.N'Ad VC, liffisrsilingrE4 TEWS Btxa.Te!At dadpyornden esd rtN natssxstisLcss Oes!bS Drz+iy lf(9; vi MhlrtYxsI. Tabs D4 Uldnexe M14,sx9. 9de5cher. esld"'n"'TDD,aIy dL4bxmmq!CrsslOiu ssedhr dz TDDo unlit As a Trost Desys houu(i.9.Spay boaamil.i9 sad nxITOO xpaedsxrna�mx d its pd9ulnd eca99rieuespull!lay4rlbdwltosl' is vdl,Txu dqM soA,UD all, du MI. 1u d9s'ps esxnpnax. hdagxe8tlx!,o%.' o III, P.E. Tomb ' asiueOe5is 1nss4req tdlfly isfhraspuMtd Otto 0-04 Druis"61de;,A er It, Wlinp Deipxt,®Ito rxhddNIII, i9 ME edit bd la:fs rgsde sd Mi. Tu or, !d11e10Dmdes!DeIt se9fit Toss, W,dgbmd:G,mt;4 isshlldix a atI,,.M sSdib9 laaq Sb'!1!d . Anthony T. T.M1 iai*.'lap7xpo sri (atsen. All Miss x1w. It al in p�nsod pddisdfn,inldep(aa"MWery lzao9nn(WfpNtsGdbi VI xl SliA tterafa xadfx peaexl p;d9ae.Trldaaosiartspral.Tesxif+.+.asmfltbsi urer,hts, h,p, E"traiinsstlaMa:'nu; saws 4451 St. Lucie Blvd. aandxddi9dIto oYflhllydlpwmi.adxs.Tserxs:c.;;,iepaxrlslslcalai�pea:pr,arrn srea�d,r�arrorbu$spAll fthdfiTnl. Fort Pierce, FL 34946 Coppight07016A-1loot irosses-Anihony1.Tomho111,P.E. Reproduaioaofthisdoament,inany Iola, isprohibitedwithout the wriueopermissionfrom A-1ReatTrosses-AnthonyLTomho111,P.E. Job Truss Truss Type Qty Ply WRMSCM1516B1L A04 ROOF SPECIAL 3 1 A0013085 Job Reference o 'tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 12-11-12 en 1 2 oG Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:24 2018 Page 1 ID:Id 0OXvvT61Bi TXoliwHHzefvK-eadWKeUHsJXZTWCaiRmaOhMV3n'fiwdPFVXafn4M2KWNF 6.00 12 5x6 = ead Load Defl. = 9/16 in 1.5x4 11 1.5x4 11 1.5x4 11 5x8 4x8 G ' 1.5x4 11 3x8 I/ 30-9-15 9-12-4 I 19-0-0 27-16 2$-1-i2 31r1-6 38-0-0 9-10-4 9-1-12 8-1-6 -0- 2-8-40 7 6 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-3-0,0-3-01, [6:0-3-0,0-3-01, [8:0-4-7,Edgel, [8:0-4-0,0-5-12], [8:0-1-13,1-3-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.04 12-14 >437 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(CT) 0.65 8 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 200 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6,W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. Except: 4-7-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-11) 8 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4697/2907, 3-4=-4307/2635, 4-5=-3134/1852, 5-6=-3134/1852, 6-7=-4321 /2660, 7-8=-4676/2926 BOT CHORD 2-14=-2490/4232, 13-14=-1906/3619, 12-13=-1902/3644, 11-12=-1905/3647, 10-11 =-1 916/3622, 8-1 0=-2507/4245 WEBS 5-12=-1338/2394, 6-12=-864/801, 6-10=-285/576, 7-10=-352/445, WEBS 5-12=-1 338/2394, 6-12=-864/801, 6-10=-285/576, 7-10=-352/445, 4-12=-861/796, 4-14=-280/568, 3-14=-356/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.20sf; BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint 8. LOAD CASE(S) Standard Werelq-rlene tiuNtIlyorlev lh'A.I 13CE 0USS-3 rsfilal 114RU TEN &(0111TICkS NSlom IlVE11",IMMEMI r. IN. INA/ ftl' Fas-ter 4aH' NI"Be llo Ims 90111 D-Itg(lI41i'd&AA.y1.TkbC;rE. Mum sEeet k4r. me, Deltas 9*.ut dd:i It III lD .)t i MAlekameltn gh!es Mite esedttr b IDDa be adld. hChas Desip r1p ef(l.e, Spridiy homr),63 sul Bt nyTBDRElHMtFElSasa:la A lit gretesaltedullst-Iq resgaulillei`.or lit dwilat'hs:eptlms dtptd wke 1DD oily; BadulrXl. lit dKI, mltOglltn,ltdmgltedlnas, S.11411q Anthony T. Tombo III, P.E. cd BsedH's fats`nreE{eilEite ltsie resgxsTilih AthDnaeike 0waisad*mrinl v,^eb is sN relliitg 0esiglmr,atSetxhAdiu iE(,enS: ndtle 6te�ka'S:ag alt lxdrv41. Tit Bginsd eE lie lDD aid n.Deli Bsed6eTnsc®tlrtigRsd:mg. ssage,hfiilBlitB BelEm gskillie ssa resg<atikd:htf - :80083 Ih ta'trtg8es:g.ae!trdittma:. All an NI'mmkno W lieglsvas®dgeidetieefdsh tNlOq Wpm Seer la arnnfa¢Of IdluW 4 TRWSEEA Nertfeautd'e petal pd.,LIN44"oarasgsmIlfts lr 90ts etblms oaalperboss Ddp 5p—Irr:s4451 St. Lucie Blvd. ttndaldied lraGVan agreed apvu+BtiGgirdi gouts lc Aeed. lhelnss C+sla FgienrlsdOi Ce dai>la7DlsipN,nl;ess sls+ea Fyileerrori.amy. AD lq 1:14tilva, nem ddhdunN. Fort Pierce, FL 34946 Zi Eopyright02016A-I Roof asses-AndonyT.Tomho111,P.E. ReproduoionDiibis domment,inany form,isplohihitedwithcutthe wrivenpemissionbeat A-IReo(Trusses-AnthonyT.Tomb 111,P.f. Job Truss Truss Type Qty Ply A0013086 WRMSCM15161311- A05 SCISSORS 4 1 Job Reference (optional) Al Roof Trusse ,lFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 16*12:24 2018 Page 1 ID:ld_OOXyyT61Bi TXoliwHHzefvK-eadWKeUHsJXZTWCajRmaObMW9gp6dP9VXafg4MzKWNb 1 4- 6 7-14 12-9-15 19-0-0 25-2-1 31 4 2 38-0-0 9 6-7-14 6-2-1 6-2-1 6 2-1 6-2-1 6 7-14 4- M1/2 0 4x8 1.5x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017[TP12014 LUMBER- ' TOP CHORDf 2x4 SP No.2 *Except* T1- 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP; No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD! Rigid ceiling directly applied or4-6-15 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 = 1490/0-7-10 (min.0-1-11) 8 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 =-166(LC 10) Max Uplift 2 = 366(LC 12) 8 366(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown., TOP CHORD 2-3=4730/2t 51, 34=429112524, 4-5=-3137/1791, 5-6=-3137/1790, 6-7=-4291 /2539, 7-8=4730/2873 BOT CHORD 2-14=-2445/4265, 13-14=-1837/3626, 12-13=-1833/3651, 11-12=-1838/3651, 10-11=-1842/3626,8-10=-2467/4265 WEBS 5-12=-1300/2406, 6-12=-867/787, 6-10=-233/565, 7-10=-386/496, 4-12=-867/788, 4-14=-235/565, 3-14=-386/498 6.00 F12 5x6 = 5x8 5x8 6 " 12 ��/ 6X6 = 14 13 11 10 3x8 MT20HS::- 3x8 MT20HS= 3x4 ; 3.00 12 3x4 Zz Dead Load Dell. = 9/16 in 1.5x4 7 1 eV r 1 .p 1 8 IIrs 4x8 zz 38-M CSI. DEFL. in (loc) I/deft L/d TIC 0.70 Vert(LL) 0.5812-14 >789 360 BC 0.83 Vert(CT) -1.0812-14 >420 240 WB 0.92 Horz(CT) 0.69 8 n/a n/a Matrix -MS �f+1Yi7Y 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 Its uplift at joint 2 and 366 lb uplift at joint 8. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 180 Ib FT = 10% i ffiwueq.?IeesenuegHTseder lu'AI IDGE 08fS6{'ifltfl'�G[AJAIifWSB(QFn➢Dk1 (Df70N�3tR]jA(dA05 aiHEn"Ix¢. Teret dedp iueaden eNrwA edsi oeedsUess Desip haviylR{ erd tte AenurT.iezleD;t.Eldrreae SleesGere rse. Dries: dkerrin dtld eeneIDD,sa'q Wtkmcemry:res shill:a sudfoUTDObberdd. kseirao DuiphVoterp!.SlecisUf fitlrr.;.3!S!d It or TDDu1,eodsvmVwd It, pdasslud ecyu[!7eyr!s{eetiktlrtd+lthe l!sliolth s.0iTn<.sf?pmA eetle ADD ufr,nfal?H.ikd!s yrnnupiec.lert.eyahnxs,smeurn Anthony T. Tombo lII, P.E. 'cdeudhsfzssSrul lnitiey lssb resinsbUhdtee0neesleDraise!'+aed reirlke tdSiie40esiler,aCx nmddfu SC tis IS:>,dH!Iatd kg133 teIF.1Teii.leqpW dW=80083 nlWn)ts; .ViCed-W. An.1ssdaasnb1DDeadf.1,W es®fqoAdn!iOn!MSGgW.?.Vsd!¢hi�n6ina't('fjpHtsFedEyfneadSill-1 1!,p..1pl—TrI96.03 sespm:•k:i..used&andlArssDiu^lfr uDespug�!rmffmsftrf.aen,West 4451 St. Lucie Blvd. �d1l.i. ddud lie 6d•ed Opel syee It xdAcs is dl1.1z lxdaef.Tk,T,wDrsWgirs!r is NOT rx laloq DFsilaeyrtTrsss Sgdea yi- dopE Dq. Afl#-adnras—ddueib1111. Fort Pierce, FL 34946 �Copyrisb102PI6A-IRoefTmsses-AnlhonyT.TomboIII, P.I. Reprododionoffbisdommenl,inany torm,isprohibited witheutihewritten permission hear A-IRooMasses-AnlhonyLTomb 111,P.I. WRMSCM15161211L IA06 IROOF SPECIAL A0013087 ., FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:25 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-6nBuY VvddfQ4fnmH9HpxpuVr46tMtmflEONcpzKWNE 1 4 7 6 4 11-10-12 19 0 0 25-0.1 30-5-12 38-0 0 94 7 6 4 4 4 8 7-1-4 6-0-1. 5-5-11 764 t 3x6 = 6.00 12 5x6 = 16 6x6 = 2x4 11 0-12 -9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 360 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except• B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 4490/0-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=-4315/2672, 8-9=-4678/2898 BOT CHORD 2-16=-1316/2291, 4-14=-233/447, 13-14=-2135/3999, 12-13=1897/3634, 11-12=-1901/3609, 9-11=-2479/4215 WEBS 3-16=-1451/920,4-13=-1175/1004, 6-13=-1286/2346, 7-13=-853/776, WEBS 3-16=1451/920,4-13=-1175/1004, 6-13=-1286/2346,7-13=-853/776, 7-11=-315/579, 8-11=-337/439, 14-16=-1566/2749,3-14=-720/1562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) « This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 400 lb uplift at joint 9. LOAD CASE(S) Standard Dead Load Deft. = 7/16 in . 2 9 � Iy d N f` 4x8 _ PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 193 Ib FT = 10% ccdq. n.� f n ¢!,dlrttl!.ta: 4I iDCi IiJiS3[ SrlIF116f69L' iftNSB (p�fll [ii (S7�M(B R7JS(YlC6tFonF G" Ims id f(dftlp rafode« rd eMo fs p N�sLe s Ns!a)itri yflGG rt# ft lrtYnjl. i xf> no r.E.l nexo S! sEita a nl. 0d«s NkK m Odd ¢WTDD,..p Nlhius«mrp!aks sAnt:a oudfirns irDbhe!du. hoTrrm Deslpe hfl�N(I.o,Sfeil!Itf6d.!r;.nnfednnf �Dofefrned3 eem¢�:edtleirdnfi¢deqbn;lopsesrnsilllisfa;neles!pnr4ms,ereTnssdyin!1!nneTWodr,!a l?1 I.TGdnVpans,mp,m.lor4:ero!dn«s,s. Way Anthony. To7nb01II P.E. ¢dosodfds Tsnsk+¢fldlfiop It tle«sinadlihdMx O.aer.ne 0rp!is psfy?irdo;tid er ne tdlO,p Oesipnr,mnen,hrtdfu 1pr,n!U,alroe lndl;i':{ssgtNr¢di@Ll. ilt gnsddne lDDpilmM1dd,sed«f Tnfs,ud,6¢lad:ieys'srapr,1,snllennodtmfsgsldik!is!«!pauEd:tfd Y ' ' nIM'A3pOFfQRt?PJrr9e1P:!,{IId:RfStlWlien2¶IDNnPrf�ltlS�IrN`JINf!Inepille«pIC6f:-0ftlSddfl99'gmnyK:JrINlfltdEfTfINSEGn!rflueY!E,'FI'f«rtd^f,d¢LTPtIfE5ni'?ttifK6iS�'II!f[RdLYilnNn?T!!ffDftiN,ItnfD«: z80083 P }�iagixer¢i G,«tlMone::f;¢isf 4451 St. Lucie Blvd. o#u�lu lduHlfaGbw,gr«dof,:uvrmglfdlfm:n las{s!f�7y!Tnss CtAfeF!pi«erL-ICTC.eradap Ofslraer,rtT:nsSps'!m ryi,.wdafs.usog ulr��da:Ixvs n!md�aelwixl. Fort Pierce, F1 34946 (oppTighiC)2016A-ltoetTmssas-AnihonyLTomboll6P.L Oeprodurtionofthis domment,inaoylorm,ispfohihhedwithUlthevrirtenpermissionfrom A-1Roof Tmsses-AnthonyLTomb III, P.E. Job Truss Truss Type Qty Ply A0013088 WRMSCM1516B1L A07 ROOF SPECIAL 1 1 1 Job Reference (optional) Al Roof Trusses'!Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:25 2018 Page 1 ID:Id_OOXyyT61Bi TXoljwHHzefvK-6nBuY_VvddfQ4fnmH9HpxpuhV46wMwjflEONcpzKWNa i 19-9-7 T1 4 p 7-6-4 , 11-10-12 , 18-2-9 19 Or0, 25 0 1 !0L 12 38-0-0 $9-4� -0 7-6' 4 4 8 6 3 13 (�9 7 5-2-10 5-5-11 7-6� 4 6.00 12 5x6 = 0-9-7 75x6 Dead Load Dell. = 7116 in ^ = 17 16 3x6 = 6x6 = 2x4 11 LOADING(ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20. Plate Grip DOL 1.25 TIC 0.66 Vert(LL) 0.48 12-14 >944 360 TCDL 10.) Lumber DOL 1.25 BC 0.98 Vert(CT) -0.95 12-14 >482 240 BCLL 0.) Rep Stress Incr YES WB 0.64 Horz(CT) 0.57 10 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30'Except` T3: 2x4 SP No.2 WEBS BOT CHORD 2x4 SP M 30'Except* 3-17=-1453/885, 4-14=-1142/934, B1,133: 2x4 SP No.2, B2: 2x4 SP No.3 8-14=-829/749, 8-12=-313/580, WEBS 2x4 SP No.3 `Except* 9-12=343/435, 15-17=-1503/2753, W3: 2x4 SP No.2 3-15=-667/1553, 6-14=-559/1129, WEDGE 1 7-14=-673/1241 Right: 2x4 SP No.3 BRACING- NOTES - TOP CHORD 1) Unbalanced roof live loads have been considered Structural wood sheathing directly applied or 2-7-6 oc for this design. purlins. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BOT CHORD Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Rigid ceiling directly applied or 2-2-0 oc bracing. Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) WEBS I and C-C Exterior(2) zone; cantilever left and right 1 Row at midpt 4-14 exposed; end vertical left exposed;C-C for members MiTek recommends that Stabilizers and required and forces & MWFRS for reactions shown; Lumber cross bracing be installed during truss erection, in DOL=1.60 plate grip DOL=1.60 accordance with Stabilizer Installation uide. 3) Provide adequate drainage to prevent water � ponding. REACTIONS. (lb/size) 4) All plates are MT20 plates unless otherwise 2 = 1490/0-7-10 (min. 0-1-12) indicated. 10 = 1490/0-7-10 (min. 0-1-11) 5) This truss has been designed for a 10.0 psf bbttom Max Horz chord live load nonconcurrent with any other live 2 =-160(LC 10) loads. Max Uplift 6) This truss has been designed for a live load of 2 =-362(LC 12) 20.Opsf on the bottom chord in all areas where a 10 =-362(LC 13) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members. 2 = 1490(LC 1) 7) Bearing at joint(s)10 considers parallel to grain 10 = 1490(LC 1) value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing FORCES. (Ib� surface. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 8) Provide mechanical connection (by others) of truss when shown., to bearing plate capable of withstanding 362 Ib uplift at TOP CHORD' joint 2 and 362 lb uplift at joint 10. 2-3=-2650/1627, 3-4=-4335/2553, - 4-5=-3163/1747, 5-6=-3074/1774, 7-8=-3134/1775, 8-9=-4314/2568, LOAD CASE(S) 9-10=-4679/2788, 6-7=-2938/1766' Standard BOT CHORDI 2-17=-1261 /2293, 4-15=-234/449, 14-15=2013/3982, 13-14=-1799/3631, 12-13=-1803/3606, 10-12=-2376/4216 WEBS 3-17=-1453/885, 4-14=-1142/934, 4x8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 198 Ib FT = 10% Wndep rinse tlueepHp,«ir+th'A-I IBUf II'SSeS{'iE(Ife"s6(I;IeC IElYS8(4F iOCAS(JS70M�EL7�'iA(I[MGertiueMEMi lwe:.fe;llp 7esip raoode«e>are�nN=swills tress0esi}�D«viyflPJ; tri th AA.fl. rpJS III, 11 Id.—tleelt re ne. Unless dlenise ddei ettit W sa'y NJTekmeem,I'shn shdiw redfirshe TH Ishnlid. As ILes=Dulls hgne(i!.speidffhp«e`Pt?sedn npToMpre«dims«ptaadIt, lydlssit«leu.1.1'rq.0iIgfv0e dKVdIII, stoOrni!1.d!1es tie TDD adr, raleTAK1henpa esstnpntra Hedip<Ndmts. stuelnry Ahthoay T. Tomho III, P.E. r�tsedtsls i«ssh!ter role rp isite«spxtiHlitdik0,e«, Ut 0-,sedmild.,. i,lk,leNtpDesii-r,-ft-nddNKit!It;udne6sdla'i,gmie MIMI. leppmddIke lOD osl npircle esedtieprass, uJr5atu!"w}snrtpl, itsnOd«nl Hear sldlMNa n�pmvi:it;d ' Its eaYxp3nv!siceman...Al'atsRIN!ieEelllD plla liaVwsa7}ti19rt!sdtl!trddiq hxite-d slleryizlat9iu,'tC'J,spl6slel Ep T7lMsefA u!:dea!!tpnifpin_MI kSRi3!«S(E9¢:5��e16l�.edlllT,eSsPlnjte,TlE!l plS:parl�L`trn4l l«eif♦Slde:h!eF,RIIS 44SS t.380083 0083 Blvd. t#uti«IdieH ppo(ed:ad ogees tlttHt,rilig4dl lawn lNd«e.leless 7eu�rrj twrispCTexlapsp.nipae,wTmsspolz Eaptmd©pteitdsp. Niq datltms Utz delAd Hirt 1. - Fort Pierce, St. Lucie 34946 (opplight02016A-I Roof imsses-Anthony 1.Tombolf6P.L Reproduction offbisdocument, inanyloroyisprohibited witheutthe wottenpersnission item A -I Roof Trusses-Anihonyi.Tomb111,P.I. 15161311L IA08 I ROOF SPECIAL Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s A0013089 2 15:1 6.00 12 5x6 = 75x6 zz I 10 3x6 = 6x6 = 2x4 11 4x8 Dead Load Defl. = 7/16 in M eo ob CV or or i f�`1A 7-6-4 11-10-12 19-0-0 28-1-9 38-0-0 7-6-4 4-4 8 7-1-4 9-1-9 9-10-7 Plate Offsets (X,Y)— [6:0-3-0 0-2-01 [8:0-3-0 0-3-01 [10.0-1-14 Edge] [14.0-6-0 0-3-0] [15.0-5-4 0-4-81 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 0.74 Vert(LL) 0.50 12-14 >908 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.99 12-14 >460 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.64 Horz(CT) 0.59 10 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 197 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP No.3, B4,B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-270 oc bracing. WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 10 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 145(LC 11) Max Uplift 2 = -350(LC 12) 10 = -350(LC 13) Max Grav 2 = 1490(LC 1) 10 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2653/1610, 3-4=-4322/2501, 4-5=-3222/1777, 5-6=-3166/1792, 7-8=-3175/1777, 8-9=-4312/2529, 9-10=-4686/2761,6-7=-3642/2062 BOT CHORD 2-17=-1248/2296, 4-15=-255/456, 14-15=1934/3942, 13-14=1744/3612, 12-13=1748/3587, 10-12=-2353/4224 WEBS 3-17=-1459/879,4-14=-1020/798, WEBS 3-17=-1459/879, 4-14=-1020/798, 8-14=-740/655, 8-12=-334/586, 9-12=-356/455, 15-17=-1492/2762, 3-15=-625/1530, 6-14=-669/1379, 7-14=-734/1444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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`O wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)10 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 2 and 350 lb uplift at joint 10.. LOAD CASE(S) Standard 6e�dey•flareduegHs re!ita tm'ad aped 1R5SursnurC GfADRI TRNSd(DADTDDAS Too! red leftsaIsisliuss AdisefT.TffheD;Qi.ldaeaeSint ineeat. Ddess dhrristddd eltleyDD,aiy N1T1A<nsemrt:eas sidikeselfir ds TDDfiie rolid. Aso Those Desiiv Gprxu{Le,SjlrllDfhpee!r;.de ud re myTDDmtresedsoo mposea It, trd!sSlmd Rj oNt11y 1lfPeleltilAi'fif(11 to i(ndIN sir;10lSs depr!d 16IAlTDDMI(. BeQNTrrl.i(!Q!Siy,xel.lNua,ila:eymlanlls.srDesirry gnthon T. Tombo llI P.E. ttdnt etthis Ttrs*,.7 Nhfieg ale rest.sUdy d na Ovetr, th O-?s Cd'm!ir ps!orThe edlarg Dashes,, m wefnmdd lit 11"! ld(ledds Wd Wthrlrila ad al. no gple,4the TOD evind tldlest edit Tnss.adelliWIRry.wifo, lesblldas nd drnaishd€te the wponuhd:hd y ' ' ICeNile Des . !erdQ6id!!.Alialesraw!4thmDWN rItmsoi iitt!!s.fthetrdav (tm mgw leamsne(W¢ ellisledh Tmrdsl(Aererdueaedfa um! dmre.IFFIGDa;le:es Si!fiesadbnesd�!LmsRtl m,LxsDes Fo mnlmlTmssNaade.^.e!n,xast v 80083 p sR r 3+ d Q m r T a e t r Q r 44515t. Lucie Blvd. rAerrise dd'uN iya(et�cd ngerilpail vsitighdi tenses ald!e11ElTnss pen�EryieeeratlCi ke 6ailaA Qr;liner, lrTn!s SjY!ea iata:erdap 6!ilarp. Ali�i(d�elte;m trees defieedal(FI. (Dppighl02016A-I Roof Trusses- Anthony T.Tombo1ll,P.h. Reprodudionoffbisduument,indnyf/rm,isprobitthedwitheutthe written permission hem A-1Roolhusses-ADthmiyT.Tom6oIII, P.I. Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply i A001309 1 5� WRMSCM1516B1L A09 ROOF SPECIAL K� Al Roof Trusses,lFort Pierce, FL 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:27 2018 Page 1 ID:1d OOXyyT61Bi TXoljwHHzefvK-291fyfX99Ew8Kzw90aJHOE_zlup2gowxDYtUhhzKWNY r1-4-0 16-0 1 L10-12 14 4-1 I 19-0-0 23-7-15 25-0.1 30-5-12 38-0-0 39 4 (1 1 4 7-6, 4 4$ 2: 5 4-8 0 4-7-15 1 4-2 5-5 11 7-s 4 6.00 FIT 5x6 — 5x10 MTWHS= 2x4 II 1.5x4 II a 7 8 3x6 = 6x6 = 2x4 11 4x8 Dead Load Dell. =112 in 19-1-12 I 7-" 11-10-12 18-10.4 19 0 28-1-9 38-0.0 7-" 4-0-8 6-11-8 1 - 2 8-11-13 9-10-7 0-1-12 Plate Offsets (X Y) - [6:0-3-0,0-2-01, [11:0-1-14,Edgel, [16:0-2-4,0-3-01 I 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 0.92 Vert(LL) 0.59 13-15 >778 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.15 13-15 >396 ,240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.79 Horz(CT) 0.67 11 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 192 lb FT = 10% LUMBER - TOP CHORD, 2x4 SP No.2 *Except T4: 2x4 SP 240OF 2.OE, T& 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3, B4,B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD I Rigid ceiling directly applied or 4-8-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS I (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 11 = 1490/0-7-10 (min.0-1-11) Max Horz 2 =-128(LC 10) Max Uplift I 2 =-336(LC 12) 11 =-336(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORDI 2-3=-2656/1593, 3-4=-4159/2359, 4-5=4062/2374,5-6=-4124/2467, 8-9=-4211/2488, 9-10=-4303/2466, 10-11=4720/2760, 6-7=-5095/2776, 7-8=-5095/2776 BOT CHORDI 2-18=-1232/2298,15-16=-1524/3425, 14-15=-1538/3413, 13-14=-1542/3388, 11-13=-2357/I 259 WEBS 3-18=-1398/835, 6-15=-916/2043, 8-15=-904/2064, 8-13=48W717, 10-13=-425/539, 16-18=-1458/2734, WEBS 3-18=-1398/835, 6-15=-916/2043, 8-15=-904/2064, 8-13=-4871717, 10-13=-425/539, 16-18=-1458/2734, 3-16=-524/1382, 7-15=-283/220, 6-16=-538/701 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 11. LOAD CASE(S) Standard I Le:uq-tleau6.rgFJTrnleatk'AIUDT ODSSO[S[UF1'1, 6E8FldF FFW5DesnDrexisrlFPvtv1141@urT.fe2ls0i,r.[.ldn—%"IE!S;ent. Uilessdhniss and ssfit Tttlti'y thhh.cs:nrr#nsl1-dtsrthUD is kuht dseTrass Desire bp.e¢e,5.eullr btlre!:;,6e.dss wyTOO.rrneds ee un;7a;ed6e rral.Ksieud eg9easq nsruslNlar r. tee lnjad6e shi<eTnss t!r'nlladelOO edr, care Tr:T. Th tsyaasnnpun.6�ryw6nus,sarelilry Anthony T. Tombo lll, P.E. aadaeedtk:Imss6•eq Wkga Peerar.iUlydrh 0n"r.spaterth rdtrq Dnger,nUirient d 6,ltt,n!I11,udek 1m01.ril.reo3 KL ibgpnddit, TOD nrseytldlase16,Tn..WdgkX%mrade, Fssigso.a ndhaurg siAl 4 mlid:ld.d �80083 Z' 0!t,�t:K06rx:srbfntc.Iir0sW!a6!TDDeNlhfratrtesmdpiWn:sdtL•Winq ¢f,aorworliimm.4tofrdtuhk?MWSKA deed'egeee.]pl=LTPOf4ai!!nr<!a6.,desuddmifl!rmDrsipetlnsOnybi-esdfnsspmise'rer;x4ss g451St.0083Blvd. !fund. ddiatd11. WA speed epe 6 aa@sl y dl pain �w6d. liefsen iu Ip fft or6lof ee rxidaO Desiyae, srT ssp±em blisnr d©p5!il4q. r0 eq,d7Ktras eers detad6TPtI. Fort Pierce, FL 34946 (opyright©7016A-1Rod Tmsses- Anthony I.Tanabe til,P.f. Reproduction of this document, in any Was, is prohibited without the writteapermission from URoof Tsesses•AnthonyLTomb 111,P.t. A1516BIL IA10 6.00 12 3x6 = Hip sign@altruss.com 11-10-12 12.4-0 4-7-2 0-5.4 7x10 MT20HS= 2x4 II 4 5 3x4 3 17 16 4x6 = 2x4 11 RE Qty Ply 1 1 Job Reference o ttonal Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May ID:Id_0OXyyT6IBi TXoljwHHzefvK-WMs1A?YnwY2?x7VLyHrWYRWEt! 19-0 0 25-8-0 31-7-1 38-0-0 6 8 0 6-8-0 5-11-2 6 4-15 7x14 MT20HS= 2x4 11 6 7 3x4 8 14 1 7x14 MT20HS= 13 5 0 12 3x8 MT20HS= 3x4 = 11 3.00 12 1.5x4 11 A0013091 215:12:28 2018 Page 1 1187ZHU5RCd2D8zKWN) 9 } Dead Load Deft. = 11116 in 4x8 = y v LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Vert(LL) in -0.82 loc ( ) 14 I/deft >303 Ud PLATES MT20 GRIP 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(CT) -1.51 14 >303 240 240 MT20HS 187/143 TCDL 10.0 0.0 ' Lumber DOL 1.25 Rep Stress Incr YES BC 0.95 WB 0.70 Horz(CT) 0.90 9 n/a , n/a Weight: 205 Ib FTi = 10% BCLL BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP M 30'Except* 131,134: 2x4 SP No.2, 132: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2, W5,W7: 2x4 SP M 30 _WEDGE Right: 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 1490/0-7-10 (min. 0-1-11) Max Horz 2 =-112(LC 10) Max Uplift 2 =-319(LC 12) g =-319(LC 13) Max Grav 2 = 1490(LC 1) g = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-17=-1341/797, 15-17=-1431/2714, 5-14=-2363/4819, 6-14=416/348, 7-14=-2374/4841, 7-12=-134/358, 8-12=-499/547, 3-15=-500/1369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 2 and 319 lb uplift at joint 9. TOP CHORD LOAD CASE(S) 2-3=-2665/1578, 3-4=-4168/2334, Standard 4-5=-3970/2305, 5-6=-8349/4428, 6-7=-8349/4428, 7-8=-4112/2273, 8-9=-4672/2678 BOT CHORD 2-17=-1223/2310, 4-15=-91 /280, 14-15=-1752/3779, 13-14=1729/3758, 12-13=1740/3740, 11-12=-2304/4230, 9-11=-2291/4203 WEBS 3-17=-13411797,15-17=-1431/2714, ffiudq fleeseriutrydy te!iexgs'Ad 17Grfr;6s3{'iElsU'yG(AilltfflVtS8r0Kig116%(9A0114 BL7U';S.rNND,LiHFNr hra:. ierni dsAp roen1i�!e"Amt�, e' ass lllttg hc'15s lxt{Ite s:sp Tnslep�!O enrieTDfl otlrserT?Fit1Ee 1!sgo nitopiIN,quevtinue�sme�ry gTTeltutamt 143s AM! eseeh!IC, nD!a6e:OIL ASCII",DWI, hprzK¢e,sserdl Ggeen;,As utln myTDDeg!euds mra¢g!mn sf!h pa, g sl e� ued!dt Ttsssfer ugldllin IS IAe resgx!ilildy ON Dn!etke Orwi s e ^ansit egesl or IAe rdliitg Dnigwr, dtk tx!S�dtdly R(,6 5M! udriT?IcadrssU n:�ielveaed!a Ntnol N1nS�dike 1/H Ce tu53ettsNSA game4 eiesgeedb"�issd+l:7 n's DSvpfHFl� is Des P 6giueraslgns Ya+dtes'v,a ess ' Rt MligDes rt�teA h+De!bse Ni ryes sdar hrieIN trif.1, rtsCal rfdh!Shlit ldlsiy rtorpm Well h%m { N Ig ESertiu Iditsdigo hSeeO ages! nn h rtDigsg ill gM.ts Ind!ei TleTnss Des!NFryitut Is NGT Ce salag G!sigser, t!Tnss Sydea Fyhm dmg HDSry. All sae,3a:dtras ntm derail W71FI. (optiiR6t02016A-1Roofitossts-AnthonyT.TomholltP.1. Reppodocion of this 11DWORRI, in (Iflyfurm, is piabibiled withcui the written permission from A-1 RoofTsosses-AothonyT.Tomholll,P.t. Anthony T. Tombo III, P.E. w 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0013092 WRMSCM1516B1L A11 Hip 1 1 Job Reference (optional) Al Roof TrusseslFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:28 2018 Page 1 4 ID:ld_OOXyyT61Bi TXoljwHHzefvK-WMs1A?YnwY2?x7VLyHrWYRWEUIBZZL15RCd2D8zKWNX r1-4, 5 5 4 10� 0 15-11-1 21-6-2 27-8-0 32-6-12 , 38-M a9 4 p 1�-0 5-5-4 4-10-12 5 7-1 5-7-1 6-1-14 4-10-12 5-5-4 1-4-0 Dead Load Dell. = 3/16 in 5x6 = 3x8 = 3x6 = 1.5x4.11 6x6 � 4 T� 5 6 7 TA 8 6.00112 -- 1.5x4% 1.5x4 3 1602 4 I \ 1!V? \ 9 W' jrz�T1 Yo 10 o 17 16 15 6x8 = 3x4 = 3x6 3x8 = 3x6 = 1,5x4 11 14 13 12 3x6 = 3x6 = 104-0 1511-1 21-4-6 21rQ-2 27-8-0 38-0-0 10-4-0 5 7-1 5 5-5 0- -11 6 1-14 10-4-0 Plate Offsets X Y 4:0-3-0,0-2-0 , B-0-1-12,0-1-12 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.24 17-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.43 17-20 >595 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 14 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 200 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 NOTES- BOT CHORD 2x4 SP No.2 1) Unbalanced roof live loads have been considered WEBS 2x4 SP No.3 for this design. BRACING- 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) TOP CHORD Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Structural wood sheathing directly applied or 5-2-4 oc Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) pudins. and C-C Exterior(2) zone; cantilever left and right BOT CHORD exposed ; end vertical left exposed;C-C for members Rigid ceiling directly applied or 6-0-0 oc bracing. and forces 86 MWFRS for reactions shown; Lumber WEBS I 1 Row at midpt 5 14 DOL=1.60 plate grip DOL=1.60 that Stabilizers and required 3) Provide adequate drainage to prevent water ponding. MiTek recommends cross bracing be installed during truss erection, in 4) This truss has been designed for a 10.0 psf bottom accordance with Stabilizer Installation guide. chord live load nonconcurrent with anv other live REACTIONS. All bearings 16-7-10 except at --length) 2=0-7-10. (lb) - Max Horz 2= -96(LC 10) Max Uplift All uplift 1100 lb or less at joint(s) except 2 189(LC 12), 14=-412(LC 9), 12=-125(LC 13), 10=-128(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=763(LC 23), 14=1387(LC 23), 14=1368(LC 1), 12=561(LC 24), 10=364(LC 24), 10=339(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or les§ except when shown. TOP CHORD 2-3=-1101/698, 3-4=-752/413, 4-5=-604/486f 5-6=-150/488, 6-7=-150/488,17-8=-150/488, 8-9=-68/320 BOT CHORD 2-17=-463/958, 16-17=-35/296, 15-16=-35/296, 14-15=-35/296, 13-14=-238/371, 12-13=-238/371 WEBS 3-17=-399/420, 5-17=-248/441, 5-14=-1032/609, 7-14=-386/312, 8-14=-363/226, 9-12=405/422 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 189 lb uplift at joint 2, 412 lb uplift at joint 14, 125 lb uplift at joint 12, 128 lb uplift at joint 10 and 128 lb uplift at joint 10. LOAD CASE(S) Standard ki[e:4.P(rose Sat pilj!b;±a dte'd; i@Cd ilUS5d5 � 51tdi';, 5L9EUt1TU!S t dCa0ii1911S:CACY � dU!FI jAIKnCAtECWLati'#?a. ra;1*Qt;Kapraxeei aiitadnits a ftis riass Cts13v kt+ied ^CCicd'v tY»ry I.taaN Ili,rt. rt`.aeteStrtl {tort n!, l'e'2e?se'Sa.is4 sMtd a�[PC, alT tutYtiYaYr�t#+tsstP!tlta}Ya#r#tIG#tYRiiLI3aTS533v![W�#tef(ID.,ittf55JE6jvt4aidlftCtEtBfIL�It�ti[@iC39'!S)hHt9!Isp;fillfii#01ttJAt[[#�tlSjW!?5='h,#IN?Gfijadl!si3'f#TIP:idtji�tOi6}fitTOltI},RJRIP4I.T3ti[:ipaniaa�eai,mr�p�t;i#ai:!�t�!a. ,gnthon T.Tornbot[I,P.E. tsdnt a its loss dst at tir'PlisPEYniytas=x,'9pdG[C-!,r}Urxr's Pdoadopti tstvWem; Gupta it b(Was, itl itth i6(6dn'Intl faidiap i[C}ad 1Ad,Da[rpa[al�aal 9en3 at Adasef€ef1.1s,wMg!h.0.1,.s#iedexx:e"al h!"y s4d1 it pe;upftiii11fe1 y ' #etaifdu C?u rd,vthsha.51la;#suiMnda•.TCCatPot neasad .ixnd�k}ro.'.G. (PzamscMpiYtascm C 'sadlridierdRE(Aae?FdaevPt!(r. ?xt?vi dateR4ld!dn!stie?Y6 95�1i1.-'}imddNnt(5tr6nIGF6: lf,lleffpf3e h aeF[adTnssidsalafrer,reltss 80083 r ru d n n r i�.rm '• d t' n• s 4451 St. Lucie Blvd. tI ieddwdkvdu5aPlapeedepai:n_sgkdaCpaiitzimlt[d.tleTmilh}fpvEegv}?IsSCiI'seltiiliry[kfy.te};TrssiSpsieaTteiY?ed[rkaiifvFLupihlis=.dlandauskfutdivTPGI. Fort Pierce, FL 34946 (upytig6102016A-1RoofItusses Aethonyl.lom6adll,P.E Rtpmdu0ioaolthisdodument.inanpinim,ispiahilsittdw•ithoutthev}iBtenpeimissionfrontAIRoofhusses AniAonpT.Tomhoill,P.E Truss WRMSCM1516B1L Al2 . Roof Special I1 1 A0013093 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:29 2018 Page ID:ld_OOXyyT61Bi_TXol jwHHzefvK=YQPNLYPhrArZH4XW?Ml6f3OWhplkFEgsMbmazKWb 1 4 5-9 4 8-8-0 11-0 0 13 4-0 15-3-0 21-8-3 29-4-0 38-0-0 9 1- 65-9 4 2-10-12 2V 0 2.4-1, 1-11-0 6-5-4 7-7-12 8-8-0 1 7x10 i 3x6 = 1.Sx4 II 4 5x6 - 3x6 = 6.00 12 3 T 4 5 6 3x8 = 8 95x6 Zz Dead Load Defl. = 3/16 in 7 3 RI R2 3x6 = 5.5 17 16 15 1.5x4 11 3x6 = 3x8 = 14 13 12 3x6 I I 3x6 = 3x4 u 3x6 = 38-0-0 10Ii I co v LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0, Plate Grip DI 1.25 TC 0.60 Vert(LL) 0.44 12-23 >448 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.35 12-23 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 14 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 187 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-5 cc purlins. BOT CHORD Rigid ceiling directly applied or 5-5-2 cc bracing. WEBS 1 Row at midpt 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 811/0-7-10 (min. 0-1-8) 14 = 1582/0-7-10 (min. 0-1-14) 10 = 587/0-7-10 (min. 0-1-8) Max Horz 2 = -101(LC 10) Max Uplift 2 = -220(LC 12) 14 = -570(LC 9) 10 = -323(LC 8) Max Grav 2 = 811(LC 1) 14 = 1582(LC 1) 10 = 605(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/661, 3-5=-524/504, 5-6=-588/508, 6-7=-588/508, 7-8=-588/508, 8-9=-453/883, 9-10=-621/852 BOT CHORD 2-17=-370/886, 16-17=-370/879, 15-16=-370/879, 14-15=-305/329, 13-14=-305/329, 12-13=-305/329, 10-12=-562/461 WEBS - 6-15=-357/289, 8-15=-591/1081, WEBS 6-15=-357/289, 8-15=-591/1 081, 8-14=-1490/1215, 8-12=-1017/837, 9-12=-259/144, 3-17=-1/298, 3-15=-373/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) . and C-C Exterior(2) zone; cantilever left and right exposed; porch 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: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 2, 570 lb uplift at joint 14 and 323 lb uplift at joint 10. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ZE6ady llee:ertsnryNr «ilent#'A1"alA, IIgC; fi;SitT iEUEPs,6Cg9tr(E(ylg8C41iCmUMS(1TuN('S47]'}L(AXUTiiEuGMEUifasm. Terify desigs dllel0pmenden nad re�ndes ae tlisl«ss Ues:p 7tuwiylRa?ed Iks AeflrcyT. itafs&'r.Lldnee<e 4lxt5sa!e ese. Udess;[W. ise ddd etdelUD,w!d WTeI<smsmrp£tsslilEFe sndhrda T3D la lenld- As Ons Denge fegicser{I.e,S;euvllf Ede«;flasrol Is say Too «peseds eav«,ASaedl}e gref:ssiecd ea e«mereycnililttd4cibe dmPe. th s!*Tnss dyided ee sk,TUDself,adetl%I-l. eAsse dUniih@as!glmenpim,led ¢yrxdnee>, srtlelimr Anthony. Tombo IIr1 P.E. !e�s T'sss`e: eeyAulfieg is l4e«spesiblihdha On:clteUraiseM"a ak egea e: Ite lnllieg g«e,ONlinddrse Ill. ndctei 91.75,puldlie IDD 64 nytesed6i T hdnss.WW[,1 W14 sRmge, inhlleeee «dAneog shd aq k=«,ry:es:�:lTyei� y .To083 tB Cef'e)Jnn. eerl G..:rdac All eshs strwiRelUUezdin p wrOssfiriddo.s,10-Wink¢paed Sderyya'vntllp;6(Sf yeNiskJ6y PM SIU wthOad!wp-1p;lrae. TPil dt5rc;9:rcsyns:4-, fies cadD7in C3alnse Deugctt,l:r3s 8e: ugixerwl hex Mmh,^.e�«,ee sc - .1"i«d idifo{eS ed egesd anvUtmhag ly dlpMiss imc'aeA. Tlegnss Ces Tayanris lCT Gx Calag gesteu¢r,mTmsSps!to isgaeerdmySeUS:g. AU rqua:Qlerras was dedlsTPPI. 4451 St. Lucie Blvd. (opyaight i0 2016 A -I fnaf frosses-Anihony T. Tomho III, P.I. teprodudion of this demment, in any form, is prohihiled withnm the wriffen permission hom A-1 Radhesses -Anthony L Tomho 111, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply I A0013094 WRMSCM1516B1L A13 Roof Special 1 1 Job Reference (optional) Al moor I russes,ron rierce, rc sgavo, oesigntda l(russ.wrn v. . r1 4 Q 5 5 2 8�-7 9r0,0 13- 1 4- 5-5-2 2-11-6 -7-9 4-( Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:30 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-Tk_nbhZ2S9liBRfk3it_escZe5uy1E?OvW6810zKWNV 15-4-0 , 19-4 8 21-8-3 26-5-4 31 4 0 , 38-0-0 39.4-0 2 4-0 40-8 2-3 12 4-9-0 410-12 6 8-0 1 5x6 = 6x6 = 6.00 12 2x4 11 5 6 7 5x10 2x4 11 5x6 = 3x4 4 8 9 3x4 = 3 132 m 2 eI 1 o r19 23 22 2130 31 = i8 16 15 14 3x4 17 4x4 = 2x4 11 4x6 = 3x6 = 3x4 = 3x6 = 6 Sx8 = x6 = 54-0 19- 8 1 %8-3 31-4-0 11-9 4-0-8 2-3-12 9-7-12 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in. (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.30 14-16 >650 360 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.33 19-20 >799 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.06 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 2-23=-599/1189, 20-30=-430/1020, BRACING- 30-31=-430/1020, 19-31=-430/1020, TOP CHORD , 18-19=-603/1279, 15-16=-598/493, Structural wood sheathing directly applied or 4-8-0 oc 14-15=-598/493, 12-14=-895/693, purlins. 16-18=-991/601, 9-18=-386/327 BOT CHORD WEBS Rigid ceiling directly applied or 5-6-5 oc bracing. Except: 7-19=-373/507, 5-20=-277/662, 5-6-0 oc bracing: 16-18 10-16=-764/718, 10-14=-376/316, 10-0-0 oc bracing: 20-22 8-19=-273/397, 8-18=-1447l719, WEBS 1 Row at midpt 8-18 3-23=-284/185,20-23=-542/1196 MiTek recorrimends that Stabilizers and required NOTES - cross bracing be installed during truss erection, in 1) Unbalanced roof live loads have been considered accordance with Stabilizer Installation guide. for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) REACTIONS (lb/size) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; 2 = 1 873/0-7-10 (min. 0-1-8) Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 16 = 1491/0-7-10 (min. 0-1-12) and C-C Exterior(2) zone; cantilever left and right 12 = 659/0-7-10 (min. 0-1-8) exposed; porch right exposed;C-C for members and Max Horz forces & MWFRS for reactions shown; Lumber, 2 = 85(LC 10) DOL=1.60 plate grip DOL=1.60 Max Uplift 3) Provide adequate drainage to prevent water 2 =-217(LC 12) ponding. 16 =-516(LC 9) 4) This truss has been designed for a 10.0 psf bottom 12 =-312(LC 8) chord live load nonconcurrent with any other live Max Grav loads. 2 = 873(LC 1) 5)' This truss has been designed for a live load of 16 = 1491(LC 1) 20.Opsf on the bottom chord in all areas where a 12 = 659(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = FORCES. (Ib� 7.Opsf. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 6) Provide mechanical connection (by others) of truss when shown. � to bearing plate capable of withstanding 217 lb uplift at TOP CHORD' joint 2, 516 lb uplift at joint 16 and,312 lb uplift at joint 2-3=-1390/862, 3-4=-1375/899,, - 12. 4-5=-1400/930, 5-6=-914/709, 6-7=-1020/773, 7-8=-1459/1056, 8-9=-187/289i 9-10=-160/293, LOAD CASE(S) 10-1 1=-694/1160,11-12=-858/1187 Standard BOT CHORD] 2-23=-599/1189, 20-30=-430/1020, 30-31=430/1020, 19-31=-430/1020, 18-19=-603/1279, 15-16=-598/493, 14-15=-598/493, 12-14=-895/693, Dead Load Defl. =1/8 in co 0 v 12Ic? T m 0 3x6 = PLATES GRIP MT20 244/190 Weight: 192 Ib FT = 10% Ra:dq�rin:esuagdrmisaffe'dp IDDE n9S52(S[EIEP)6ER9tl TE1615d(Oh*iDDesf7sTDMt xR9'j dIXYD'G'Wi;seEei Iw¢. Twrtp4dpa ioaadn od adedrs eef3isU!ss DeswO,a+iap(Ifti}ari se AasmPl.leals D4 t.Ltdnette Aeslk;eese. Udes!dkerwin dddaadeTDD,u'y 4!Tek.", p!eh' timiAirIU TDDto kasui As truss Desga bpi:m(i.e.spe:id,r ham.les!doocry TDD repremts n vmFinad he prdxvisselegaeriaprq.,11ilpi!lit dei:padsessnelass dgald se de TDDaalp,Wes TE'41. The hop mnapiaes. bdapmt,n»s. saodu7 Anthony T. Tornbo III, P.E. eJ'-!eds rmsfvgrdl6q It Her re'lutiHlshdNa.",It, a.a/sredid rpedwlk Whig llarce!,mlkraoildIts it(,ds'L(nd de 6rils:fxtsda dKI. Th qN sai if lit IN nod n.tidd me if be inss,Wines A,�sy.sK:gg IWOM,od Ha,eil Mi k Fa wFsk.!h d -80083 ' a.NleTp3!S":Uddr r... A].;.1,sel.1is9eTDDWIs, pod..'.1pi-.111!pD6q(!sham$a(eryF .M.(e(11;Idi d4TMistSI(Aiomfe arli,peen!FI.LRial06as1!astimiiisnesse7dnad@!lmsDeliRer.lt"sDe!:ptJpi'L• 1rvess6dtelM.'lm,adeIs 4451 St. Lucie Blvd. isn.ise ddiedit. Wad egad op..Nxfeq erdl lapis l!p:.`sei ThIms DaslpTgiawr isV54da(dap Deslpam,.rTms Spdee Eai 4,eor klliq. 61 rq:dadtems on in detded 11TB I. Fort Pierce, FL 34946 (op),right©2016A-I Roof Trusses- AnlhanyT.Tomho111,P.E. Reprodudionoflhisdommenl,inonylorm,isprohih0edwithcutthe writieopermission from A -I Roof Tresses -AnlhonyT.TomboIII, P.E. Job Truss Truss Type Qty Ply WRMSCM15161311- A14G ROOF SPECIAL GIRDER 1 1 A0013095 Job Reference (optional) A! floor Trusses, Fort Pierce, FL 34946, eeslgn@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.1,20 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:31 2018 Page 1 ID:Id_OOXyyT6lBi_TXoljwHHzefvK-xxY9o1 agDTQZoaEwdPODA48hEWBKmY1 XBArigSzKWNU �1 4-Q 4 11& 7-0-0 8V 15-0-0 17-4 0 21-8-3 27-54 33-4-0 38-0-0 39 4 Q 1 4 lY 4 11 6 2-0-10 1 4 7 6-7-9 2 4 0 4-4-3 4 3 5_; 0 5-10-12 4 8 0 1-4-0 6x8 = 3x6 = 7x6 = 1.5x4 II 7x14 MT20HSI I 4x10 = 3x6 = 6x8 = 4x6 = 2x4 II 194-8 , 21-8-3 Dead Load Defl. = 5/16 in 1.5x4 II 3x6 0 cAA 3 �cb I d 0 LOADING (psf) SPACING- 2-M CSI. DEFL. . in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.27 20-21 >975 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.56 20-21 >469 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.07 10 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 202 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP 2400F 2.0E WEBS 2x4 SP No.3 `Except" W4: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-7 cc bracing. WEBS 1 Row at midpt 6-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1546/0-7-10 (min. 0-1-13) 15 = 2851/0-7-10 (min.0-3-6) 10 = 798/0-7-10 (min. 0-1-8) Max Horz 2 = -68(LC 6) Max Uplift 2 = -519(LC 8). 15 = -1337(LC 5) 10 = -534(LC 4) Max Grav 2 = 1546(LC 1) 15 = 2851(LC 1) 10 = 801(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2865/968, 3-4=-3293/1170, 4-31=-2662/949, 31-32=-2662/949, 32-33=-2662/949, 5-33=-2662/949, 5-6=-2924/1014, 6-7=-482/1277, 7-34=-901 /907, 34-35=-901 /907, 8-35=-901 /907, 8-36=-901 /907, 36-37=-901/907, 9-37=-901/907, 9-1 0=-1 279/987 BOT CHORD 2-24=-839/2504, 21-38=-1013/3027, BOT CHORD 2-24=-839/2504, 21-38=-1013/3027, 38-39=-1013/3027, 39-40=-1013/3027, 20-40=-1013/3026,18-20=-766/2447, 17-18=-845/2572, 15-16=-549/189, 15-41=-1018/400, 41-42=1018/400, 14-42=1018/400,14-43=-843/1109, 13-43=-843/1109, 13-44=-843/1109, 12-44=-843/1109, 10-12=-832/1098, 15-17=-2702/1200, 7-17=-1223/749, 16-18=-269/132 WEBS - 21-23=-45/369, 4-21=-180/915, 4-20=431 /172, 6-20=-180/338, 6-17=-4006/1400, 7-14=-1342/2061, 8-14=-518/313, 9-14=-270/59, 9-12=-197/303, 3-24=-710/277, 21-24=-838/2502, 3-21=-353/691, 5-20=-68f737, 16-17=-133/476 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf,- h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch right exposed; 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 519 lb uplift at joint 2, 1337 lb uplift at joint 15 and 534 lb uplift at joint 10. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 243 lb up at 7-0-0, 106 lb down and .112 lb up at 9-0-12, 106 lb down and 112 lb up at 11-11-1, 106 lb down and 112 lb up at 12-11-5, 177 lb down and 190 lb up at 15-0-0, 93 lb down and 83 lb up at 23-4-13, 93 lb down and 83 lb up at 25-3-4, 93 lb down and 83 lb up at 27-3-4, 93 lb down and 83 lb up at 29-3-4, and 93 lb down and 83 lb up at 31-3-4, and 215 lb down and 187 lb up at 33-4-0 on top chord, and 311 lb down and 64 lb up at 7-1-12, 84 lb down and 20 lb up at 9-0-12, 84 lb down and 20 lb up at 11-0-1, 84 lb down and 20 lb up at 12-11-5, 410 lb down and 153 lb up at 14-11-4, 38 lb down and 61 lb up at 234-13, 38 lb down and 61 lb up at 25-3-4, 38 lb down and•61 lb up at 27-34, 38 lb down and 61 lb up at 29-3-4, and 38 lb down and 61 lb up at 31-34, and 110 lb down and 141 lb up at 33-3-4 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: 1-4=-611, 4-5=-60, 5-6=-60, 6-9=-60, 9-11=-60, 22-25=-14, 18-21=-14, 16-19=-14, 15-16=-14, 15-28=-14 Concentrated Loads (lb) Vert: 4=-192(B) 5=-130(B) 9=-119(B) 23=-311(B) 20=410(B) 8=-53(B) 14=-31 (B) 12=-66(B) 31 =-1 06(B) 32=-1 06(B) 33=-1 06(B) 34=-53(B) 35=-53(B) 36=-53(B) 37=-53(B)38=-73(B) 39=73(13) 40=-73(B) 41=-31(B) 42=-31(B) 43=31(B) 44=-31(B) Pe�dry 1letse tlmeiNy mlesr IAe'AT IDDr I1D'aS8(S[[lll-A 6trNAt ff1NS 8 t1Ar1U[AS (DSIONS Elg]'; AIXACG' i>•,YEIO' fax. Ys7dr dingo pm this ®rlN4.4n aNsLms Dt* D-iy(IR sd De Istimil. im{a Dl, H. Mum SINItshre mt. Udess aheniu ddd aaheTDD,.a oactsnr 0. ss5sl:beulf,MRUMNNhi. As eitms Desyafapna(I.e.SpmisUt[lpxer;, IN seel 1. By IDD upend,-�Mm:edlhpshilnd ug'seristuspnslNmr3;IN luott ne sm,emss 6pmd sent IDD adr, r1du W.IN €aip sssmpua. ki.;almm smami7 Anthony T: Tombo llI, P.E. eadose dhis inss8!Any leldia1 is tltrespu!llnp dtte amr,thOnnss��twigvf utie rpliiry DmIlar, nytmhd R( it ,4t lrtydfit hWalh adre ed s. Tit Rpmsi d lk TDD asdn!Wee dbe iros,106m WA'.;s%.Mf, iuhlldin ad lmM Aslih hs rcttssJkuytf - a80083 A!'('o'p"y?ighI TPH a5asIN gwkfto.14flm rlsTins Disga,Lms Dmpb1hRrsmiinss IR0,1ra,axss 4451 St. Lucie Blvd. TktTnssDadarapiieer is 101b aA.; Dmiym, (nss sishass N, dny5aOing. n( fdadhrmaembf.adhTltl. Fort Pierce, FL 34946 02016A-ItooiTmsses-AnfbonyT.TDmhoIII,P.I. teptodudionolfbisdorumenf,inasylorm,isprohihifedwfthcuffhewrittmpermissianfiomA-lgoofTrasses-AnlhonyT.TomhDIII, P.t. Job Truss Truss Type Qty Ply A0013096 WRMSCMI'516B1L B01G Hip Girder 1 1 Job Reference (optional) Al Roof Trussesf Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:32 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-P76YONblzmYQQkp6B7vSjHhsZvWJVBuhMgbFMvzKWNT 7-0-0 12 4 0 18-11-12 1� 0 7-0-0 54-0 6-7-12 4x8 = 3x4 = 1.5x4 II 4x4 = 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20 0 Plate Grip DOL 1.25 TIC0.80 Vert(LL) -0.11 6-8 >999 360 TCDL 10.10 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.20 6-8 >999 240 BCLL 0 0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.07 5 n/a n/a BCDL 710 Code FBC2017/fP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. BOT CHORD Rigid ceiling J.irectly applied or 6-9-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS! (lb/size) 5 = 1389/0-3-6 (min.0-1-10) 2 = 1454/0-7-10 (min.0-1-11) Max Horz 1 2 = 80(LC 8) Max Uplift 5 = -446(LC 9) 2 = -471(LC 8) Max Grav 5 = 1389(LC 1) 2 = 1454(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD, 2-3=-2594/837, 3-15=-2196f780, 15-16=-2196/780, 4-16=-2196/780, 4-5=-2535/819 BOT CHORD 2-8=-715/2244, 8-17=-715/2264, 17-18=-715/2264, 7-18=-715/2264, 6-7=-715/2264, 5-6=-656/2177 WEBS 3-8=-0/601, 416=-0/578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 446 Ito uplift at joint 5 and 471 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 243 Ito up at 7-0-0, 118 lb down and 125 Ito up at 9-0-12, and 118 lb down and 125 Ito up at 10-3-4, and 239 lb down and 243 lb up at 12-4-0 on top chord, and 311 Ito down and 64 lb up at 7-0-0, 77 Ito down at 9-0-12, and 77 Ito down at 10-3-4, and 311 Ito down and 64 lb up at 12-3-4 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=-60, 3-4=-60, 4-5=-60, 9-12=-14 Concentrated Loads (lb) Vert: 3=-192(B)4=-192(B)8=-311(B)6=-311(B) 15=-118(B)16=-118(B)17=-56(B) 18=-56(B) Load Defl. = 1116 in 0 M 5R PLATES GRIP MT20 244/190 Weight: 81 Ito . FT = 10% I r 6viiy-11enet1tmymynit•th'Ad nc'i Miss rMIRI 01111 MRS A(RD;t IM(DSiDNj Er"e(e!CKO'MXi torn in4 dedp rrfn®den.1wAedes n toislna Dellp hoviy(TIViid lite ld.rT. halaD; LL ldneae Simi re on, Ddesstlhnise ddd mAlIDD,.!j 1011idtwnin,plr'essld;4osdWfim TDD to eeedA. lie Inshallf.grxu(I.e,S}esioaq 6Wet'«de edn..pIDDrepresedsnrrupa¢dlDe pdasstndeysetitg r:ynshlDrybr It. tos:latrhes.p,lnsstipddethe TDDnip,eduIPI. 7Gets'pamvopim,bdsabndlnxs,..aol,lry Anthony T. Tornbo llI, P.E. rd nse 01his TonsS:r ny WE,! Is It ... Sjoillila.dttia.".INa-is'initdqui n to, lAhl Desilier, iat (Will it lot It ill [K"tIt, bed Utti;"di tsd KI. no ypnm tl toe too .4... field ne dheTons. i ,6,1 h-Es wrle,(ed ilho old iro("?ADIt,yi engai ldTd ,Y $QQ83 ' tdlrtaDes;x:ellQaaM3:.7JI..xsidmtsthlDDeillap�ias®dlnidn:still:hilEy(errpa¢dSdtryhis-,etdn,'iCl,.peNnEtQeplAnd1Tgntnly:aedhtleten!pa;dmelFrltetnt4:nsprs:S9restslEta:sditLnsDedpx,Lt�sDnPF.PncdTonsM,vlt:,:tr,nx:t 4451St.LucieBlvd. tUM. difitd Spa hd:ed oiled opt b witiy Ildl join lwhti Reinss Dtdp Eylon, Is IDTIh IatalDnlper, Orns SpsRa Eybeer doThdlLy. !JI tgb�udkres news deEtd laliTl. Coplrigh1m2016A-Iloaf hasses-AnthanyLTambo111,P.I. Reproduction ofthisdommenbinany form, isprohibhedwithout The wrinenpermission from A-INaaiTmsses-AothanyLTomho111,P.E. Fort Pierce, FL 34946 A0013097 WRMSCM1516B1L IB02 Hip I' I l Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss-com Run: 8.120 s Nov 12 2017 Print- 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed ID:ld_0OXyyT61Bi TXoljwHHzefvK-tJfwDjbwk4gH2uOIIgQ 104-0 18-11-12 1 4-0 9-M g 8-7-12 1.5z4 11p 4x6 = 4x6 = 3 4_ 5 6.00 F12 01 2 5x6 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) -0.25 7-13 >929 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 7-13 >525 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purfins. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size), 6 = 699/0-3-6 (min.0-1-8) 2 = 789/0-7-10 (min.0-1-8) Max Harz 2 = 95(LC 12) Max Uplift 6 = -161(LC 13) 2 = -197(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1012/603, 3-4=-806/658, 4-5=-806/658, 5-6=-1017/605 BOT CHORD 2-7=-377/806, 6-7=-377/806 WEBS 4-7=-6/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat- II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of . 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 6 and 197 lb uplift at joint 2. LOAD CASE(S) Standard 4x6 = Page 1 Dead Load Deft. = 3/16 in c? 0 4 to PLATES GRIP MT20 244/190 Weight: 69 lb FT = 10% tituley tleeseNmrydrmhxth'A{IDO`O:IS53I'iEtlEl'j6[UillLIENd[UFrAIICSS(US7DNj ttrtil')d(kMCikiEuuMENI'txm. ieiFp dedgs pntaetFn e:d rcil odes wsfislrtss )n fnDnrigilfv;�ers AetlugT,ieuloDi,l.E.lduese Simik4Fe nt. Udendle'ise InWeatleIDO,say CUllekoeoenrt p:hss4ilf`n unlUraa l4Dsaleedll. he Tins Deign Gdr:r.(i.e.S;cldy 6d.seplessoi.1TDD represtns eerompm IT toil Inlossned nl!1"rity rspin0i!iryit he its'pAtlxsotliend"r.11l varNMat!r, toiler t�-L neaas!p7 nnnpnrw.Ot%��epcovOnn:, s+OslUrg Anthony T. Tombo III, P.E. eolut 0this Tnsfte of ln!Ing!s norespoesitilft dth OretN 0-ise,fe ind rpcd 011161141 Desilem,nth must di:"Kil zRE 7elthTen! ld'tri nit .1 Mi. rygmaidtle lDD esin!adl eeldlie Tne5.r1'I+dy E6M:MD.SntepF, ie:h!ItDle nl heals4dle!Ie n:VAW.t+d 180083 thF.tl'Le3Desi�a:eN(Kona:.A!!ra"esnsMafteTDDniIDeFF�:nstalgrilelnssdtl:GilNq(tupaMSdsryhisrn9iec{6fSF}FrMish36Jf71eadSSfAmrdereaselhsTenn!�iEmtslF�la aslzrng�si'viaieseassm!:ndl:TrnsDrslp,er,TrnsDespaFngiazeron!(nssYutdenrn:azss 4451 'St. Lucie Blvd. e3eMnldied 1pDfid:ed egred ageenvdaghdl pem;es lese6el. IheTnss DefaEDpueer lc MDT ak la!eay On:gan,nTmsSFden E�ienra or 9+i1,4y. All (opduedWei ddeel nllil. Fort Pierce, FL 34946 (opyrigbtCQ2016A-Iidatfsisses-Anlhanyf.TDmbo111,li BeprodadiarDfs6isdoeumentinanytorm,ispiobibindeilheattheeri0eoparmissianhoreA-18ao1Trasses-AnthonyLfombollf,P.I. Job Truss Truss Type Qty Ply A0013098 WRMSCM1516B1L B03 Common 2 1 1 Job Reference (optional) Al Roof Trusses,`Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:33 2018 Page 1 j ID:ld_OOXyyT61Bi TXoljwHHzefvK-tJfwDjbwk4gH2u011gQhFVE82JurEefgbTKpvLzKWNS 1 4-0 , 5-2-9 9-8-0 14-1-7 18-11-12 1-4-0 5 2-9 4-5-7 4 5-7 4-10-5 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 5-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS: (lb/size) 6 = 699/0-3-6 (min.0-1-8) 2 = 789/0-7-10 (min.0-1-8) Max Horz 2 = 100(LC 12) Max Uplift 6 =-165(LC 13) 2 =-201(LC 12) Max Grav 6 = i 699(LC 1) 2 = I 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1175/774,3-4=-866/582, 4-5=-863/5801 5-6=-1159/759 BOT CHORD 2-7=-609/1022, 6-7=-589/983 WEBS 1 4-7=-278/491,1 5-7=-328/355, 3-7=-364/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4x4 = Dead Load Defl. = 1/8 in 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 6 and 201 lb uplift at joint 2. LOAD CASE(S) Standard t,mill-PlersetlueepHpsnievrh'dIUO(II9SSrS('iElla'1,6IW;Idt MINSBC%WAMOaS (DSIDk{{"tlTa'j llCNDO;„plFli firm.ie;Apledp pm,mdtrs ed nsdrN!salds lass Des;a haviyilr; 1lte2Napl.Ismes Pr,r.E tdueae Sle•.tSsarena. O,less ifiv.k, odd,atleIDa,wlp tliTeta¢e!n, p'v s AMli ne4rkMrs ie,die. Is oTnss Will lryw(re.Spesidtp Etch!,6sL-On air Tall npmeds a-;w,,0rie pnL•ssned egsslopr!sp,eullllryfor A.esip'Itlts!dol[n!sd!pAel to de TDD uly. Will&]. ite dlsp swarlau. No1q u8na;.smek", Anthony T. Tom6o III, P.E. aasedtiis Imssblap lq&I is 0esespeuilililldae 0—.lle0-e-f-oleprAl d e; It, di,aDnipaym Nwhd dii,ItLasMwere! Wil Wiepndead Mi. lee olpmddle, 101) ewadd ese dS! Tm5q sd s,10"p.sl:q!,i,sNidin aeketid s6dtMhre!psdi:'..hd : $orrh ' del'U'l0""?ul(M.aeol.Ll"s sitwt z fit no rd lie platlas.1P64.m.1thh,lkq(,".,a Sdery ldam9ln� pol'sw 1p In W SlfA enrders"Iispenal polmeM IMmIlki.q.aWtovol W.!%tli!ns Deopmlms -kip Wv,ls^.nsr, k," 4451 St. Lucie Blvd. etntilu ddied 1pa6fiea,ped,p,ahvdup lr dl p,azsiad,ei lieTnss Eesra Eapueetis ADlrx is dapPr'paer,erTn!s Sps:w6pulerdop4m18sp. nitaay—dteosmosdel dNIM. Fort Pierce, FL 34946 (opllipbt02016A-1looltrusses-AnihooyT.TomhoIll, P.E. Reproduction of ibis dommen6inany loin, isprohihiledwitheutthewrineilpermission from A-lfloolhosses-AathonyLTomhoIll, P.L Job Truss Truss Type Qty Ply WRMSCM1516611- B04G Half Hip Girder 1 1' A0013099b L Reference o tional .., moue s ruaoca, rut s riurue, rIL 3,+w4o, ueslgnLa ITruss.com Run: 8.120 s Nov i2 201 / Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:34 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-LVDIQ3cYVOo8f2zVlYxwoimDY4GKzz2zq74MRnzKWNR 1 4-0 7-0-0 11-11-12 1 4 0 7-0-0 4-11-12 3x4 = 1.5x4 II 4x4 = 7-0-0 11-11-12 7-0-0 4-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.02 5 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MS 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 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-5-12 oc.bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 802/0-7-10 (min. 0-1-8) 5 = 1059/0-3-6 (min. 0-1-8) Max Harz 2 = 166(LC 8) Max Uplift 2 = -247(LC 8) 5 = -361(LC 5) Max Grav 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1157/340, 4-5=-294/181 BOT CHORD 2-6=-357/959, 6-12=-357/980, 12-13=-357/980, 5-13=-357/980 WEBS 3-6=-1/626, 3-5=-1170/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 247 Ib uplift at joint 2 and 361 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 Ib down and 260 lb up at 7-0-0, and 118 Ib.down and 125 lb up at 9-0-12, and 120 lb down and 124 lb up at 10-10-12 on top chord, and 338 lb down and 66 lb up at 7-M, and 77 lb down at 9-0-12, and 78 lb down at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=14 Concentrated Loads (lb) Vert: 6=-338(F) 3=213(F) 10=-118(F) 11=-120(F) 12=56(F)13=-57(F) Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 57 lb FT = 10% EGndq•fleese4snspNresfienl3e'b117G1lIGii3�3(t(Er'16[99!(r(IF1S8(PNCi11Gki(Uf10kj %1]'; ICtttlOGtEGSe((Xi Tore Teo Nevis rvem.Jen oadred sets wt§slrev 7es:Gf7rnigif(sY u3 lke AdWfl. Ta ta91,Klduexe 441 Erke est. Gdess s@e<rise sidd it AtIDDal MTekaemn!iiYrh!ialitndis, b DDla xrdle. Is a line Gesip hilaurji.e,T,tAdtt hpusr;,fEe seal neg7DOrep.sets ee aisrsrtslit. !elsuUedeg-'alq re,1WH ler Me lxlpc(Ik IVA Tress ierin!I esIke TDDoe¢, ea1nRN. Ti. MIN, !mpum, bef""ttnxs, smcnisr Anthony T�. Tombo III, P.E. CA eeedtht Tnss A!'"1101hils fit nsp itilit drealn,de DxaelSilrlydgem li lkl ldllilp Dnipeer,©r'd lNhddlhp l8(, eiT("Itie ttdkm'fgn(e¢IMI. Tit gpmdal Ike lOD of Z80083 Ike ld:tap lts �erl(eCrdae. 11 ores niaddMlDD edl'n pr�rtn®Spoldmsdole Giltig(srsrm!m Sden, ldormdin{WfpNisEed4r p?I wd SI(A nerrinexed(n peered pslemtp IM CeYms9snsrrai5:ties n3Crindtislnss Dedpn,lass Detp, Fapxerwi Tnss MmAr^c!ecetass 4451 St. Lucie Blvd. eltndse Mod Ile (Cd:Nopredrrsetrdeq lT dl pr,ss imehd. ThTnssCulp hienr is NOT tirairi IM.1an, rrTnu SfV..ea Egmrear sxitiq. NtgiMu.4termsm.1taeella111.1. Fort Pierce, FL 34946 (opyrigh102016A.IRoolTsusses-AnlhooyT.Tomholll,p.l. ReprodUdianehhisdoamenl;iuxoylum,isprohihAedwitheNthe wrisseopermissionNot A -I Raul Trusses -AothonyT.Tomb 111,KE, Job WRMSCM1516B1 L Truss B05 Truss Type Half Hip Qty 1 Ply 1 _ A0013100 Job Reference (optional) Al Roof Trusses; ort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:34 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-LVDIQ3cYVOo8f2zVlYxwoimG8iDlz4Bzg74MRnzKWNR -14-0 9-0-0 11-11-12 14-0 9-0-0 2-11-12 I 5x8 % 1.5x4 11 3 4 4x4 = 1.5x4 11 6x6 = Dead Load Defl. = 3/16 in 1 9-0-0 2-11-12 Plate Offsets (X Y)— [3.0-3-8 0-2-4) LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.10 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-9 >566 360 MT20 2441190 TCDL 10. Lumber DOL 1.25 BC 0.81 Vert(CT) -0.33 6-9 >425 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 2 n/a n/a BCDL 7 0 Code FBC2017/TP12014 Matrix -MS Weight: 60 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. MiTek recornmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 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 125 lb uplift at joint 2 and 128 lb uplift at joint 5. LOAD CASE(S) Standard 2 = 527/0-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min.0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 2 = 125(LC 12) 5 =-128(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except 1 when shown. TOP CHORD; 2-3=-434/142 BOTCHORIJ D 2-6=-261/2901, 5-6=-263/296 WEBS 3-6=-47/323, 3-5=-572/508 j NOTES- 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) I Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8f MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adlequate drainage to prevent water ponding. %e�dry peentturgue reet"ISS'N IDCE ImSSES('SIIIIII 03H IfeN&(011ITICDS Omits I— y0f dedpfpnrndns ealrecJndesn Ws7'ns Dfs!P5r rq(Tr enik Iek.yI.ILatrDl,ri. rdtleau tleelt4T'P Fre. D0lerl deNVlil dnd..fl,UD,nlp WTfkw¢fmrp!hsstdtMesedfit thlpafait v6t IS OnsDeslpf.If—(U.Spt,Ay bpiuu;,d>udn Bymorrp.tes rtr,QrNedIt. poissmfNlulildflN s2;.ernrstelns1 mth TOD atlf.oldIMI-1. Rt drips nvopirm,6d!rycnfw. sod" Anthony T. Tombo 111, P.E. 6f.,rltr Tnssts op lalfiep isrnregnsDilihdCeOneeterD+uls c'.'amfd fpd Glhldllieg Desipeer,nt5eufhddl3e 14CorISEadtle bsd la'Lignleeci r�L le sfpnrfldllelDD nod ea. tiefiese dhe inss.Vdf€gl rysa;gF, iesNletiu nd krizp dil{6elenspnsld:hd 80083 ' tht#:tip 9fs!5se: rri frreCa�.IT.4s sdae)uthmDul lSeside Gtldgrs¢pam sdeflaimsAn',t(SI;.1.114W ti lrlere SIU ne(eIY!i'rlfel Fowl rAnnt. IN V,Ulmss DviptrAess."sp1 Eq'Cef mi Imss 02*" w. n�si QQSt St. Lucie Blvd. Yke�isef�rdipoUL:W spred epauvrtfifplydlpatxs lefdrei 1ktTress+sargi Fort Pierce, (oPtrigh107016A-Iloaf Losses- Anthony 1.TomhoIII, P.E. Peprodutlionofthisdommarl,inaoyformlis ptohibhedwithout the wridenpermission froonA-I RoofTrosses-AnthonyLTombIII,P Job Truss Truss Type Qty Ply WRMSCM1516B1L B06 Monopitch 2 1 A0013101 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:35 2018 Page 1 ID:ld_OOXyyT6l Bi_TXol jwHHzefvK-pingePdAGhw7HCYhsFT9KwJSdgQiVa72hpvzEzKWNQ ,-14-0, 6-3-14 11-11-12 1_4-0 6-3-14 5-7-14 1.5x4 II 4 3x4 = 1.5x4 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.06 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 527/0-7-10 (min.0-1-8) 5 = 433/0-3-6 (min.0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -105(LC 12) 5 = -191(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-605/187 BOT CHORD 2-6=-471/483, 5-6=-471/483 WEBS 3-5=-549/535 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 2 and 191 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 62 lb FT = 10% re:dg �FlnselreryHr,nirrhe'Ad IOCFI11SS15(SfLIEI'16(AEIiCI(IP58(ONGRICSS(!IS70Nj 3NH'jl(CtlLG^57SNE�tn¢.re-ift deslp pnenners o�l,edoates as t7s7nss Des!a:Dre+iagjRi rti lEe dnluYl.lmleCl r.F.ldneae5lnl kS;a est. Ude!!olF.enln ApeimNeT00,em'p AlAkoererup!ents shot 4tied fir the T70to is dol. tie Tins Mile hplwr{I.e,Spe:lllp Figlcer;.to ad ee ByTDOaprneds re arapwa or Its pdeslind ni'anrlrg nespusililArfor tie lssigsc!it, sloTrns Eapmet milt TO all, eelerMi. The Astir,msmplm, kd'segtotaius, sffdtlq Anthony T. Tombo lll, P.E. H ne fills Trssshr in ldniog is tie stilemi'lardtee Me" it, Oraest,4sa:ind Ito rlie ldidieg 0nigwr, 00z owed too 9,tall: ad its firelWo leMKi. Tie gpnald tit TDO.1 at field no AheTnss.mJ'dJ breq,ontle, luhlldire ad hnbg$hit4 foo rgosu J:gof t80083 ' tePilRg0eAgx:erdusuven.All: rentssee wit1hTDDout luprotons a!pilstnesdtl,0111.1(W-rawSeryh.`oatelex;t(9;plishalbylnndlltAitntlu.dh,learn! poorest, TMf0a;lsstop ii.bilinnot biInof assMsller,Ins0efphpa!trwlTns:Mauhhe'rress 4451 St. Lucie Blvd. elsnlse lsfitsdlpo(ed:td aged igeeu+vrifieplg ell prRn lwdrel heiass hsl�Eegiearlsd0l Ce ldNsgCss:pvr,rTa!s STfix aghnrdmpSsilSy. lllsglkiasdterns enas defnel lalltl' Fort Pierce, FL 34946 Copyright 02016A-I Real Trusses- Anthony LTombo111,P.E. Reproduction althisdocument, inaaytorm,ispm6ibiledwithctdthewri0enpermission honsA-IRoolTmsses-AnthonyT.Tomho111,P.E. Job Truss Truss Type Qty . Ply A0013102 WRMSCM1�516B1L CA Corner Jack 12 1 Job Reference (optional) I Al KOOT 1,rUSSes,t,orT vierce, t-u mu4o, aeslgnLa-i truss.w m Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 j15:12:35 2018 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-pingePdAGhw?HCYhsFT9KwJi614ibB72npvzEzKWNQ -1-4-0 0-11-11 1-4-0 0-11-11 i i 0 c c so 19 c 2x4 = J I 0-11-11 , 0-11-11 Plate Offsets (X Y)— [2:0-440-0-4) i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10A Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL OA Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 71 0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 5 lb uplift at BRACING- joint 3, 66 lb uplift at oint2 and 21 lb uplift at joint 4. TOP CHORD p p Structural wood sheathing directly applied or 0-11-11 oc LOAD CASE(S) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in i accordance With Stabilizer Installation guide. REACTIONS! (lb/size) 3 = -5/Mechanical 2 = 181/0-7-10 (min.0-1-8) 4 = -21/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -66(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 19(LC 8) I FORCES. (Ib� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp 13• Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext0or(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6 j0 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. Weuy rleelrticnyNr rerir-atge'p-I IDOF niSSrS('Sftlrl'I, fd69rl TrI41S8[9R.d11LtiS[7117M{"ClY9'Ii;i(!t£ic idlEM'rxa. ivi�iRsyR rolmdrnr/RAnbrswSSsT:e3; Desm3'.ia1(T(n;:ui0,hiwr1.T.A'OT F.ldnexr ileriSRaens. udmdWIise cdri latle iDD,�j WT0m.n!I:sts Mllhmth,fa TOD la hmhf. Is tiros:DWI,Fyiawi(e,SpBdIr FRdwupt!! ad n nyTDDnpsatsamy%w dte yrsistad lgamttll rzSymkilly*6' i6iind, tEe l� 0ms L'pM wk,iOD Od(. iJ al'A. int dr ll]SSIIINIR0.�. 11.11:6CitI0R;., NitR11D;r i C',.G031dGi3 T.—fray 1, th Ria!tifto NO.", tt 0_6"f wde' 1�th rulla6 D.p!, a Nadrddt! IIL6!;1( oath trd b1f. sde¢d IR. 1. A, ml dth 100 W yfiW m 0,Tnss.mdluy lad;' s+:e e, luftlift Rd k AAi+ 0z resin Y:!,d Anthony T. Tombo IIi, P.E. � J 1 1 � 1 y y: � 1 � T h � 4451 Swt.80083 RR1:R!e3D Df5Ca`P@(14'Id0!.G:StSfdtAlttSTDD lift ll�Ia3 tDljed la illt!Gfldly(6retaalSdey ldem!nn(tLRf lRdwhitT TA tad Sla a!!dv rdra tennRl�lac.. 7rrl ERr�;�!R11Pm.A�11r5[t�i'A'i!SdtrTnss Deslyeer, Lsss7es�ssrrwl GRs; gaarlR:t:ei; w'ns Lneie Blvd. etwdu defied Fro �o9rwt eyed a»e ie vd q lydIlwim la',Ad Wass OUT, ryimis NUT N hTag Devo w, uT.�as Syt!a spear t®ta:ildiy rDsq Ls':!d.e!as crew ddmd mTPFI. Fort Pierce, FL 34946 Coplrighf02016A-Ilout fmsses-AnthonyLTomhoIII, P.E. Reproductilon ofthis iomment, in anyfictor, is pohibited without the written permission from A-) Rooffresses -Anthony T. Tomb fit, P.E. , Job Truss Truss Type Qty Ply WRMSCM1516B1 L CJ3 Comer Jack 7 1 A0013103 Job Reference o tional 0 „�� „ �r�r � rtaYu, unseyn�wa nruss.wrn Run: 8. izu s Nov iz zu1 i ennt: ts.12u s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:36 2018 Page 1 ID:Id_0OXyyT61 Bi_TXoljwHHzefvK-HuL2rkeol?2svM6tQz_Ot7sil W4CR2RGHRZTVgzKWNP -1-4-0 2-11-11 1 % 2-11-11 )t 2x4 = t 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr , YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard 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 guide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 212/0-7-10 (min.0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -41(LC 12) 2 = -58(LC 12) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e 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 41 lb uplift at joint 3 and 58 lb uplift at joint 2. C'nuq rk!seHutyHpr!riteRe'd 1100E fIu516iSELtFA'T 6ffi'J1r tErfI18E2Fr7TIL61 (J1T9M1'dYEPf 40WH MElf him Ttrdp deep 1—tens ul reddess!ln,7!.i.3ororrty JIM''dNlok.rl InkeX, rE rdermt SIHItAzne. Was ah-ise ithit Ne7DD,ca!y dhpeiane9rtr!Gas skmida ondhrdelNltehemH. Asehns omya Etpner(.e,Ssnhflp 6dete r5!s!m et nplooMmoos monaerxttdIke pdessfad eRserhgrspnulilnpa; Ike dnxnelu streltws d!pned'ith no tep,milerw1.The hslp—pitR<.Irct:re7wtimes, smdiny Anthony T: Tombo iIT ?.E. ee-0ese dots Nssh•eq tMiq is 11, respniHlihdhs0»n,tke Orttisvcox!?da;edr: Ike Who gnileer,te11.uemdf.lK,ot,s!erd Ike I'd lz'dsgredt tad Mi.The tp-41 Ike thgminpheld st duke Tnss.u;it6g kadik�sn!ryF, itshlltAmerd Hmzf skvlih�re•pa kilnrd µ 80083 , ' IhRt:irtg9esipe enQa:rda•.All ntsst.aal' thtonreiIRrran¢n®dpildo!set/thilialWpem leerylxrn!np{t(SfpaHishd3pTPlead1h(Antrd.!.Jrripnrelpanr_Trelkins'lensprsk:,ineseu'ot:nd3ehnshsiper,UtssoestpispueresdTmzUauh.^.ner,ceess 44515�. ttlCie Blvd. elmise tefeedlpa{re ad tple!d onennrtiar 1pol tert:ts ltedrei lhelren CtsrpEsp teens 9Cr:krn:ds39nlpan,uT•t!s 1p'lu iyit!er t'oyhilLar. Alicq hla>4fe;os!rzmadaee laRu. Fort 1 St. L ci Blvd. Copyright 02016A-T Roof Trusses- Anthony 1.TomhaIII, P.E. P,eproductionofthis document, inany form, isprohilihedwithout the written permissionhour A -I Roof Trusses-AnthonyL Tomlin III, P.E. Job Truss Truss Type Qty Ply A0013104 WRMSCM15101 L CJ3AT Jack -Open 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@aitmss.com Run: 8,120 s Nov 12 2017 Print: 8,120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 j15:12:37 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-14vR34eRoJAjWVh4_gVdQLOsAwPZAVhQW51026zKWNO 2-7-10 2-11-11 2-7-10 0-4-1 2x4 = LOADING (psf) TCLL 20 0 0 0 TCDL 10.10 BCLL 0 0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.24 BC 0.16 WB 0.00 Matrix -MP DEFL. in Vert(LL) 0.05 Vert(CT) -0.08 Horz(CT) -0.00 (loc) 3 3 2 I/deft >727 >449 n/a Ud 360 240 , n/a PLATES GRIP MT20 244/190 Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. that Stabilizers and required MiTek reconimends cross bracin§ be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS.1 (lb/size) 1 = 108/0-7-10 (min. 0-1-8) 2 = 104/Mechanical Max Horz 1 = 59(LC 12) Max Uplift 1 = -17(LC 12) 2 = -50(LC 12) Max Grav 1 = 108(LC 1) 2 = 104(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpF ; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss Ihas 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 1 and 50 lb uplift at joint 2. Wtmry�rletsttlunpHpnritvl3e';-I 19CF Ipii�Sj iE!!a'>,6�ig!€paNSB@FC111C5S(Utl]Ny"6179';IIXtlC�:E;MEMi'puz ia�fp5esip pu�tlm ndrtde�l=s aerisLess Uesp�7rawiyifP�; ��rtt Arttw71.Iw8afi,pl.pewese Qe!l FSrznt. Udus gle•visv AMdtetleND,w'p uncxcan�nrprr„saltup+na:no!:x.aiew:eTcsoeiytp�p��p.t.sp.atap€.p �:a�rnopmoap+e:a:tug,.�:tc!ntprt!uiueryeeriryr.pusnnryv;isetnc,neseepnut:p;n:etsnemos,q,rtaty-!.l�tssp>mmpron.!rctpuodnxc,smolnry Anthony T.TomboIII, P.E. od se et!e:s lrtss4+esp relhey is!Se respxntilihd Onee@rOneist:�ptHe%es!ieeeiliryDespKr,uNa;uR>>dne lt[,�=3:udtlefu%pa:6�grdcdd pN I.11e ry,ttc dlne IDU mpec.fieldesedlie Tnst.adrty b-�d vy, fz�ope, irfillotlets4 Grna3 s4il'H .z re�pmti9�!t!A 280083 ' INr,.lspJes:gxeNCts„*erq�.1.rs2suerofsHeT6DMiaprearct;m9�+iplosdtleGiitiry(urpa�alSdm,IramEnev{t(Sl;pd!istt3hpl71rASEGnrrefu.+xeS!egeennl,slou_IP-lfeirs;3:;espeaa:roes[t4d9�'iLenDtuper,Lessks:y�ugiaetttn3hev6'arAe:aie;m.4r - 4451 St. Lucie Blvd. devise IEfrd ppe Ufrlb epeEAapee is vmiep Ep HI paf[s Ic+[dtei 16e1nss C[ Na Ergiteer Is XCi x ga�dap cetav, tr pnu Sys"m fyiexr �!m) 4NLtj NI �� `wi�5'errs ereos deSgei i�IPFI. � Fort Pierce, FL 34946 (dpETigSt(02016A-IRaoflNsses-An!benpT.Tom6ollp,P.E. Repmduaianohbisdommem,inaayfarm,isp!ogi6i!edwitheNthawrittenpecmissianhnmA-IRee(Tresses-AeihnnpT.Tam6opll,P.E. Job Truss Truss Type Qty Ply WRMSCM1516811L CJ381 Comer Jack 1 1 A0013105 Al Rnnf nr Tnlcenc Fe Pi— ee Cl QAOA,4—;n..Gl.,•1............... Job Reference o tional y •� ��e e. u. a <u � evuv 1 z zu e r r-nn[: a. 20 s Nov i z zui i Mi I etc Industries, Inc. Wed May 2 15:12:37 2018 Page 1 ID:Id OOXyyT61Bi TXoljwHHzefvK-14vR34eRoJAjWVh4_gVdQLOuDwC)SAVhQW51026zKWNO 2-7-7 2-7-7 1. 3x4 = 2-7-7 2-7-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 8 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/0-3-6 (min.0-1-8) 2 = 67/Mechanical 3 = 2711VIechanical Max Horz 1 = 52(LC 12) Max Uplift 1 = -11(LC 12) 2 = -45(LC 12) 3 = -1 (LC 12) Max Grav 1 = 95(LC 1) 2 = 67(LC 1) 3 = 41(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 11 lb uplift at joint 1, 45 Ib uplift at joint 2 and 1 lb uplift at joint 3. LOAD CASE(S) Standard tffi'udsg�llnsetlulgllrn!iettae'Ad eDDF119S5'S('SFI1EP16lA9AtlftIRSB(DFDfDDti$(DSIDMj 8L7H';:.(It1CPifDMiMi tE!aTt;dt tEsiyl ryl®tlen lid EE�eN!snlbtiee!sges;n Bec.iy li[w; Ir4 ka Alt6upl.F!alsTF.L Fdnex!Grt t4S2Fs!. Udess dlenise Etefel eetlelOD,wq - � USTdoiamety're,slillTa l;edfirtk iDD laeerdiL Aso Tens Dagv[IINpErp.e,SpolDp Eltlre!t;,R!ud l9 ee(TOD tlllft:tllxd lil'AF!:I!eR!p11fII11atiCf Ike IES!OI{v ICe S!e eTnss d!p;nEt lstlelDD Mp, eeettTFFl.7leNu(l asnopl!cf.leMs7tuEinu;, s.neNlAp Anthony T: Tombo III P.E. Stdsee rI*sIRS$It, toyldIbo is tte re'lasMaty d1:k haeteO.arisldaradapet1: tk lellifee Desipcer, a Wettest SIN ITT, titl alike real blinoil raI KI. Tit q;-1dIke TOD ni eq'Ifeli ese title Tnss, it dq eadr%j, smrge, testis iu udk'nT; 56tI. 4 AS mpaesalnrd 80083 ' Ik4;dkapDxiga�erJ[eaeesto:.7Jlu!esselwlnkTDDe!dliep�insrmdgeiiduesdiL•Inlliep(ertpca!mSdery6zhrattlee;t(;fpktisEM9ti71oeafl[AnereMex[dk�neenipante.iFldE5e!sae:e:pr.,s:4iTTietQela'IsdealinsDeeigeer,hmsDee!pnFnpimErwlFnsskaute:a:eE,aes; 4451 St. Lurie Blvd. iDn'riuaid Ito (etrd 1Dnedga nvriagl(dl Ite;xs Irn:Toed. Thiess Ded(a FagllnrIsNOT DoIAilad Deigax, Ir Tnss SysLm Fyaseri mp be0,1. AlIequaedtttmawasidea!Ia 11. (opyrightm2016A4Roalhusses-AnabonyLlemba111,P.E. Reproduction D1 ibis donmem, in any forns, is probibhed wheat the written permission hem A-1 Rooffrasses - AathonyT. Tombo Ill, P.E. Fort Pierce, FL 34946 Job I Truss Truss Type Qty Ply A0013106 WRMSCM1516B1L CJ3L Corner Jack 2 1 Job Reference (optional) Al Roof Trusses;eFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:37 2018 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-14vR34eRoJA4WVh4_gVdQLOt2wQCAVhQW51026zKWNO 1 4-0 2-11-11 1 4 0 2-11-11 3 = b4/meenanicai 2 = 212/0-7-10 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -41(LC 12) 2 = -69(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) . 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp1j; TCDL=5.Opsf, BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exte or(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Has been designed 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. wknhg rletsethutepey rerienik'A 11DCE HOSSiIS rSEi1EPy G(NElet I(IAS b (LIAMONS (DSTD Ir olla') AENNDPA,EOU110-i hrs, Tedlp dedpe pAtadrn oaf m9luiss a Its I!u�ss Des!PDr"v j('Vj W IN Adint]. rtait 04I.L10—i Shoe hhreest. Delesr ctler.isi ddelu!6eED,sa!y #1 Ttkmnmq!s3Mumndferk TOO to ht edit. As aIrns Desgt houir(It.Spshlfphdxs),to? sed n nylDO represses it oupmdthe p 0miInd egderitg regoesuoayhsdst dWvI!IN srleTtms hpmelteIII TOO tlfy, edulrXl.it+hsigt osanpflns.hdsgutdnxs, stadlifg '. Anthony T. Tombo III, P.E. rdase dtlbLns4rtgIdling Is fie rzsixsililnJdGeOasesleG-issA'a!issdep>l er lte ltllein Dnipnr,mlh mhddsu IF, da ih.vlHe lsedI.!"sat .1KI. ltryprnsi e11te1DD eil enfieNuesf(feTnss,udetiryk L�. sn!rye. bshllein udtrni, s5di'n e�reep�vk:!:I+d a 80083 ' tli4ti'fn,Dtsira!IMCSS'safe!.Lii25it!Af!AI&TODIdeIEp!�hletl'Ij+le:Ileeeefiklltilter(L['pneeSdeTpSe'pCIIn;ICI;rtlileheAhJRITASILilftet!tlnrWMgtltnl'�LN[S1PNee�S@asnp�4.:fiesvAfa":sd'!'.I!1{SDISIptC,I!MSDee!rth'�iJeNtleTtlSeMi3deh!lr,tgfii 4g51St.Luel6lvd. 44"Ist ddirdlye (odxdepedtpthrdnq kyd!pmts letshti lheTnss Crdp Eryveer!s NOT III raazleedg�er,en;t<-sspraa To. after lnlury. A!I!gaduaarm netl ad e :dhTltl. Fort Pierce, ci 34946 Blvd. (.pyrighl02016A-Itoaffrossts-AnihonyT.TemboIII, P.E. Reprodudion DffbiS 11DIUMVII, in (MiFfoms, is probibhed without the Iniften permission ham A-1 Pool Trusses -ActhonyL TombIII, P.E. bsTruss Type WRMSCM1516B1L �CJU6 3TJack-Open 1 1 1 Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 1 ID:Id OOXyyT61Bi_TXoljwHHzef i -1-4-0 2-7-10 2-19-1d 1 4 0 2-7-10 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 4 >907 360 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.07 4 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-7-10 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 uide. REACTIONS. (lb/size) 3 = 84/Mechanical 2 = 212/0-7-10 (min.0-1-8) Max Horz 2 = 82(LC 12) Max Uplift 3 = -40(LC 12) 2 = -58(LC 12) Max Grav 3 = 84(LC 1) 2 = 212(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 2LO-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 40 lb uplift at joint 3 and 58 lb uplift at joint 2. A0013107 Inc. Wed May 2 15:12:38 2018 Page a8fGGXNOsyYV TKloyyxZ112ZaZzKW t J I so 0 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 10% Gedry•rleese AulyHTetie•in �AlID0; Ii7SS[SrilllEt'16IO:IR[TEWS a COMRUS(Oslloki L7Ely.(ILNOriTfOnMftlPIN&ferCp desippttooelm oad reoleals aelliilress pr.!psDraviyllfK?:ultl»AstlsarLrax/a 04 r.Lldaeus cleatira;ens. Odessdler+isr slelel eatleTOD w!y M�Tslmes!hrp!e4s slilihosedfireh lODbhedil.AsaTrns Desipv 6prxt{I.e,Sp[uflp hens,tlluolnlgNOsepaedsucmpaxs1i61 proinsiavclegeeneprzspns!IIIDrhr ill dntpd Of s:apefnn lep!dedealleIDDadp, aalNTrFi.T!xt:s!p nunpnlrs.!IdzprolMrou,smdnnp Anthony.iTombo TIl A.E. cd Ise AAis Trlssfor Iq 1.1611 is tie nspwsililaldthOwen.AeO+aets OWiasd 1,11Or Is!ldlliep Oeipter,0Nsmeddlie lPtlM, al8e lid Miiq als¢IMi. Tke rypm11s1 Ike T00 ail kbell ne dAlTress.11ds0ykmfn smrrye, fistdtdne ni kn[ep sldiMth respys k!i71i Y ' Zt Il3laitapDng^;t:rtJfsq:eC.ar.11;reksseiwsuehTDDlailapr�Ws9pil:Ridlstiast:restmii:mesvdmnv.AsireuDesipn,LnsBntpFaga:erealfnssUa»teewIf'.1ex Z'80083 'Ut. Mini kra hatred Dind 1peil wdDrylp di posts imisd ThTrnsri.Egieer is ADf Vre Eailsp Des,1w tfnss Sptea 6yinx 1p©[Wiq All iapisd:a4xros eremlrFasl ialrfl4451 St. Lucie Blvd. Fort Pierce, FL 34946 CappTigh102016A•IflooETrosses-AotkanyT.Tom6DIII,P.E. fleprodudiaoofthisdommenyinoayform,ispsahi60edwithaNthe svrineapermission fiosnA-I flan(Trasses•AotDanyi.TamhoIll,P.E. Job Truss Truss Type Qty Ply A0013108 WRMSCM1516B1 L CJ5 Corner Jack 6 1 Job Reference (optional) Al Roof Trusses; ort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:38 2018 Page 1 L ID:Id OOXyyT61Bi_TXoljwHHzefvK-EHTpGQf3Zcla8fGGXNOsyYx?zKjovyxZ112ZaZzKWNN -1-4-0 4-11-11 1-4-0 4-11-11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017/TP12014 2x4 = CSI. DEFL. in (loc) I/deft Ud . TC 0.36 Vert(LL) 0.04 4-7 >999 360 BC 0.29 Vert(CT) -0.05 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP LUMBER- i TOP CHORD j 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-11-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-7-10 (min.0-1-8) 4 = 48/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -78(LC 12) 2 = -66(LC 12) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (Ib), Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. , NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; endivertical left exposed;C-C for members and forces 8a 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 as been designed for a live load of 20.Opsf on thelbottom 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 78 lb uplift at joint 3 and 66 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight: 18 lb FT = 10% s'deler -n!tae nueryHT r!emi+x'.-I TDD; nDisn l uun'I DEDaa EETus a mraness eastaxi unr; l,:uca;TDsuEnr lxc. Te!rtd 9eudO Exemelen end ece9 eNn w l'a+Uess On fl DrrviatfffL'; rtd tta lAur7. irsM Dl, rE.lelxeae R:st ihSre n!. Udess ot4nix dsteI t,A,11D, ' Ngtilmetaerl'Os sEdEF 9tedfer ai nD It X"11.Are TrnSD.E.11Cl[ix{it.SKrielfr 6elreeoph Sell guy TOO ulmee,te W3kp:eal+1 Eed!SIisidItEwneF@SIeeSINIAt`P; Ile lespFtIh slTpTrs!sAlia!E it It TDo title vier T?tt T6 desip:ssvmpies. lert:ependnn„seasrry Anthony T. Tornbo III, P.E. Ca eSe tE�At3 Tsssfx ey Mimi is ne mpaxiMlnretr.D.eer,Qe Ortiesvf=d gedx kiWiliq Witter,m;t renew it rN K 6a iK Nd de bed WIll mfe.1 MI. Ike yp t!dtN EDD tad ny held ayeefluTress.106tiLatly,smrryr, WIthet all emir; spolht el evpNij:l:heE 80083 I aeA:l:ImpBttpN'Wr[?.'t0e'.All rebsee Wit tit lODe'.Iliepe�itlS®djed�e:eelll!Glldrtrlt4pi�SA!ITt1'AT�n�ieHl{EMETIAP4SIUel!idx!ffi:Slpeeq➢I�LpL.TPFI&5Ri4e:CptJiS•J��nt3ttTEtINE'LTIeeeDelipeM,TIKSDIS{fFlpYxl9lTx:StlJNleCxel.Rtli 4451Sst.LueieBlvd. e2isdu I�rd Ipo perm aped eyes ®.aey ET dl perm I!re'ud. neTreu D!e:m Ery.eN, Is MDT.i tmAdp Ce;Epax,nT'ess Syf!a Eap'r,er e:'ap ieDSry. All oa;_bAt ms xem ddid 1,1111. (opyripbf0201AA4 Roof Trusses - Anthony LTemho111,P.E.Reprodatfionofthis document, inany form,isProhibited without the written permissionfrom A-1Roof Trusses -AnthonrLfomtoIll, P.E. FortPier[e,FL 34946 Job Truss Truss Type Qty Ply WRMSCM1516011 L CJSA Comer Jack 1 1 A0013109 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2.15:12:39 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-i IBUmghKwORmprS55X6VmUBg5mePAjzPn76?zKWNM -1-4-0 4-2-0 j 1.4-0 4-2-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate -Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 99/Mechanical 2 = 250/0-7-10 (min.0-1-8) 4 = 39/Mechanical Max Horz 2 = 106(LC 12) Max Uplift 3 = -63(LC 12) 2 = -62(LC 12) Max Grav 3 = 99(LC 1) 2 = 250(LC 1) 4 = 63(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 63 lb uplift at joint 3 and 62 lb uplift at joint 2. LOAD CASE(S) Standard c� rn L6 O N N PLATES GRIP MT20 2441190 Weight: 16 lb FT = 10% w'wdq 1leeseNurryNrrKiewtle'Al10Cf 8USS6i'SEClF116re9AC TfU1S6[Oh.UU01S[ZTOMj Ae7a'; KrrOdTFO;NEUi'ilfev TNUf drdle ierladlK lad IMdesIK 0er9sT!ess gN pl Ulnvlas I1W; erd Ik AeBwYT.lorsaiC,t.E.idereas SleetSe'reese. Udess Uhrwise geted to tieTOU,ra'f ATElim Khrp:rtffldi FllStllK ntT)D IB Etttlle. As Tins DKife FeSlw(i.e.StEii111r FYie!';I,7S:LAt1get rrntKSltld eFS1P!114 rlSreKtYllA(S'HI The eespnnnWuw,bd:sg uednus, smrulry Anthony T. Tombo IfI, P.E. cJnedI —S! eelkbi is lh rupst!W01ditaysa.th0-i's'Asand egeal erne Whi Degree,atb unless dt.iKISe lK adtle brd lxXsrMerxA T74T.reirreuldlli lDD 80083 ' aet.iYzlgK!WRo�ene�.tGrxeessetomhMlWeilealrmlias�7getlelnssettletnikef(oercesnSderyFEamaie�,'tOf!NN!s1+AdJRIcdSlfAnertlseadfr!gnerdpAnetltilgirt;@:rt:rrs:l5mesraddSKdeieT!ns0eupr,T!essOr!fJh, neeirnszNMt"e!er.a:ss 4451 St. Lucie Blvd. eSen(se l�ieetipo6etna efaeeA epeurri5e11Td11ra:K is�d!el lleTnugeda EapearislCilkeraidsg CKigse,KT,�K STrem Fafbeerd®e1u18>3. All apda0te;os was ldee11,1111. Fort Pierce, FL 34946 (opyright02016A-1Roolliasses- Anthony I.TomhoIII, P.t. ReprododionofIbis dommenl,inany loins, isprohi6Bedwithout The writlenpeenissionhorn A4RoofTrosses- Anthony LTomhoIll,P.L Job Truss Truss Type Qty Ply A0013110 WRMSCM1516B1L CJ5AT Corner Jack 1 1 Job Reference (optional) Al Roof Trusses; Fort Pierce, FL 34946, design@altruss.cwm Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:39 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-iT1BUmghKwQRmprS55X6VmU8Oj2mePAjzPn76?zKWNM 1-10-8 2-7-9 , 4-11-11 1-10 8 0 s 1 2-4-2 O CV' N 1.OX4 II 2x4 = 1-10-8 2-7-9 , 4-11-11 1-10-8 0-9-1 2 4-2 LOADING (psf) TCLL 20 0 TCDL 10 0 BCLL 0 0 BCDL 7 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.41 BC 0.37 WB 0.00 Matrix -MR DEFL. in (Joe) I/defy Vert(LL) 0.11 5 >519 Vert(CT) -0.12 5 >505 Horz(CT) 0.04 4 n/a Ud 360 240 n/a LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 24 lb uplift at BRACING- TOP CHORD joint 1, 69 lb uplift atjoint 3 and 8 lb uplift atjoint 4. Structural wood sheathing directly applied or 4-11-11 oc pudins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 6-0-0 oc bracing. that Stabilizers and required MiTek recommends cross bracing be installed during truss erection, in REACTIONS.' (lb/size) 1 = 191/0-7-10 (min. 0-1-8) 3 = 121/Mechanical 4 = 67/Mechanical Max Horz 1 = 100(LC 12) Max Uplift 1 = -24(LC 12) 3 = -69(LC 12) 4 = -8(LC 12) Max Grav 1 = 191(LC 1) 3 = 121(LC 1) 4 = 85(LC 3) FORCES. (lb), Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpH; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; endlvertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on theUttom chord in all areas where a rectangle 3-6-b 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. PLATES GRIP MT20 244/190 Weight: 18 lb FT = 10% &a!ilel � rinse tluatpHp nrirge�'s_I IDo:nrssnl^s[nn'I s[snu T[ws a [e€^ancn [3ssoxt ttna'}AWA£.EEtEN� luc. TerM drilp poaarlers ui reel oilts afbsl�nss Oesi�Drniap{n�rri Rx Art1up1, I �l> iq r.E.leldeue kts!tarrrnt: Ddess ctlerrise ilslel entlelOD,cm`J tllTrkavrrtnri%lssfdlMrelfirs&13Dfsurdil. 4seiteis UeslSrfrpc2rt(lr,S;r;irltr Frduv;,H: srdnnrlDD n`reserts rc uu,^.cm:e t111e r,af:sslud ecc3teileg rtyersililDp'e; tle ltsir�<t tte sxreTnss {ep:nernnemoeeq, nant?ot. ir;tas!pa Anthony T. Tembo III, P.E. cdrudti:si,�sshraq lql/nrslie rzspx!ililigdGe DrneBe Onsisr4aaed,PJv Ike 1a1e41 Deepu,,®Cesaaw d ne Ktii d eeltle bed&A"er[de eei MI. Ile gwmil or lit IDD ail an Wirsedha Tneste.ddoi lxfi:}ssnpt. nshllefin eid hats Mneis regstie:hd «80083 ' heN119JesSre!adS2rrmt.L":-sMIMo thIDDasdeiepsmim®1gnd9nnd1hwMlCoepceees star lseasmnl6fpilisw4INodSKAve'.—dA.germ!pdnr-IY.Ite5asttere.�:59htsnddrt±Vilikesshopte.1w3es!F[a—callrmspamta^.aer,Weir g451St80083Blvd. der,riseWod Ile[1Ysd apradgaaBYd.1 ll dtlaeers lnefid.neTnss:ei!3F.pettfl3lGT'2Ii d3).Fi:ptl,IrT:a;SSjG!x Earuerrd®p4nISa8. AD tq.w udr:os ereas detadla1r11. For[1St.Lci Pierce, FL Blvd. Coptrighl02016A-IRnof tosses-AnihonyLTomhoIII, H. Repiodutlionohhisdommentinnay form, isprobi60edwithculthe wrineapermission homA-1Roo(Tresses-Anthanyl, Tomb III,P,I. Job Truss Truss Type Qty Ply WRMSCM1516B1L CJSC Corner Jack 1 A0013111 Al Roof Trusses_ Fort Pierne FI adada �o�t n@altru Job Reference (optional) g ss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:40 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-AfbZh6hJ5EYIOzOffo2L1 zOKD7,NeNsQsC3XgeRzKWNL 4-7-7 0 0 W N N 3x4 = LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 3-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-7-7 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 = 169/0-3-6 (min. 0-1-8) 2 = 121/Mechanical 3 = 48/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -23(LC 12) 2 = -79(LC 12) Max Grav 1 = 169(LC 1) 2 = 121(LC 1) 3 = 74(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 23 lb uplift at joint 1 and 79 lb uplift at joint 2. . PLATES GRIP MT20 244/190 Weight: 15 lb FT = 10% R'ndry rinsedutgHlmtewae'AIIaCF Ii7SSRl'SFtIEPE 6fRrykt IE1NSR[DRG1a6R5(DSiaNj 0.4H jAFgaudapdER'i'lun, lerdl7fdpt poeadm td rztdtdn aftslres!Delp 011wgiTft1.1fee Adktfl. Tali Oh ri Iduemtflat Sdta11f. adess dlerrisesMeltrtlelaD,a:'p Wietamsntp'hssldil!aselUrth TDDake rdil.Iseirrn Dtsgt fepteu(I.t,Sleodtl Ftp¢lr;.tbl udnwllDD«paedsa[Iap7Wad11l prdtsdatd ecp'tarlry res1ns011erhrtbrlWpadlke s'c�ettnselpnllrole IDDadl,wduTr4l.Ttallsipt manptna. laljadfills, SeARry Anthon T. Tombo III P.E. .i.sttl Slls T—ft? tel ldlntp is tie serfa!@II1ty I to —,lit ar#ISF�AF9'RrI I,Y]t lr Oe ldlEltpDWI"" a fie rwhd d to K 3t K ai ae bsd IAY,; rdf iMI. Ste slT,-tt1d IN TO W m r,11 tse d6e Tall, 1061 kad# strye, iub1f ito tkk ag shdn M Nn rat:OL' IT tl Y , ' 11e1w:Lsp3!rt¢ttW1'V4M!.1L'a!essewfl0kTDDeil1'arf!WhilrtrtpmadSidi Marntna(Ffp141sWf1T?1MSICAtatehaxe9hrpem1pl seTe160"A!refM 11isU161nV10 Deli er.l!",4s' r80083 Ft {tJ,9xNetlrttlSkdldlR!w, ¢SSS 4451 St. Lucie Blvd. t3rnin ld'udlTa(td;etl tpredtptit+mtiry lldlltn:tslatltei TteTass Ctd�Fryunris l3ikrd'Aap Del;lu, trials SFs:xtyitltrdarb.aosp. wrq:�allxras nets adaNaltkL Fort Pierce, FL 34946 (optrigbl CQ 2016 A -I RoalTrusses-AnihanyT. Tombo llh F.E. Reproduaion of this dDami nt, in lay[orm, is probihBed withnutfhe wdffen permission hoss A-1 Rea[Trusses- AnthonyL Tembo 111, p.E. Job Truss Truss Type Qty Ply WRMSCM1516B1L CJ5T Corner Jack 1 1 A0013112 Job Reference (optional) Al Roof Trusses,'Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Wed May 2 15:12:40 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-AfbZh6hJ5EYlOzQffo2Ll zOKk7OuNsQsC3XgeRzKWNL 1 4-0 1-10-8 12-7-10 4 11-11 1-4-0 1-10-8 0-9-2 24 1 co 5 = 61/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 4 = -66(LC 12) 2 = -61(LC 12) 5 = -5(LC 12) Max Grave 4 = 115(LC 1) 2 = 287(LC 1) 5 = 83(LC 3) FORCES. (lb)I Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ' NOTES- 1) Wind: ASCE 7-10; Vun=160mph (3-second gust) Vasd=124mpH; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end jvertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load. nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the (bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ¢e%dq-rltestti gHrtemwIh"A11DDf IIDSStSE'iEtlErJ,fif/9e(fEENSd(OFfdliDef(JS79M{{"AtAjA(A5D'd"BfpuNEtli I-, lr[zia Dl AEddtrtat S(i41(35'P atf. DdlBB6tltrwlel ddd tatie RlD,eatj MdieEceaemtjcesseili@emsed6rReRDlByetdiLUtirrssDesryehpiu!r{Ir,SFenen(Etvue"t!udnoerTOO ee;(Uttl36amiftgJdtltrtehl!IledtgYF!nlfjttywtiiDwjSrlet its .iaFilelSYpAnthonyT.To Timsd!rnndltlitTODtdr,WaTt'rl.i4d!S'DBatfetl�liid.led9Df11nneel<stntditi7 m6oIII, P.E. H.-itel...strywuttl:e�eet;tstlrmd tote �D. ittsm,:etvs�ntA�irgo rynt,(�rtFhndtt1165";BBlntbtdi:fs3tJeniRLLleq/mcd1hTDDmIn.BllFseditTntuJFEaladls� s;rye,hshDtnuFtdkerj!Sdi'nLeeaald r80083 ' INulf.ipss�pawue.,m!. Fa1AUoe'thme7x;eetWPIsoalPNhiu.!!respF2SiTtadhstlalFstktlpGl!H371S{BSEH9I(fe3iMlMIi!eLR#1S 4451 St. Lucie Blvd. e'leriufFfitdipa(ltW oiled tpeuwntig1Yd1put:et ledteL lEeinss(xstmEa; euri; dCt Ak Aala7 CFtipva,vT•ns5(S'!a Egmtrof.1 trH4. Ali Fgiatdhm,.",.ddF.dltRll. Fort Pierce, FL 34946 (apyrighiCti2016A-IReal Trusses -AnihonyLTomhoIII, P.E. Reproduction of this fituenerni, in any form, is prohibited withcul the written perenission hom A-1 Roof Trusses -Aathony7.Tomt0111,P.E. WRMSCM1516BIL ICJ6 ICotner Jack A0013113 12 2017 Print: 8.120 s Nov 12 -1-4-0 5-8-6- -- — -- 1-4-0 5-8-0 2x4 = LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.07 4-7 >897 360 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 4-7 >803 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI,' Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing. be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 141/Mechanical 2 = 302/0-7-10 (min. 0-1-8) 4 = 56/Mechanical Max Horz 2 = 137(LC 12) Max Uplift 3 = -90(LC 12) 2 = -70(LC 12) Max Grav 3 = 141(LC 1) 2 = 302(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope), and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 90 lb uplift at joint 3 and 70 lb uplift at joint 2. LOAD CASE(S) Standard Inc. Wed May 2 15:12:41 2018 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 10% 4e!dsl • Ilnse1lmslNlaxle>!tk'41 IBC; f15StS;'iELLFI'j rdAillt 1ftfS5 r (CR:1BC$ (US1BMj 31d0'ji(11BAiFBCWEXi fm ywdy retl}apueoden!drtedt!tn u nisieess BezwBu I'l[W. d N! le!inrl. kblri;, It iewn Sint le':ue ese. Bdlss stlenise ddd sotleTBC,m'l N1TeiascMse p:Pe!sidiMeselfir@a TlBuhe se!il. istlaass Dnip!Gllue!{I.e.S,�clelry 6@u!r;.tl!s!elnullCO upreseds ea raulixa ellSeprdessoad aaie!;isgrsptu0!liry:tla lesyadtre sog!elnss t>p'del eotleTCD ury,rderif4l.BGee!illsnunptieu.bd;ryaudtx!, satlalifnl Hnttlstmss5!ul{dWogisshmpu!iHlirydCeOar±±,theBreis!N'ori±de atelNldl6seBesipes!,ssts[eehddtSslR(,�!u:alti!6edkaA' n/tat3rAl.iY! xneidlSetBBailurtielined6eTnscud!vulad th. e,iufdletinudim: Anthony T.TomboIII, P.E. ' T! R. xl, . xl sidl4!ta re!ltaallyof !itWftga64.V ui IN-104i. r!l uas%1.1ktkTBB rdIn msme riie!oadtL• k1bi U4.w Wiry lx.M.; ,I&Ad i?M.lSill—d!-Nsfa V—!PA"o, :-IW-1*rcspt<siiSsNSWMae&lms BNpl,hfis Btsip Uptrod I."Y.44 1n,4R!s v80083 e2erlse prod 1pt :td eged op!uvriGsl lldi pu;as leadu! Ihetuss CeA�E!piuulsiCl"ae6a'dalCHilaer,uT�!sSls!!a Fali!!er r:'ml aai!Sy. {J!rp klaNte;os netsd ndhllFl. 4451 St. Lucie Blvd. • Fort Pierce, FL 34946 (apyrigAlO4D1!iA-liotfTrusses-Anl6atyT.Ttm6clll,p.[. peprtduRitnth6isdtmt!em,inanyfarm, isp±ohi6Bedwithout the writtenpermission fiomA-IRoof T±usses•AathonyT.Tom6oIII, P.[. Job us Truss Type Qty Ply A0013114 WRMSCM1516B1L �HJK Diagonal Hip Girder 1 1 Job Reference (optional) Al Roof Trusses"Fart Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Wed May 2 15:12:41 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-es8xuSixsXh9?7?rDWZaaBZSVXjg6Jg?RjGEBtzKWNK 1-10-10 3-5-13 6-6-8 1-10-10 3-5-13 3-0-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.10 4-7 >745 360 TCDL 10 0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.11 4-7 >715 240 BCLL 0 .'0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7 0 Code FBC2017(fP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cross bracing be installed during truss erection, in REACTIONS.1 (lb/size) 3 = 151/Mechanical 2 = 295/0-10-7 (min.0-1-8) 4 = 55/Mechanical Max Horz 2 = 134(LC 4) Max Uplift 3 = -92(LC 8) 2 = -169(LC 4) 4 = -60(LC 5) Max Grav 3 = 151(LC 1) 2 = 295(LC 1) 4 = 91(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpN; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; IEncl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch left exposed; Lumber DOL=4.60 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 dapable of withstanding 92 lb uplift at joint 3, 169 lb uplift at joint 2 and 60 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, and 34 lb down and 41 lb up at 4-2-8, and 34 lb down and 41 lb up at 4-2-8 on top chord, and 50 lb down and 40 lb up at 1-4-9, 50 lb down and 40 lb up at 1-4-9, and 10 lb down and 40 lb up at 4-2-8, and 10 lb down and 40 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-14 Concentrated Loads (lb) Vert: 8=57(F=29, B=29) 10=46(F=23, B=23) 11=9(F=-4, B=-4) PLATES GRIP MT20 244/190 Weight: 23 lb FT = 10% 6edq�1lnsenuegHr R!iea lh'A-I nGE(IOSSBrif((EIj,6EW;lF€f(tN58(DI"�IrIDdS [717DM(Bn]')d(Ctl[&'u'S4ENi Ioraz.ir:ilr dtGgeryoaden eadr�n>I?spllisitess Be{�Drreiyp(f;1,er4ll�Aenurl.Icxi�Cr.Elddeue R?9f:sh!e ast. Udesedtmae stdei esBeTDD,m!y Wi[tuser9si:ekssSill!a. rselferCxrDDlale nlll. AsaitnsDnip6pr:eil.e,Sre:Idlrfi9ceene ednogIDD ngresetl{ettmpaR of Ue grdndned eegDsetleg rzsgntililar3;tSeles:gadlkeseTress tepilleenelDD eel, eaderTrll. itx h4g•, nsmNira. brlRgca♦Jnns,senda Anthony T. Tornbo III, P.E. .d nedt slre;si nyldllieg istleasgxvtilitrdF.tOnn.ne6wniseae:¢d epler lle rallieg Ddigrer,eNaRrttpdtu lR(,nrlr(adfieledWft7,.h zd Kl. 71,gpuldth MDWil gful/: 80083 ' neN fapDtsyat lt6(L4'eCe!.Lil aRl alLAltnflUD li lR gr�IR3®dg.IddRe{Itne tr,IGer(xrs�Sdep h'�mv1n(t(Y rd-0sRsl4g IMOSt(ArereN-11ngnm±� lar_O.l a usa:nsp. Adu{aa ra^Kdaer:n: oennK,r:ess7e picgaR®d rnss rs,drrotm,ae:s 4451 St. Lucie Blvd. rBiMuidierllpo Gsf:W epetC egeehrdeq lydlgmas ieeeed. (heiress DeA;a(a3iaeris 7Di.".a razing besigeey erTmsSrs±!a 6pie>erdar4eilfeag All sq:IdaMt;os ue cs aePaeAhIPi1. Fort Pierce, FL 34946 Up' pigbl (f1 7016 A -I RoniTmsses-AnlhanyU mho III, P.E. Reprodudion of this dommenl, in any form, is pmhihfled withcut the w0nen permission fiom A -I Roof Trusses -Anthony L Tomb 111, P.E. WRMSCM1516B1 L I HJ7 I Diagonal Hip Girder A0013115 Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. V ID:Id_OOXyyT61Bi_TXoljwHHzefvK-62iK6oiZdrp?dHa1 -1-10-10 4-7-4 9-10-1 1-10-10 4-7-4 5-2-13 1.5x4 II 5 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DX 1.25 TC 0.59 Vert(LL) -0.05 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017rrPI2014 Matrix -MS 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 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 aulde. REACTIONS. (lb/size) 4 = 159/Mechanical 2 = 442/0-10-6 (min. 0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -103(LC 4) 2 = -172(LC 4) 5 = -60(LC 8) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-734/161, 11-12=-684/178, 3-12=683/168 BOT CHORD 2-14=-253/679, 14-15=-253/679, 7-15=-253/679, 7-16=-253/679, 6-16=-253/679 WEBS 3-6=-717/267 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 103 lb uplift at joint 4, 172 lb uplift at joint 2 and 60 Ile uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 34 lb down and 41 Ile up at 4-2-8, 34 lb down and 41 lb up at 4-2-8, and 63 lb down and 88 lb up at 7-0-7, and 63 lb down and 88 lb up at 7-0-7 on top chord, and 11 lb down and 40 lb up at 1-4-9, 11 lb down and 40 Ile up at 1-4-9, 16 Ile down at 4-2-8, 16 lb down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29)13=-74(F=-37, B=-37) 14=46(F=23, B=23) 15=-9(F=-4, B=-4)16=-56(F=-28 , B=28) I0 0 PLATES GRIP MT20 2441190 Weight: 43 lb FT = 10% reNq•nee,e loco dsee.IeNm'r-T rseEmusl uu�aga{u[rasaeDD�neDseuslDat Dna;xrrD7TFDSdEUP 6rm ieitpdesiprueadmarem eelesas3sTiessOe: gs hsviyl(rfiat IEelAurl. rexls?; rird,,?"SJ,Os..,' ,, UdustMe�rse CdeiuIke IDD, ap pllekm"IFins Set-! Mile Wool, he sOil. Assitns Duye 60uu(I.e,SretAtbpets„te!.0.e sryTDD upuMs esuup-�lle rul:sdnd es eeasp reslses1111ttrh; ISe lu uet lEe s!e}Ieinss hgissd ssee lDD alr, uluTPFl. ik 2ac;pa n!enpiis!, Isea:gwdnns,smalrrT Anthony exinedsde Nssferu} lWal is the usrusililq ON0-1h Drais"AMzd ecsl r6eldllieg Uuilur, uthe reeve dlu lK63Kud the lead{d'ra7niteel IN. T{et?MednT dIke TDD ni Nil su dtle lms,ed,glmd"r.,} wage, ieshlleiu uekHUt T. Tom6o III, P.E. ZttEe {d'fag Des !esef[M•eale!. Lll uxssdal iritsIDDeil sip lrmiusufpildussdtte Wlkryrs¢pa�SdOr isrosln{Itll,'.IdlvhrJgi?Iey 51[.Sn:rdveRk:4l gtURlp'>U: TY'rl hStti�:tt[p6!iS�:eeS6i tlR�4elms0esipu,l:asskspupaucaiimsgrtds:tnes; ss ess �'-80083 eLMuldissl{pot.>4•sd eyesd e7eele<dtiy{7t0 ruFn v+dsei T{eTnu Duo Eq—is Sol "�.aU1.1 Detiper,er7uss Srs!eaEquure`o7 bu18>a IU srii�s!J2'us uemdetmdislrtl. 4451 St. Lucie Blvd. (opptigM@1gIdA-Iloaf Tmsses-Anl600rT.Tomho111,P.E. Repsadouioeofthisdommenl,inany form, isprohi6(redwithout the written parmissionfrom A-IAeoiTmsses-AoShenyT.TomhoIII, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0013116 WRMSCM1516B1L HRA Diagonal Hip Girder 1 1 Job Reference (optional) Al Roof Trusses,Tort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:43 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-aEGiJ8jBO9xsFQ9DKxc2fcenRLLFa7clullKFmzKWNI 1-10-10 4-7-4 9-10-1 1-10-10 4-7-4 5-2-13 c _o cn 3x4 = 1.5x4 11 3x4 =J 4-74 9-10-1 4-74 5-2-13 LOADING(ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) , -0.05 6-7 >999 360 MT20 244/190 TCDL 10. Lumber DOL 1.25 BC 0.59 Vert(CT)' -0.11 ' 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 43 lb ' FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling d irectly 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.1 (lb/size) 4 = 1 . 180/Mechanical 2 = 453/0-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -120(LC 4) 2 = -177(LC 4) 5 = i -62(LC 9) Max Grav 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (lb)I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-777/200,11-12=-727/218, 3-12=-726/20 BOT CHORD i 2-16=-275/720, 16-17=-275/720, 7-17=-275/720, 7-18=-275r720, 18-19=-275/720,19-20=-275/720, 6-20=-275/720 WEBS 3-6=-760/290 NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 120 lb uplift at joint 4, 177 lb uplift at joint 2 and 62 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 34 lb down and 41 lb up at 4-2-8, 34 lb down and 41 lb up at 4-2-8, 52 lb down and 69 lb up at 5-10-11, and 63 lb down and 88 lb up at 7-0-7, and 73 Ib down and 103 lb up at 8-0-2 on top chord, and 11 Ib down and 40 lb up at 1-4-9, 11 lb down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at 4-2-8, 24lb down at 5-10-11, and 30 lb down at 7-0-7 , and 40 lb down at 8-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=-14(F) 14=-37(B) 15=-56(F)16=46(F=23, B=23) 17=-9(F=-4, B=-4) 18=-19(F) 19=-28(B) 20=-36(F) Bedry-rleesellueryNt ollewIVILl IMF IIDSSS(RRE116E19AE TINS8I"L ierubhop luendenMred oll:s ee sli.I! Ono D-iy(TI ni Ike 16.fl.Inho,liId.—Real!,41 ne. DJes: etler+iu ddei es tleIDD, zy AbIlAm,", p.nss R—ndhrsh DOI, knit Aselun Ono buee. 5a sedeoolIDDupesedsnnpa:etilt, pd:tsleeden'itetlnugeculildrS: be Inodas s3;!ll[ sdstael nth TOO Nr, rderlFFl.ned:snnnnpuc�.leda;tubnxs, utldilry Anthony T. Tombo III, P.E. rd asediu l;esstren ldiieais Ne usrnsiNiA!dGeOnu.tit 0axiseSu ad eSe:lw tdlGn Duilur,m CeseehddFelH,msi:(uld:brdludst ode ndlFl. Ile gene: dsh lDD aalmfidi nedli: Tnss.ble6wlsd'ery.ssrrye, bsMlefiu udtnfxl sSiltMfss re!Fnte.131d a80083 ' lFt t^.lez3esa,•s ed!<-e:eCm•.ill .15 selwt M SED eas It p onomiltrdde.s.la!W,nib¢raMSe!ef(tasmdise',tt7f teNlsWM litab Tillot'Zndhr peere!adaallel de5u;4:aspv�4li]ies tcddt�dlal�nsaedlett,lsos Ces;sbgsuodlms6hvte^.e.u,akss 4451 St. Lucie Blvd. e'lendu defied ltobss:ed aped cps®vdaq ltdltas:es iHcaei Teeinss rrslp Eryeur is ACT Ge I0.1 Cezltau,rtTuss5ts4a Egna of. A.DSai. Fort Pierce, FL 34946 (apyright©2016A-Itooffmsses-Anthonyt.TomboIll, P.I. Peprodurtion of ibis document, in any fatal is probibited without the written permission from A-] laoilrusses - Aahonyl. TombIll, P.I. Job Truss Truss Type Qty Ply A0013117 WRMSCM1516B11- HJ7T Diagonal Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8,120 S Nov 12 2ul t F'nnt: mizu s Nov i2 20 i Ml sett lnausmes, inc. vvea ID:ld 00XvvT61Bi TXoljwHHzefvK-aEGiJ8jBO9xsFQ9DK. 3x4 = 2x4 11 5:12:43 2018 Page 1 FVa7nlu1lKFmZKWN1 <3 I� Dead Load Defl. ='3116 in 0 v o C4 an 0 ao 0 Plate Offsets (X Y)— [2.0-2-0 Edge] [3:0-3-0 0-2-41 LOADING (psf) SPACING- 2-M CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.22 9 >538 360 MT20 244/190 TCDL 1.0.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.39 9 >299 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(CT) 0.10 6 n/a n/a BCDL 7.0 Code FBC2017[TP12014 Matrix -MS Weight: 44 lb FT = 10% 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. BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 109/Mechanical 2 = 475/0-10-7 (min. 0-1-8) 6 = 357/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 5 = -71(LC 4) 2 ' _ -175(LC 4) 6 = -113(LC 8) Max Grav 5 = 109(LC 1) 2 = 475(LC 1) 6 = 357(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-346/43, 3-14=-291/35, 3-15=-1075/321, 4-15=-1024/316 BOT CHORD 3-8=-383/1017, 8-18=-383/1020, 7-18=-383/1020, 3-10=-54/261 WEBS 4-7=-1076/405, 4-8=-23/321 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 71 lb uplift at joint 5, 175 lb uplift at joint 2 and 113 lb uplift at joint 6. 6) Hanger(s) or other connection'device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 59 lb down and 62 lb up at 4-2-8, 103 lb down and 49 lb up at 4-2-8, and 65 lb down and 81 lb up at 7-0-7, and 63 lb down and 77 lb up at 7-0-7 on top chord, and 11 lb down and 40 lb up at 1-4-9, 11 lb down and 40 lb up at 1-4-9, and 48 lb down and 28 lb up at 7-0-7, and 41 lb down and 25 Its up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 10-11=-14, 9-10=-14, 3-6=-14 Concentrated Loads (lb) Vert: 14=57(F=29, B=29) 15=-30(F=-11, B=-19) 16=-66(F=-30, B=-36) 17=46(F=23, B=23) 18=-89(F=-41, B=-48) hReeq-11—fleorsgNyrrUr Wkl 13011SS2i'Sfun aNE111 TIN A (PA'f(IIOAS(0f17Nj rLR9'j R(kICB,EDSNEMi'tuc. ge@t d!uya goamden ad re!f eMls satlis loess 9es'rSDie+ig l(f`�T, as tha lCSurl. (oche C> E.E.Idneae k!!! 4:`a!e tea. Udess dtxrise Cded aeNeTOD,w!y 19rekuterm E'ses sill se valfirltellDuk edit As sister Destla[to !1.e,Spaaln log-0 let Mtn®ring s!ret"fis m cmpudit.I' !ssind ur!-g'l!equulilay'm no lu:mAsle se'arrms hpill a lk'a wly; radul? i.The l!s:paesnnynaes.iariz7 mnnx!, Smafiry Anthony T. Torn6o III, P.E. cA reddsrssb: aq idifng iS tse ugxsilil!7alk]ties.11eD.atisean:eaye9rlL laldnelesigfe:,oMataanddtle lit.n!le?aveHe 6sdla'fxgnee sxlrf.Lleq}md also TOD ssl anfiell aodSiT.ss,W,&I kadb}crege, WOMBS aadWirg SADif 61"SINS-4,1441 280083 MtMi?Des"!adOmaMe.Ali u1ssdefl WTheuOeillfopadlnfmigaadofsdOf Ndtig(sspaed Sddgh'amdix;lOtj rrresEeidl f?I aad SlfArerdesenadrr pool �Amr R:1 GYrasS:nsyan!haair sWdste Y>uolnrs DavpeLl:ass Oes:prsgicer®liras Yiadede�r; w'ess 4451 St. Lucie Blvd. dletlu esfiadlrsijaimd opwague is wool ly dl fortes behel Nine,Orsla Egieees is NOT brdidmg 0edgeu,r1nss Sgdeto Earnest d®ys.Uaj. All tgflda!ltetu: sees ldadlaTP6L Fort Pierce, FL 34946 (optrith1020NA•Ikoetirusses-AothanyLTomb 111.P.1. Reprodudionoftbisdomnent,inonyhrm,isptesbihitedwithout the written permission hamA-IRoolTrusses-AntbonyI.Tomb III, P.E. Job Truss Truss Type Qty Ply A0013118 WRMSCM1I516B1L J5L Jack -Open 6 1 Job Reference (optional) Al Roof Trypdes,7ort Pierce, FL 34946, design@altruss.com -1-4-C IiI Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:44 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-2Rg4XUkg9S3jsakQue7HCpB?tklnJgQS7hVunCzKWNH 4-8-0 3x4 = LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 4-7 >692 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 4-7 >803 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 17 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 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 = I 113/Mechanical 2 = 267/0-7-10 (min. 0-1-8) 4 = 45/Mechanical Max Horz 2 = 116(LC 12) Max Uplift 3 = -72(LC 12) 2 = -91(LC 9) 4 = -47(LC 9) Max Grav 3 = 113(LC 1) 2 = 267(LC 1) 4 = 72(LC 3) FORCES. (lb)I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpH; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp B;[Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8r 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 Ihas been designed for a live load of 20.0psf on thel bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3, 91 lb uplift at joint 2 and 47 lb uplift at joint 4. LOAD CASE(S) Standard iedry-IlemrrimasMraerirxtk'A-I 1W IBUSSEESCSEUWP 81191E TEN aMODS (USIUMIME )U451F5w, fem.Vt.*Ito]. paradm WMA'An"MNIS 7rfiprNwiry110; rri is 164ft Twit ill, 11. Mum simile ewt. Ud!ss dkerrise dde(rnrielUD,say #ITE'sorre!or p:Eesslill:�a;rdhrltx THl la he rdiL lseLnsgesgr Frgrxe{Le,S;eJERy FsSire=r,.ffi!L`rI eB 11jIIIO(Ep!ESrr1tREN�S;r EE llr ptiEzssind Eegxerieg r•.ymlllNtS;fIEI!s�@seE lFe s:rpeinss iepiael retle l(Wa¢,�al!rTF4E.iGi.•s:go nuaptirm.lrrlsf<ndmr:, srnsiiu,} Anthony T. Tombo Ill, P.E. cJ osedtts lnss5rag{dlliry is rie respx!iMlihdM.eOneetlx O.aisrF ird ey dully tdliin Uesisnr,m N�Euhddrieli(,d!R(ard�r lud{m:(sp rd!ei MI.Tk,gp,0dtlelUU aaln!aell rsedrie inst.Mlydw{zd'ts}srrgE,n!Mm-lk.'n aldih!Lre!paciJhd a: $0053 'lesrxagangm,u�¢r,n,!.uaasusanuMrmarvnp�usnspldu!sdu!edlrg(aapa!MSderyltxuugIXrpEtlnlzlllInWSHArrrrdn!arl:apm! P:enr_lplh5eslr:nµs>3arsasd6'rsd,!hTmsomnr,l:esaespJl2 C7lTA:!Y&OIr!rf;ttf5i 4451 St. Lucie Blvd. E#cMsr lduEllfofashm rprEiapruvnary lldl pra:Es is+a�!ei llelnss r<AEgueer is{Ci.",egala70rsi}ae,vin!s5}'a!a 6fir?erter4n4Ly. lli tgi,a!i}ros ue a!EeFadhlE{I. Fort Pierce, FL 34946 (oppTigh102016A-1Roolliusses-AniboayLlomboIll, P.E. Reprodudioneffbisdommenl,inanyfora!,isprohibiledwithout the wrilteapermissionhomA-IRoof Tiesses-Anthonyl.TomboIll, P.E. Job Truss Truss Type Qty Ply i WRMSCM1516B1L J7 Jack -Open 8 1 A0013119 Al Rnnf Tmccac Fnrf Piorru FI zdOAR .A—;../l..•I b...... .. Job Reference o tional U s--u -1 uss.cor n Run- o. ectr s Nov IL 2017 Print: 8.120 s Nov 12 2017 Mi k Industries, Inc. Wed May 2 15:12:44 2018 Page 1 ID:Id OOXyyT61Bi TXoljwHHzefvK-2Rg4XUkg9S3jsakQue7HCpBuuhhrJgQS7hVunCzKWNH 7-0-0 1 4-0 7-M i 3x4 = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.17 4-7 >478 360 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.20 4-7 >413 240 .BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 178/Mechanical 2 = 349/0-7-10 (min.0-1-8) 4 = 70/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -114(LC 12) 2 = -77(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 114 lb uplift at joint 3 and 77 lb uplift at joint 2. Dead Load Defl. = 1/8 in PLATES GRIP MT20 2441190 Weight: 24 lb FT = 10% 6edq•fleretlsnryHrrwitxih'NIIN! RZ13j*slln 6lNarLIMamNG7fluieus1761 ieriry 9eAp Paraders rAseele.Aes a IssLan 7es gs LavirgllES; CA lM A-0. Tea9t 06 r.E,idru;e VYt Wirtest Dd:sskhnist Oda is%TDD,sdp MJre4uaem,N;Ees sNsllhaseefir tte iDDto he,diL As errns Desiiv GTlmH{I.e,sH;ulry 6ncex;,tle uAntrylOD rr'resedsmpv{ne;edlh rrd:sslevd¢y!esernp:ssrnAliar'e: tie Nesipadtle s:s eTn!sarpdst satit whit.. ussklill The aes�Na nnvpirn, 6r/:epussnsas, smdluq Anthony. o llI P.E. crosedtiisTsesthregldllieyislhrestx!ibimdlleDater,tleOvutsr arisdapderhtdlLlgOnir7r,m kcterrtd alH, htRE7.ele6sdsd'fetnle trrfld.➢es,,nddshTDDurtot denedtlrinss,odetizl dfm3. atge,hshlldiuueknr y 4di :Es:estatildl d y Tomb ` Tornb neMfeN 7es:tn:rt}(ssrtp;. lul ups selaerieMeTDDtd la p¢,Dasae gnldn:s dtl: GDGeN[ea:ystem Sddr ldrndin;WM1pNishr6t i.>I edsNU tt:Mn:ztN!n rertni pidsae TE4l hhtsaerttpn804ies aeb;in d�elns Dedpn,Lss Pny+ugcrraoi Trnsflrnrt!,!er; n'rs 4451 St. Lade Blvd. 80083 'Arsvise eefied Nyo ter.wi edeps imbi h dl rer%imd,ef. TYeinss Cedx Eslheer IsACT Ge NaaaD Ceriper,rtTn!ssps*a Firyxrday hul2q. Atq hJadterm ereased�edhltl1. Fort Pierce, Lucie Blvd. (apyrijbf07016A-17oalbusses-AnlhonyLTomhaIII, p.E. Reproduoianoffhisdocument, inanybm,ispsohibhedOhm the vriftenpermissionhamA-1KeDiTiesses-AnlhuyLTomholll,p.L - Job Truss Truss Type Qty Ply A0013120 WRMSCM1516B1L RT Jack -Open 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:45 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-WdOSkplSwmBaUkJGSMeWkikBf85j27fbMLERKfzKWNG -1-4-0 , 1-10-8 2-7-10, 7-0-0 1-4-0 1-10-8 0-9 2 4-4-6 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.22 6. >384 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.23 6 >359 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.07 5 n/a n/a BCDL 7.b Code FBC2017[TP12014 Matrix -MR Weight: 27 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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. I REACTIONS.: (lb/size) 4 = 166/Mechanical 2 = 360/0-7-10 (min.0-1-8) 5 = 87/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -101(LC 12) 2 = -70(LC 12) 5 = -6(LC 12) Max Grav 4 = 166(LC 1) 2 = 360(LC 1) 5 = 118(LC 3) FORCES. (lb)' Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph;; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end,vertical left exposed;C-C for members and forces 8e 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 101 lb uplift at joint 4, 70 lb uplift at joint 2 and 6 lb uplift at joint 5. LOAD CASE(S) Standard Clidq • Hnte tiF-Iml rnirw Ih'Ad IMF TiDSSB I sfdfrl G19,111 TEINS 6 GOTICIrs (DSTDNj %17'; *45'2591riIwai ie:ay drdpruladen ud rrdedes a Itislrnt Dtsip ma.iy{@D; era!tl AetheYT. Ttxia T r.E.rdtle3le DEeel;F:eReee. Delete nienile dded 1,:1 TDD, A:"( M1iEimea[hq:ekuhdiMetelfrt as iDDa ieediL AseLns Desgl hPam{Leskilla(6tlaM.tse sld is e•r1DD Felreseds—ssk:edi!gral!uind er�LF!;ig a1T11diDalin[IiI IEf!oetittF s!r;!eintsderinesatie lDD ldr,eMer i?4i. Thiespmnapiln.beda7altlna„sendlPor Anthony T. Tornba 1II, P.E. Hned4is lnss5r n}rdll�e is rhresrxv'iitigdlh Dnee@e0ea�sed'azi:Fle delBe ldtalg Dei ra!, ®:sndEddli!Is(,tia �S( Wse brd is:e gEdF rxSfr T. Tie r1pul d Ise ED ne ter hN sit dti! Tress.uddis k.SF4 Verne, Imull in ealk0l ski! M!s aspti4lir ' d Cases t. 80083St.0083 aeEa:eagDesa'x.lrlfe?nCJ!.elo., 4bIDD1A1hpermitM1pathmsdt!I6ara hk1h�EWarIL'amea"W',pNM51TnaASHAnerdeir.1!ap!aeip:dmn_TFHd5eeslerzslrm:43Tiesessboal'teLneMupn,TasshsprnlirnnlTn.sMrMleRar;airz 445181vd. efe�lMadiraGsf:NepeFdeNsurritighdllen:ES leFi!ei ReTnuCEsiaE93ieeer isrCT"wt radalDEsilseyerT�ss S7s?a Eyiear l'mTinIS.I.{11q-1-iA;ems item ddadMR]. Fort Pfee[B,ciFIL 34946 (appighl02016A-IRoolhasses-AmhonyT.TombaIII, P.l. Repredutionolfiisdomment,inanyform, isprohibifedwitheutthe writtenpermissionfrom A-IRaDflrnsses-AntbonyLTomhoIII, P.t. Job Truss Truss Type Qty Ply A0013121 WRMSCM1516B1L T06 Common 4 1 Job Reference (optional)i Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2,,15:12:46 2018 Page 1 4x8 = 6.00 12 71 10 1.5x4 11 3x8 = 1.5x4 11 3x8 = 1-2.4 9-O-o i 1-0-8 n 7-9.12 7-1f-8 i r 1aa 6.7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a nla BCDL 7.0 Code FBC2017/TP12014 Matrix -MS 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 quide. REACTIONS. (lb/size) 10 = 415/0-3-8 (min. 0-1-8) . 9 = 415/0-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -185(LC 8) 9 = -120(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-95/254,4-5=-95/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; porch left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 1 0.0psf bottom chord live load nonconcurrentwith 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 10 and 120 lb uplift at joint 9. LOAD CASE(S) Standard eh ro eV PLATES GRIP MT20 2441190 Weight: 69 lb FT = 10% C%'erwq rlere tlutyHTtelievt3e'Ad 100E IIJSSrS 1'SEtllt j, 6fa9At TEF11S8[DF:IDgtiS [USTDxjU1a �E(KnDA DkEXi'6ia. Wifthdgernt¢ei!noA reed dMss oettis Ltnsgeilp DitviyETL9}eef r+ltauyl, ieclaiti,rF.lefaene Reet4t'we ess. Udeuotlerrite Cdda fie ED'.1y laiek<tvamtia'tssliliF. uethr!k04ben44. Atetrastgugehltve{i:,5tecitUT Ltlx R!S!d!e orTDD regresent et[mpa:e td rle rnlntWdeu!eternyrtiaalildyh:ludmtl,,I tte s!c eTnui>O:nelmtlelDD at¢, eeler1.41.itrdes:oss"oloo"Altintudin"s, Smillry Anthony T. Tombo III, P.E. sA ate d!lit Tsts!w ty lt±IGek it rkresyx!ihTAydta Une6at Owxista`meud tp9rtle 4dlGq Deliynr,aFsndertdtu l!(,d!I:: eedae lrtc'kd{ gale ail7N. IS yytnc d lit EDed ter tell ue 0,Trim Wdiri W!q Webe, intlltaet ed We? Skit lla w1m bay of 280083 nelKsrlMT.!WEcem?.All uasswwtilit no llarredmsnot P1dnssttnetrill.1(earmelSaferyh4aanRQfrellkttul4I 14slam!relu ;edt,,Fe ,p4tam O9dresat trf-iinetr<ddstsre:unsoeuper,TmtdespbruerealrmtMarAtxiy.Wgs 4451 St. Lucie Blvd. saetNu rr7udlTebvec9 aped epebvdaq lydlyatetic+cTtel.lheTnu Ce9 Tyum i; llCi ka lz dar Dw!per, erTn!t5yt!ta Egio>erd®y leilBy Allrg3Ja.4hr—easdet.dbi141. Fort Pierce, FL 34946 Copyright 02016A-IRoof Trusses - Anthony LTomb III, P.E.111produrtion of this daturnent, in any fork is probibiled withcut the written perenission hom A-1 Roof Trusses -Anthony T. Tocho 111, P.E. Job Truss Truss Type Qty Ply A0013122 WRMSCM1516B1L T06A Common 1 1 Job Reference (optional) Al Roof TrussestFort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:46 2018 Page 1 1 " I ID:ld_OOXyyT61Bi TXoljwHHzefvK-?pygy914g4JR6uto?391HEGPgYQOnZWka?_?s5zKWNF 1-2 4, 4-6 0 7-9 12 9 0-0 , 1-21 3-3-12 3-3-12 1-2-4 TOP CHORD: Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORDI Rigid ceiling directly applied or 1,0-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS.' (lb/size) 8 = 322/0-3-8 (min. 0-1-8) 7 = 322/0-3-8 (min. 0-1-8) Max Horz 8 = I 135(LC 9) Max Uplift 8 = -91(LC 9) 7 = -148(LC 9) Max Grav 8 = 322(LC 1) 7 = 322(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-129/283, 3-4=-129/283 WEBS 2-8=-208/299,1 4-7=-208/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=1241rnpH; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; enclyertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads. 4x8 = 6.00 F12 bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 8 and 148 lb uplift at joint 7. LOAD CASE(S) Standard wo)"iep-rledttpnetpAlfPii"WA-II3Gr B!SrsTttlPmillt IfINS8(GA:Tf188ffUSIDRj eL9]')BIXlod' SNiAi lees.Te;ilpltdppe,eadm nleed odesnt§sl!ns DesiQ Lt iyiRv"ed th AeNupT.1e¢u@,I.E.relueae Slet1141ne. Utiasal-a dadeetle TDD,a!p kdTEemetmsjles seilit: etdfirteeTDDtkedd. AssIms Withyow(i.e.SpAq Ugme;.tlstd tomrTODtpesedsnrtvptma att, prdnloid creased.lu'leilUrty'e'11tltsipelthsmeieTms tep!delittItWnly.aAUKI. N f.Kpeeteoptus. ldgatbee!,$,#a" Anthony T. Tombo lll, P.E. sAlK,dt!l. nlfiefesdAaYslnit Mimi. 'Ike %aw!alit Too mlmfielf at d6t Tress. mdiw hf-.swidt, inlAmn ad empsitke a sespo'Adrd 280083 me k:'hp7es 5;e slfshtH. A-, W&I a NIDDuella p�ttsn selpilan.s dtee Weal MIM.StemptsMit's szshs±sN3eLess Deupa,T ess Uei F!sgnerwtrsnsgmts:+^ee,«i:s 4451 St. Lucie Blvd. t#srdulaied 1pdhdsM epedepeursiM1q 1p dl pert:tsia sei IDeTmsCesiz Eepuns is 801 ke 8a:dnp Oes!pnr,tsTress Spdsa Eyieeerdmppen9ap. Alsglda.4kms emus da�el laTlbl Fort Pierce, FL 34946 (01wighl02016A-1bofTsosses-AnlhonyI.Tembo01,P.1. keproduabedthisdotumenl,inneyfaem,ispmhihAedwithculthewiivenpesmissionhomA-IfloofTtusses-AntbnyT,Tomb III, P.L Job Truss Truss Type qty ply WRMSCM1516B1L T06SGE Common Structural Gable 1 1 A0013123 Al Roof Tnssses Fnrt Pierre FI 3dQdR .1o�P n@ 1 W Job Reference (optional) g a ss.com Run. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MITek Industries, Inc. Wed May 2 15:12:47 2018 Page 1 I D:Id_0OXyyT61 Bi_TXo ljwH HzefvK-TO W D9Vm iRN RIj2S7Zmg_gSpZgyr��TgW OmupfjYOXzKW N E 1 4-0 1-2 4 4 6 0 7-9 12 9 0 0 10-4-0 1, 1 4-0 1-2 4 3 3-12 3-3-12 1-2 4 104-0 It 4x8 = 6.00 FIT 3x8 = 3x8 = 1-2.4 9-0-0 1�8 7-9-12 7- -8 1.0.8 6-7-fd 0- 112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 . Horz(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 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) 10 = 415/0-3-8 (min. 0-1-8) 9 = 415/0-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -185(LC 8) 9 = -120(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-95/254, 4-5=-95/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 10 and 120 lb uplift at joint 9. LOAD CASE(S) Standard o? T N PLATES GRIP MT20 244/1'90 Weight: 84 lb FT = 10% Gudq•Plee:etlurgHiredtwlie'A-I10Cf TIDiSs3 rSEgEI"y6[63it iEWiafOP:d11AS3f1�DN{�e7;1.(KIU�iFv?4EMr'Petffi. rHCf dtSlge r[ieIDNtR FdflN111?S DI IIISTIESS DPSipSDreetgilL�VS IN IeIIgrT.Ie2I9Iii,r.EMdl3e Gitl Ee'e'ee!e. DBIG!gkt;vlSl dtled eGPiPTDD,[9:'� MTe4oramr p!Fes sidl:i eufhrNaTDD la ie eUll.FSeTUAI Desip hplcx2{I.e,Sge:Idfr Wwl'th Sews yTDD relmtds irmpmn am grsfnsmdrglewrlrgnynaNlrtg.or lie despa. or slq,Tmss dtpiad wkeTOWT,viler VI -I. The d?lpn mrimpim, Ird.Vwo.s. smdil Anthony T: Tombo III, P.E. .dosednEaNsst!.qldllgis0e«spnsUdydheanto0e0-ssi"N.itdoplulk.l1trOmlyeS0tknderldtaltl,As6fmdNelerdkz:dsirdeudKI.TiegpnvW lie TDOcdmOddesedheTnu,edefigiadx}age,Ushllo0nudkniSShch�e!p�a: d YTomb Zt0atw:la7Jts� �rt!(ts�t!s�,Glla%ssPmsalhlDDedliepr�ites®dpddnesdtltlnikqrsapmemSdetyhbatliae{t(YprNis4dbyTArdS6GineMdemdMpe!!dp:9un TPNdtiwsQernP- I'esadb'¢sE1eT.n:Mpff,LnsDe!:y,:�g�eerc Mrssar,dre«e,,a ss g451 SG 0083 Blvd. rter luhareporeamrpedepv®mrrITOImesleedrd TietressUsofgimrlsACT u�Mai enlpsr,erinsspc.Egnrura lsq ADgidadtrosmmderad0111. Fort 1St.Pierce, Lucie Blvd. TopyTigh102016A-lioolleusses-AmhonyT.TomboIll,pd. EeprodudioaofThis dommenf,inaayferm,isprobibitedwithootthewritlenpermission hors A-lfloolTrosses-AnthanyLTombDIll, p.E.34946 Job Truss Truss Type Qty Ply A0013124 WRMSCM1516B1L VM02 Valley 1 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:47 2018 Page 1 z_ ID:Id_0OXyyT61Bi TXoljwHHzefvK-TOWD9VmiRNRIj2S?Zmg_gSpcmyr9W19upfjYOXzKWNE 2-0-0 2-0-0 6.00 12 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 10. 0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 710 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 10% LUMBER - TOP CHORD; 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORDI Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 51/1-11-8 (min.0-1-8) 2 = 41/1-11-8 (min. 0-1-8) 3 = 10/1-11-8 (min. 0-1-8) Max Horz 1 = 28(LC 12) Max Uplift 1 = -8(LC 12) 2 = -28(LC 12) Max Grav 1 = 51(LC 1) 2 = 41(LC 1) 3 = 23(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpli; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end, vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 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. 5) Bearing atjoint(s) 2 considers parallel tograin value using ANSI/T•RI 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 8 lb uplift at joint 1 and 28 lb uplift at joint 2. LOAD CASE(S) Standard Zhk'rtaa}f'ta;e limsai JnsRaNa'AT tG0ET1USSESrSaurjM6Elat TENStfCYG7!@Y1IARCN;IU!EI",�ltrT7iS1t0;;LL?!Tt€a. re!R.liR pseaN:sultes!voleswMis'vets Lasys frt ier{!OC6m!>Sr.ed!asp T.tsals II;,rE.lt`.xteett Slediebse W. !'cloy; tatexist s!thdmEeTvQ, atlp ATtevreed"19ts ski les:e!ltrtu fL; Is k rdii lsattss E4rte Ealueet{i<.,Srvs=�lta tnj,,ntttdtt6pro-t=rt;:s:W�tttm!e>�srdttsivs ap�tu'sy+rzsrws z'9rM4'tG.dpedeie sh3lxLest kEUelw:eTSltei.,wlelEFl, fde lesiltessoayem, Iw!�m!':ws: st'd?itr Anthony T. Tombo 111, P.E. ne tsedld:it:ss les tzp W'fap is*�.n:ptet r:tpolie Cwtss,hv,9sttitMltrzdayed st ilx!ky)sdfxr,hNt st<tcti deltLtktlKv�lit lxd rnWapvtlseal itlL Th rfEsesila!1:1-0alspfieN utx dt (ms:a :ap SafluE. spuepe, tst ?:ena e: knnq sSell leas sapaseil'rd 180083 nt t�lful Wtipts al feehelo. SOa:tes ueMn3:T;3 td3apsces tvllelt5ves d�!etcvtr!(a�vstl Slot iatcrzras(YiiJpdSsklipTN svl3U tte rdxnula'pa!si 6=itute. plFf!!faas6eftstnuiil:':iss wll+tasd5e tstt:cacw,inu hvlt Er�vex mlirnsNzdtCser,ea'ess 4451 St. Lucie Blvd. tltn�iu atfoN elntwht;t vaetl qm it.!_iul kpoiyalin grthtl. EG SttS pttilt Em-y�a;tzis!6T ht relligPxsi}ttt.ts Tttts1;stt2 Esxtwtlutielfq. l9 tgit;liui lz!ae atndeTrttl islPil. Fort Pierce, FL 34946 (a�pyrigb t2016A.1Roof Trusses -Anlbonf,LTombeIII, P,E, ReptaduKfoaal this detumenl,inany feim,ispvabibifedwilbutthe wtinenpermission fionsA-iRoof Times - Whey LTombo11131 _ Job Truss Truss Type Qty Ply A0013125 WRMSCM15161311- VM04 Valley 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15.12:47 2018 Page 1 ID:Id 0OXyyT61BI TXoljwHHzefvK-TOWD9VmiRNRIj2S?Zmg_gSpZfulygfWl,9upgYOXzKWNE 4-0-0 01 a a 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999, BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 = 125/3-11-8 (min. 0-1-8) 2 = 101/3-11-8 (min.0-1-8) 3 = 24/3-11-8 (min. 0-1-8) Max Horz 1 = 69(LC 12) Max Uplift 1 = -20(LC 12) 2 = -69(LC 12) Max Grav 1 = 125(LC 1) 2 = 101(LC 1) 3 = 57(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr66t 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 ANSIIrPI 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 20 lb uplift at joint 1 and 69 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/1190 Weight: 12 lb FT =10% OneaF •Peou 6aiseTStj wo tWi; loom SEs(saur;.aism IRAs L EOROMRS (C19N(tUTEI jiW7klED6a:aT (et4 FNd!!tP¢aFattNwi nl neI "Its tetdt'i315 Uti1Fn (periepODOjm! 5! t'o!>:ai} T.TanN IG,F.E.IrhteeuSltn lane M. '.� ti nd'"ist ides ONIDII,aly FaTti(e<iMf Fde3 SEa.EN s!dM lTC hlRldll lsolnii �M�jH EArFItnQt,SF31S-Y(933N1, MftMNebF r'�.UftF'e33Ci ale'LSI�n3tt� k tx2G f9Ti1!llRTetiFLe'r5'.hEte lSfQ3i11t 1E h1S 513EItT3Pii{:riQetial6eT .1telt,n4e IF4113t itsip ns:ayNisl q�:.,iecs, ttloiBAF Anthony T. Tombo lle, P.E. eddmtuldi Isar In C"t;..eri'�eteiFtas.;aFditCrPn,fe0s3ti itttgNntF rgnsa 6a dm;vap33,itr!tie.trdtkttT4Rt tlitedde i«elfniieruh a>litl.l. Tktflrttdu'dti�ttdwttitMutdlktims, i're2; 5ntl�. pngs&sz.'ttiteaF&nfythll>!A!elspwuit'Fd 480083 '!itI.TI6Fr451ElHt�tlAihi.SlliAeifieMO°J1TBvi1GYF!iC%ntklltt:t=L:i6E43EtiFm3dEiliifM0t3GPoiGS11FBLtefIMeFEte{$G':tl!(EINn(eFENFtY'!IFriip(ITPIEF3143ii'�tiEiFSttILL::HG'IFFAItinurR°T:HSiV40'N,imiPenF3r3FuwmeinxllaEehGnr,faNi 4451St. LueieBlvd. tpt.i3sE ssEt(uyNltslttsF tpcs�nn ��F. e;anioen�EetNn�7itit FnuFasiFtn:e?itis7sieoErgrerder,krAfuFl3egihtutfeu:ateslFtditTki, Fort?Eerce,FL 34946 ZE .(opytitibIVIONA-iRoo !Trusses-AolbooyLiamboiil,P.l. ReptadunionolIbis dcmmut,inany lorm,isptahibitedwithout The wiitienpetadssionhonsA-IRoolbusses -AathooyMomboIII, P.l. Job Truss Truss Type Qty Ply WRMSCM1516BIL VM08 Valley 1 1 A0013126 Job Reference (optional) Al Roof Trusses,t'ort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:48 2018 Page 1 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-xC3bMmKChZ9LC1B7UCDMfLfIMBHFUP12JT5wzzKWND 4-0-0 6-0-0 4-0-0 2-0-0 pudins, 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 = 193/5-11-8 (min.0-1-8) 4 = 19315-11-8 (min.0-1-8) Max Horz 1 = 70(LC 12) Max Uplift 1 = -42(LC 12) 4 = -54(LC 9) Max Grav 1 = 193(LC 1) 4 = 193(LC 1) FORCES. (lb)' Max. Comp.A'ax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water podding, 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psfpottom chord live load; nonconcurrent with.any other live toads. 6) ` This truss has been designed fo`r a live load of 20.Opsf on theibottom 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. Standard 3x4 = 3x4 = 3 Nii,j•F ,ftvMi,±lsw tie '1 irnmusSES[S`?r'4'`tEDIUM5aiDN0fi7N50.i3r9Y;"IVRI"A:CSDNLE054i51"era.INNiop prraMus tared Wts±t Ibis's»s DeOps In-1 ODt ed 6!As' myT.6zia IP.P.:.I.!wew!$1t±Win aY., Cat!; 9'�eYiSt 1M±E to SR7 D; iah Niiets cw 11sies,J0 hikf n±IL s, ii,I I. As±Cris Beape ra>suer@x.Sps .fiEo3'sl�lR±seduapltlf seSesmsarsaptue r!d+lp!sMsice4r.+pn!nig rzspm4k'9rGl6!Hsip+drv. tagga iri:sd±ilaeE±a3aTD0 sdg, refer lTFI,I)±r±sige essrsp'sas: $sr�oe:5a;: s.!3:'tt! Anthony. Tombo lIi, P.E. gss®rgn.�y:a'ampsasiipdGs Drws,tie Dseeis+dxrnrysnwe6>:>g'�!i�a,h6s;:<±adrh O(,deR(¢dR±lx±l hiJ.gl±dl mrTBd. Tst xpgnnld;belDDeetsryhdpaedsb irns,iatiodagMdlisg. stnscy 2l?tgceadtrsiy sl±Il S±a±n:pasiSJEtd n80083 tist.8lug[nsggesrd6ekrir. rawnsd Meneli sd2e gr±cus uly-.ie!:c±id?ssCs.!CagCesrumSfits teicrermD(SppksS±d HTFl uiSt(I ae r±!t<eeMkgen�dgdtexs.RgiH'alsti±nsp±siiif;nollnas d3±Trsss Sr,:d±!:rlruCevga(yieeef adirnsNndeean,�ess Barr•Fule!xr1Te(rshxlyite(ya6ni`¢gbpupsttusq?O:tt.itiUrsshsipEe*ees:iseDi6sln'UdgDesigees,elTnssS!steaEqu±rdxphil�y.LlgiWMagg„a;snufdustnrhf. or, eTcLucie3494 � For, Dierce, FL 34446 Eapysigbi02016A-TRoolhasses-Andony1.Tombe111,P,E, Replodu:bone]Ibis dtameat, in any loses, isprobibitedwitboulIbewsittenpesmissiaafrom Ad loaf Tiussn-AnPooaytInaba III, P.E. Job Truss Truss Type City Ply WRMSCM1516B1L VM10 Valley 1 1 A0013127 Al P—f T.-- I=— 0;--- rr —CSAc _ Job Reference o tional y„� a,� �,•. rt aura. o. rcu s Nuv i2 cui f rnne 8.i2u s Nov iz 201 t MI IeK Industries, Inc. Wed May 2 15:12:48 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-xC3bMmKChZ9LC1 B7UCDMfLkctAAvFTV12JT5w=mND 8-0-0 s 8-0_0 X 2x4 5 1.5x4 11 1.5x4 II 4 1.5x4 II LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 = 89/7-11-8 (min.0-1-8) 4 = 111/7-11-8 (min.0-1-8) 5 = 335/7-11-8 (min.0-1-8) Max Horz 1 = 147(LC 12) Max Uplift 4 = -49(LC 12) 5 = -147(LC 12) Max Grav 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/117 WEBS 2-5=-272/410 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat..11; Exp B; Encl., GCpi=0..18; MWFRS (envelope) and C-C. Extehor(2) zone; cantilever left and right exposed ; end:vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.66 plate grip DOL=1,60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live. loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 Ib uplift at joint 4 and 147 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 31 Ib FT = 10% (neap-rou itts41110'40Nr'1`rC7tlip:SES{SIl't�M'AW(IfttiS(EUNO±fFpMSe7pdl;;"tURi'�{C(dpirlfpeYtSi'±ea. Tenh,ks{ayeas�.rs saisnlullt re Nis Lan penga ks+igfipp)oi: edtxq I:Tsnts p',fLidnewtSietNetese eat. l'r essa'snnu szhdmMc TfRuh, ttddetaxnr starts stuite ssedlwaetA re to tdid. is nrhss s pate;>aeerfta Sfeszirfoyynf,:Nt Sid"M M ityumsm nngrotea Ne q:desixm±nqrrtnwq resgmsra ikM Atdtilp dtit 41112"sets dgiaedas3el ptetr,n nIKI. Nlnye Ioolynr0w,,, W41y Anthony T. Tombo 111 P.E. m! sea.ASTresstssapWiq!s&tnape-t:tfdpernw,hlDxuisntlnxlepetsra;zR q:nt:Y+m,Nhtunre. Sit 11C,01 KUM IMI14i q!(4tC4111d.TYsgpnetld!ali�sdsgGtUs;edNtTrns,itshasg5allaq,sMege,4sm"ditaaJbestsgskillielun:dasaril'rd r 80083 ' wetadtuypesipncftetnaiu.loennsuMwMlb3wttlegttadesesig�esetsdstetu!treta�ss+ed5atnlmmwsgT;ffgtal�sftitr;FiedAiFaerdnnnl±rlmrsfgnd�t.RFldamstiesaspmeis_xctiMmo±T:�stCcgen,ut;retnrerefetet�dTrnta>,t>tn.�,:: mcnfKkftsHdTs[xSxl tpeHepa (t.r (a: 4451 St.'Lucfe Blvd. xg,r pairs k0d. itirust tesipfgo'-,,it 4T. tith1diarptsigm.n TnnsspbafrcSna tlavid6q. 1 uriNlud±x,at trto ddw! MIR. "� (optrfgbC 2gIdA-1Roo(frosses AnibooyL(omhalp,P.E. Fort Pierce, FL 34946 Reptodo;fiotIF.iShuninent,inantfosm,ispsnkibitedwithoutMewrittenpumissfonfromAd E.Roof bosses-AotdonyLtomboIII,P. mn Job Truss Truss Type Qty Ply WRMSCM1516BIL VM12 Valley 1 1 A0013128 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:49 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-POdzaBoyz?hOzLcNhBjSvtuu?IVC_uVBGzCffQzKWNC 10-0-0 10-M 1.5x4 II 3 REACTIONS., (lb/size) 1 = 124/9-11-8 (min. 0-1-8) 4 = 145/9-11-8 (min.0-1-8) 5 = 414/9-11-8 (min. 0-1-8) Max Horz 1 =I 188(LC 12) Max Uplift 4 = -64(LC 12) 5 = -182(LC 12) Max Grav 1 = 124(LC 1) 4 = 145(LC 1) 5 = 414(LC 1) FORCES. (lb), Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 1-2=-315/128 WEBS 2-5=-330/465 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposedC-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 loadnonconcurrent with any other live loads.. Wang -Frost finragf!f11BY. th%l gc91RU;SESrSmaq Rsuil lu' si(9N0!ttGpS(oSiCN"!U!EI"g(Ck7it[dEV.Ei'rfBra. Ped3g?s!'??g8t9N?t5ttgI<•sI ltllS It tkif ifnt5 Dttig4 DNt)'IeJrDp)t�^.�3 :k�tJ T.1)AIBIP,g.E.lErttlRt:littl{lEtlf 05t. Uf;B;s o'SB!.istsMelsctEtT D. t@I; g6is'erinrglafes sta:I le e;erM?i. EN it is i1ms7esiseCagiuer;le Sgrrwq(a}B>.nl, fit std am MgrEr.'ecems aB)-I:gtaed Gh FrBhtnua ngnrnig respuc3:'¢rtBrg: darigadsis si)glr iresr lymedeas!T) Ir, alff K1, Exdesigsesn P.M.. kssgm{lar; W*!n. Anthony T. Tombo 111, P.E. ai,!t61hsIressIII osrhid's3:st. rtgtos:V.igeit GAar.,fit Orrr.'pslger rdrgtn afiull d;:3Rsr .kf.Vie' a wit.dt It, alit, ladbill.;Z4.41Pld,(I llt loss; M'e3zgirse"j.strap, skill it Atasgxnsiiil'r d ; 80083 ' askHuSRsigteredsaeaairclllr»_ssettatn!isT:-7ardCzgrresesalgrtr.rssdsltic:frgrovgmstlSeFttMera�m;}:SQgai!:tixfl!7fagSllgatrerxer!Hfr.gteneigdtmt.T311lfrasilertsgTasa!I�eBWIlNeftl7tT:eb1Cti!G4K,�ftiSEkSlgi(tsrlFlSBlirrlftEreBEiGYtt,NISB55 4451St.0083 Blvd. Meese dtteeg traGsha;l rpettrgceit.r+tgEprgclas iwtf:tETli Lss Riga Etg;ust is 47i lieldtlag0esi3nn.r Trass 33siea EgiwcdmlrilGq. itt+fthiieitttas aendefixt it TNl. For, Pierce, St. Lucie Blvd. (opyrigb102616A-1RoofIrusses-A¢lbouyf.Inds III, RE, Repiodarlionofibis dafumsal,inany form, isprobibil¢dwilboullbewrittenpermission from A-1 Roof Lasses•ArAwayLiom.SaIII, P.F. Job Truss Truss Type Qty Ply A0013129 WRMSCM1516131L VM14 Valley 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed May 2 15:12:49 2018 Page 1 I D:I d_OOXyyT61 B i_TXo 1 jwH HzefvK-POdza Boyz?h OzLcN hBjSvtus3KB_uABGzCfTQzKW NC 12-0-0 s 12-0-0 i 3x4 1.5x4 II 1.5x4 II 3 1.5x4 II LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.43 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0:30 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017frPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing 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 = 153/11-11-8 (min.0-1-8) 4 = 174/11-11-8 (min. 0-1-8) 5 = 503/11-11-8 (min.0-1-8) Max Horz 1 = 229(LC 12) Max Uplift 4 = -77(LC 12) 5 = -221(LC 12) Max Grav 1 = 153(LC 1) 4 = 230(LC 19) 5 = 503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-365/149 WEBS 2-5=-402/534 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. ll; Exp B.; Encl., GCpi=0.18; MWFRS (envelope) and GC Exterior(2), zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.61[y plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 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, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 4 and 221 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 48 lb FT =10% �nxg P'p;t 1eaiklSlt tyala>. Ge'I; ICOTTICSSES;'SilE(%5EMEliI lE'kNi d,iClgm7MSTGi1CY �U1TiY IEr17MEED5k?3r'«es Y«If,.!{slyepseaetes ni resd v«as is oil mass De:ip [rrriey Dltni 4e 4,!SoafI.Iaaf. C',I.E. r{(NtRe! S'aeet 4etne ne. iktessa'ie!*:is{ smMretk P'C, aelT RIM snnrurylooshlylmillsrrn1 hyejolt Is a lees Nip hy'-ffa.Sytr:si3 bpomLrhsed nnl M'eloeads m ar.«rwo'd th Ra<n:i `saTix ea�nnaab:*bf ez Basin d" soils Tra:s dgiCeen�{ IN at" W.lest. T. Mip nnagum; Iw�meltm,.16-:liy Anthony T. Tombo Tt:, P.E. er4aet71dlinn ht tarB�.lay ii".x resrrmsar3rd8e C±{ar.,tSiEIrR«sMaei:nl gtaduedai :eg CRePx<oh+ +r;e!Ilt llGlka R(adtia i«al ladis�y:edt aalltld.TonfialOWN o4mfidi tadritt Ims,mdx-yWhi, shalge cs'crc:utad 6!nig s4ail le aausiasni4�ya'. x80083 ' dt1*NarMsign ml rvehohr. SAmtn ul W.',S Tn.99*yreases ny pit"WOW'. G4(up :)S.*!ldncm{E;SQWsh0"Tfl W Sy.i«e rcx dye l; m. liaere. W M-i lie mymp iL:siasl low dfieTros easgw, rnn Dull 5got aITM,Nsscte[ «.mtase 4451 St. Lucie Blvd. ditr*;t ddnH lrRGRh ltpnlg#iE.r Ei a:(alits stdv1 EMLass Mir hf—is001 fee rdlfalllTFort Pierce, FL 34946 (epyrigbt;t016A-1Roof Trusses -Ir,tboayT.hicbotll,P.L Replsda, an of ibis desameabincoy farm,isprohibited wilboalthe wrinenRetmissionfrom AdRoof Trusses AothanyT.Torch 111,P.T. i JANUARY 17, 2017 b i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 1 772-409-1010 16 TYPICAL HIP / KING JACK CONNECTION I STDTLO1 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height, and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC I(lp;ednAlOA Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's x w/ (2) 16d Toe Nails @ TC & 2 BC (Typ) 0 t` ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) >A+,s;to}�tslN�jfp�ofuyesitb ra{(eTtrsstg-Wria7a° da t. mtq ipYt. tie 9e&9um{m�Yni.¢st9 r. rmtits�i 'Anthony I i TORtho HE P.E. ;ssliP41:3ayFvaet@eaiW>itnjkt!!e€t�'knirsssi�`�ageasfis{ ilea{ensa.k^.aasKia"ystillitCttet}ws3illyt" 60083� nrtlkt{ rd1a3 a 1? i�a'^asroFtes<aa•R ha ar92niit s!Ma1 ss pt.ipar,5sis tx;ga'.iyaeeiesd Ergi ksuda-aze;, ss 4451 Sf. Lude Blvd. ak4 {krnso-iei Ne6afaRti, Foft Pierce, FL 34§46' pewssiaa hafnkl Taoihwes-AtAeny L Inho l3 ,U FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD J „ HORIZONTAL BRACE 2XG DIAGONAL BRACE SPACED 48' (SEE SECTION A -A). D.C. ATTACHED TO VERTICAL WITH TRUSSSES @ (4) - 16d NAILS, AND ATTACHED TO F- 24' D.C. BLOCKING WITH (5) - 10d COMMONS. Y - 3' MAX. DIAG., BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS \ EACH. FASTEN PURLIN TO BLOCKING \ W/ (2) - 16d NAILS '(MIN3. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE AND THE TWO TRUSSES ON \BRACE SIDE AS NOTED. TOENAIL \EITHER BLOCKING TO TRUSSES WITH (2) - \ \ IOd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH \ (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d , (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUS' - MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / \ SS / ---I—URAL TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JUL Y 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: a ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. T NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. - A-1 ROOF TRUSSES 4451IST. LUCIE BLVD. FORT PIERCE. FL 34946 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURL'INS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS. (SPACING NOT TO EXCEED 24' O.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. I • An'€h6ny 7: Tombp 111,.P.E: 84t}&3; Sl_SE.I F�tt:Pierce,FL 34346;- I JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL65 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. a BASE TRUSSES ^' ^'_E END, COMMON 3S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 , CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. irii7ii.emnraspse[tipiS+n iiti6s944k x'd dsairrsi€esix gatcrfUrsF&erastp ipw>stl;s'rredwm, rD9rSrifuc*,mxlp'�s'st�tk. µ�hslmelaaggHtzittls aeas"s�dtf�;Pht dezgerta;i;l6imser}azi�sta„�5a�yr ssfri wijststK �W1,96af4Wrxmy s?+lai Gtf Anthony 7'.`Ti13131)aIII,P.L:- :sid®uvlkclraa5ti7dr�ssa�9 ss«i rispasx?dfqefha0ssi4��cmivexiFieiaNa�vrE,t irMagLsssma.isNa;,:exadel'LatM i.±r�ird__dr,xellvilfiytseiaialFt.Tat op(!araar�'LD mi xrlatiasin�t imss.#s?a{iry3as�agi gksezi,a.A�p,aai!iresg Csiltbeftvrespsihil?pd �;�Od'• �'s6�i�a;€us}aiarsft�stRtE U:aVniiva$�tFalc�a�lh3riG:is¢3¢�it4iisd'seie`9tt3i?cryas&5s'rrSdu¢�i�s'kSPjpssbsle3S}llorf5�#eser�nautiarpaemt'"'aumo.);Y:3s,�anriziasisast=ti'issnrd�StiisettlrotrassAes,:"aesEa:�.fz�t�amm;sLsxsr,x�si - ;a,1+S1 $t.,L¢Clr„ f?fV�. p}a sses 5rd[Yi{a&c3 apudvpavaxfiro3fiophes04rxil the ^sabis?pibpamk3'6kt&'iq' wpv: v.-'ipsles ic6 s2'd.sr36vib ax, 31lW Ib tt•'srs sre m viiwlt Fort Pr`ew4, FL 3494E `oP7?i241fiAT�nt3Tr_ssts-Eah¢syl.Tam5aII1.Pf iaP;cdoalo¢efi5isdsrahfnany9csm;up=abSedwQ§onitl:�tlienPemssriramA•Lpoaiirssies•AmSnr,T,LT®m�dill,P:f. FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 R ' GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" =10d 2. WOOD SCREW = 3"WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL W. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. . FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS __T___ __ ______ __ ___ II II 11 II II 11 II II II II II II II II 11 II II II II II I I II II 11 II II II II Ig II II 11 g Ig 11 II II II II II 11 gl II II II II I 11 II 11 11 Ij II II II J. I II II I I I II II II 1' II 1! ;1 II II 11 1j II II li BASE TRUSSES VALLEY TRUSS I (TYPICAL) II GABLE END, COMMON LL TRUSS, OR GIRDER VALLEY TRUSS TRUSS P 12 (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. SEE DETAIL "A" BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO LISP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. a'�:Please:rreiFN rn.r.,W.'S-EE'Jt il"53!ii'9i1t1�.EEMiptfEt�4&i;!rTils�!@5?9E1�3t"il'sl[A�F;!SSu:zPfz�u lr�nsgi(amf�s mer:.ire;rsml�s.zmiCe�e.Gvsrog+lD3�wl3r. laAr,+at a�vr'4(;lf�Rfi�.xr#ki4psfi?an �Ieszenzie sle iwsheTJD,o&,! Tr tum�v ticb smUNuifr r4iTn,r(cdr. l;;dsrt sass FgM+i'f e'3'd..,';cja.allhs sa{trmtrn}syr»n.sUtt:s si'?da pCssuu�acgie« n:Prs%A:�Iv.9�i ssyrdthas yt ii.as�rosaai9 se?iats;T!4{: Ter s�s<p�srs{•r ss;hd:y ad tass,uizl ti Anthosi' T: Tontb0111,AE. n€vat`s?rasara az suaisg is 5t!rszo3lilldal7.nre i+C"es 5nabaiednyrrtet&ahsaessge!,i,+kne?±G�fk QiSelS(tr!¢a va. Maidmlait m! r 1 ifa apa�aYax 1£ry eaa+g&±It'ssenn.Tms. ndreii�dag.a2gF,a:tiaamsciy sae9hf@n mpo•.a(pa6 ! ' a:raazg5rrzrd(sarrvei; Uzakt ulztm;h3netmf!is zatgii8dlk5'Wbzdm}Esaprwalcitr�zraaEmjzjsv4d.3ig PinlSkiaesAniosNflrg"nro!p.,{mra,{eLia�`ceaici,igsiu;".'ryts:cd bnii Nez FeosstvcgnTnssCbssgx.tana!trni Mrero3var:s'ass 800113 -nrrz!h5»fhrCeeM esl toss¢m F} ,curtxrszd Thi laszUrsp*gxrruk;;faE. .g& per. a?a sf�^rEcfia@u1m(trria sRca rzR4smnnci�#ui�SNf, - brt, f LUdB"Blvd, F. � orf:Piorc2,•FE 349g5 -(epyri;bl�2PI6A•lkadffessas-AsibonTT.Tambolll;P,f; iepsadcetioaeliFlsfnzuneal.iaaayfarat;asptabilstrdwithau!tbatrrineaprlwsssoaitamA•1Fbc'.Tlnsses•AatbonyP,TaUbaPI;P.E• I JULY It, 2u1I I (HIGH WIND VELOCITY) "� I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-C WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VAL SUPPORTING TRUSSES DIRECTLY UNDI _ DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 1 O' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. /i\ CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH . L B CLIP MUST BE APPLIE THIS FACE WHEN F EXCEEDS 6/12 (MAX 12/12 P'. +mvann Lnw 1.1 ➢en{Trarru.lrn6,u.i T TgRA.III D G' Akhony 1 506o 111,.131; 80083 4451 St.lucie Blvd; Fort Pierce; K. 34046 IROARY ,. L 17, 2017 I STANDARD GABLE END DETAIL I STDTL08 is rant: is is i is a� r".rrr A-1 ROOF TRUSSES 145 ST. LUCIE BLVD. )NPIERCE, FL 34946 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' D.C. VER1 STUD SECTION B-B 409-1010 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. * DIAGONAL BRACING REFER �TO SECTION A -A NOTE: VERTICAL 2X6 SP OR SPF STUDWBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED G' O.C. (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TORTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWD TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS ** L - BRACING REFER TO SECTION B-B 3X4 = •24- MAX. 1. MINIM M GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C. 5. DIAGONAL BRACE TO BE' APPROXIMATELY 45 DEGREES. TO ROOF DIAPHRAGM AT 4' 1- 0' O.C. S. CONSTRUCT HORIZONTAL 'BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MiDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE , STUDSI WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240 (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12 BY SPiB/ALSC. I MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #3 / STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #3 / STUD 24" O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12" O.C. 3-1045 5-6-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3.6-11 4-9-12 6-6-11 10-8-0 2X4 SP #2 24" O.C. 1 3-1-4 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH Ibd NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR.SP #2. ROOF SHEATHING (2) - 10d NAILS TRUSSES @ 24' D.C. 2X6 DIAGONAL BRACE SPACED 4B' D.C. ATTACHED TD VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 i -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY STDTL09 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VOTES: f—BRACING / 1—BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACIN[ ;S IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 90% OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TC :ONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING li BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2XB 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I -BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE i NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 .r A-� ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 1 772-409-1010 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL NAILS (0 313WITH )X X) �� tee.. I .-.' �� ►� i BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING-' --ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') TRUSS 2X6 4' - STRONGBACK (TYPICAL r ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 30 IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 0' WALL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAJ INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS -A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o J .135 93.5 85.6 74.2 72.6 63.4 .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� Z 0 J .131 75.9 69.5 60.3 59.0. 51.1 .148 81.4 74.5 64.6 63.2 52.5 N Mi VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (OOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY. FROM 30° TO 60" 45.00' ANGLE MAY VARY FROM 30° TO 60" w THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE . NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE' 30° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O -1 .135 60 48 33 30 20 ('7 .162 72 58 39 37 25 J 2 CD .128 54 42 28 27 19 F- Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 —1 � J_ N Z .120 51 39 27 26 17 0 Z .128 49 _ 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ACILDWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWD MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (OOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. I USE (3) TOE -NAILS ON 2X4 BEARING WALL +* USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: ]0 TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 AAW A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 x 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I - STDTL1'5 I DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK. X (INCHES) MAXIMUM FORCE (LBS) 15Y LOAD DURATION'S SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 173E 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42• 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • 10d NAILS NEAR SIDE + IOd NAILS FAR SIDE X' MIN 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THE REQUIRED X DIMENSION FROM ANY PERIMETER AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. -i I TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THAN OR EQUAL TO BREAK OR HEEL JOINT (SEE SKETCH ABOVE). FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 .low A-1 PROOF TRUSSES 1451 ST. LUCIE BLVD. )RT PIERCE, FL 34946 ?_ 409-1010 TRUSS CRITERIA: LOADING: 40-1D-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (14B' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES