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HomeMy WebLinkAboutTRUSS ENGINEERING-.. 11011F.' TRUSSES, 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 79-409-1010 FX: 7 --409-1015 www.A Truss.com TRUSS ENGINEERING RECEIVED BUILDER: OLEANDER PROP OCT 2 9 2018 PROJECT: T -wet emitting COUNTY.- f� Tlx: ul O z 1 o LOT/BLK/MODEL: J JOB#. MASTER#: OPTIONS: DIXIELAND TOWNHOMES III DIXIELAND TOWNHOMES WOPDTBA2U WOPDTBA2U NO OPTIONS Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss'designssrely on lumber values established by others. ME TRUSSES A FLORIDA CORPORATION RE: Job WOPDTBA2U A-1 Roof Trusses I 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: OLEANDER PROPERTIES OF FORT PIERCE Project Name: DIXIELAND TOWNHOMES Lot/Block: I Model: DIXIELAND TOWNHOM Address: 310 DIXIELAND DRIVE, FORT PIERCE, FL 34982sion: City: I County: St Lucie State: FL Name Address and License # of Stru tural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Wind Sp Roof Load: 40.0 psf his package includes 28 individual, dated With my seal affixed to this sheet, I hereby conforms to 61G15-31.003,section 5 of the Loads (Individual Truss Design Drawings Show Special Loading Design Program: MiTek 20/20 8.21 171 Floor Load: 71.0 psf Design Drawings and 16 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name pate 1 A0112618 A01 G 8/16�18 13 A0112630 CJ5 8/16/18 25 A0112643 VM2 8/16118 2 A0112619 A02 8/16/18 14 A0112631 FG03 8/16/18 26 A0112644 VM4 8/16/18 3 A0112620 A03 8/16/18 15 A0112632 FG06 8/16/18 27 A0112645 VM6 8/16/18 4 A0112621 A04 8116/18 16 A0112633 FL01 8/16/18 28 A0112646 VM8 8/16/18 5 A0112622 A05 8/1�/18 17 A0112634 FL02 8/16/18 29 STDL01 STD. DETAIL 8/16/18 6 A0112623 A06 811;6/18 18 A0112635 FL04 8/16/18 30 STDL02 STD. DETAIL 8/16/18 7 A0112624 A07 8/j6/18 19 A0112636 FL05 8/16/18 31 STDL03 STD. DETAIL 8/16/18 8 A0112625 A08 8/16/18 20 A0112637 FL07 8/16118 32 STDL04 STD. DETAIL 8/16/18 9 A0112626 B02 8/16/18 21 A0112639 HJ5 8/16/18 33 STDL05 STD. DETAIL 8/16/18 10 A0112627 B03G 8/,16/18 22 A0112640 J02 8/16/18 34 STDL06 STD. DETAIL 8/16/18 11 A0112628 CA 8�16/18 23 A0112641 J7 8/16/18 35 STDL07 STD. DETAIL 8/16/18 12 A0112629 CJ3 8� 16/18 24 A0112642 1 VM10 1 8/16118 36 STDL08 I STD. DETAIL 8/16/18 The truss drawing(s) referenced have been Truss Design Engineer's Name: My license renewal date for the state of F NOTE: The seal on these drawings indicate aG responsibility solely forthe truss comps The bluitability and use of components forany designer,perANSVTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenc documents (also referred to at times as'Structr Designer indicating the nature and characteroirre; The design criteria therein have been transfem location]. These TDDs (also referred to attir Engineering Documents) are specialty strudu deferred or phased submittals. Asa Truss Dei i Engineer), the seal here and on the TDD repres responsbilityforthe design of the single Trus: responsbleforand shall coordinate and rev'T% compatibility with theirwritten engineering re q by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 RoofTiusses, Ltd. Cony Tombo III is February 28,2019. of professional engineering is the responsibility ofthe building have been prepared based on the construction Engineering Documents') provided bythe Building to AnthonyTombo III PE by [Al Roof Trusses orspecific as'Structural Delegated d component designs and may be part of the project's n Engineer (Le, Specialty nts an acceptance of professional engineer➢n&nthony T. lepicted on the TDD only. The Building Designeris the TDDs for imments. Please review all TDDs and all related notes. EN i SERIAL #: 4d36b989999e20a51b6cde8e Page 1 of 2 A-1 ROOF TRUS-SES A FLORIDA CORPORATION RE: Job WOPDTBA2U No. Seal # Truss Name Date 37 STDL09 STD. DETAIL 8/16/18 38 STDL10 STD. DETAIL 8/16/18 39 STDL11 STD. DETAIL 8/16/18 40 STDL12 STD. DETAIL 8/16118 41 STDL13 STD. DETAIL 8/16/18 42 STDL14 STD. DETAIL 8/16/18 43 STDL15 STD. DETAIL 8116/18 44 STDL16 STD. DETAIL 8/16/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. L Page 2 of 2 Job Truss TlIruss Type Oty Ply A0112618 WOPQTBAW A01 G I ip Girder -� 2 � Job Reference (optional) Run: 8.210 s'May 18 2018 Print: 8.210 s May 18 2018 Mi rek Industries, Inc. Thu Aug 16 15:53:28 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-kF4e?kJvEKoYXbiRo7xbY827S_IXAUZscM4k8wynE15 6-1-2 Dead Load Deff. = 9/16 in 1.5x4 II 4.00 F12 Sx6 = 4 10 = 4 4x1 = x6 = 1 8 en a 0 34 35 36 15 37 8 39 14 13 40 41 42 12 43 44 45 11 10 46 47 48 9 49 50 51 3x8 = 4x4 = 5x10 MT20HS= 3x8 1.5x4 II 4x4 = 3x8 = 5x8 11 1.5x4 II 5x10 MT20HS= 5x8 I I 1-10-0 38-8-0 i 7-0-0 13-2-14 194-0 5 2 26 3-0 i 365-10-0 i -0 2 14 6.2 :2 -05.2-0 0-0i-0 1-6-0 Plate Offsets X Y - 1:0-0-121-641:0-0-14tEd a 4:0-3-0 Ede 8:0-0-14 Ede 8:0-0-12 1-6-4 LOADING (psf) SPACING- -M CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.96 12 >484 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -1.11 12-13 >420 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.17 8 n/a n/a I BCDL 10.0 Code FBC2017/T I12014 Matrix -MS Weight: 350 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E "Except` B2: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bra, REACTIONS. (lb/size) 1 = 2538/0-8-0 (min. 0-1 8 = 2536/0-8-0 (min. 0-1 Max Horz 1 = -53(LC 49) Max Uplift 1 = -1588(LC 4) 8 = -1587(LC 5) Max Grav 1 = 2538(LC 1) 8 = 2536(LC 1) FORCES. (lb) ,,,Max. Comp./Max. Ten. - All forces 250 when shown. TOP CHORD 1-2=-5378/3390, 2-26=-5121/3265, 26-27=-5121 /3265, 3-27=-5121 /3265, 3-28=-9877/6342, 28-29=-9877/6342, 4-29=-9877/6342, 4-5=-9877/6342, 5-30=-9877/6342, 30-31=-9877/6342, 6-31=-9877/6342, 6-32=-5120/3262, 32-33=-5120/3262, 7-33=-5120/3262, 7-8=-5376/3387 � BOT CHORD 1-35=-1118/1722, 1-36=-3110/5013, 15-36=-3110/5013,15-37=-5583/8819 37-38=-5583/8819, 38-39=-5583/8819 14-39=-5583/8819, 13-14=-5583/8819 1340=-5583/8819, 40-41=5583/8819 41-42=-5583/8819, 12-42=-5583/881 12-43=-5552/8809, 43-44=-5552/880I Continued on page 2 BOT CHORD 1-35=-1 1 18/1722,1-36=-3110/5013, 15-36=-3110/5013, 15-37=-5583/8819, 37-38=-5583/8819, 38-39=-5583/8819, 14-39=-5583/8819,13-14=-5583/8819, 13-40=-5583/8819, 40-41=-5583/8819, 41-42=-5583/8819, 12-42=-5583/8819, 12-43=-5552/8809, 43-44=-5552/8809, 44-45=-5552/8809, 11-45=-5552/8809, 10-11=-5552/8809, 10-46=-5552/8809, 4647=-5552/8809, 47-48=-5552/8809, 9-48=-5552/8809, 949=-3071/5011, 8-49=-3071/5011, 8-50=-1083/1721 WEBS 2-15=-784/1767,3-15=-4159/2637, 3-13=-64f762, 3-12=-722/1222, 5-12=-597/559, 6-12=-733/1227, 6-11=-64/762, 6-9=-4152/2630, 7-9=-781 /1765 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at or less except 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 111; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1588 lb uplift at joint 1 and 1587 lb uplift at joint 8. 10) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 lb down and 240 lb up at 7-0-0, 84 lb down and 135 lb up at 9-0-12, 84 lb down and 135 lb up at 11-0-12, 84 lb down and 135 lb up at 13-0-12, 84 lb down and 135 lb up at 15-0-12, 84 lb down and 135 lb up at 17-0-12 , 84 lb down and 135 lb up at 19-0-12, 84 lb down and 135 lb up at 19-7-4, 84 lb down and 135 lb up at 21-7-4, 84 lb down and 135 lb up at 23-7-4, 84 lb down and 135 lb up at 25-7-4, 84 lb down and 135 lb up at 27-7-4, and 84 lb down and 135 lb up at 29-7-4, and 156 lb down and 240 lb up at 31-8-0 on top chord , and 481 lb down and 154 lb up at 7-0-0, 131 lb down and 26 lb up at 9-0-12, 131 lb down and 26 lb up at 11-0-12, 131 Ib down and 26 lb up at 13-0-12, 131 lb down and 26 lb up at 15-0-12, 131 lb down and 26 lb up at 17-0-12, 131 lb down and 26 lb up at 19-0-12, 131 lb down and 26 lb up at 19-7-4, 131 lb down and 26 lb up at 21-7-4, 131 lb down and 26 lb up at 23-7-4, 131 lb down and 26 lb up at 25-7-4, 131 lb down and 26 lb up at 27-7-4, and 131 lb down and 26 lb up at 29-7-4, and 481 lb down and 154 lb up at 31-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-7=-60, 7-8=-60, 16-21=-20 6nWs PlntellaryNrrt!it.ik'411o0riVi("S111E11WERETON58(06.IfICiS(3510M('tn0';fcuelll�,NEnrlxx,TxAgSNPPamdenusxde>tesulbslrnstis�JmiyfRd;u#atkdkxe7.Terh01,1.EMxeaeflenkS:ene.Eldersdkx.inoddxlkel0li;" kliekun<nsjnes slofkrelfvrk l)0bse tJil Asa Tint Onge hgxx(I.!.Sp.,list f.Vae.de seal x of TOO nPrnetls xpxpaaalIs, Prdzadud eq xsritg xsPexikiuf hr lx les{sd 0e sioe Tress egnef tent Too adi; raterIN. ite e-cp asrnr .hrt+gme'Ixs,"i, iu gnthony T. Tombo III, P.E. erdnt drys Tins 1e.hold'!is Nt xsln!$140N0.1'.04O.xised.rnted tpo a, A, Wkeg DWIter, as Eta(.also dus, W, are ll:u!are laid lar+(.It.1TKI.➢eR,snald Ill Too tdre.hellas, dfst Truss, ter,61kaeUq.n-alt. 6n2thua n! tnuxi oil 1i1Y, gialll:nel -80083 I 0eti'einoNgasedlad.-tar..AOx(.ssdxr'iMIOOnIthe praistsofgitscets,111i toes(e.PnMSdsefleimNn(1($:(rNukd4inare Wntel-edtfperelpAse!tINtuxsIsItia':kd:hsManesdleTuik9perl!xsMrsrpaer.1Tint�rAt^.res,dns 44515t.Lucie Blvd. t#xdtdrliesl llopnrm rped rptawriiq idllistestanki lkeTnxfssYs[>iisnrls X0i 6`etd!lui 7ssgzx,xlrenS(f:n6sitserdxl EnlSy. 111sgadaM hrm xenlds!dUllbi. Fort Pierce, FL 34946 (oppighlD2016A-1koafhusses-Aolh�Ayrf.Tomhalll,P.E. EeproduoionofThisdocument,inanyform,isptohihhedsailhoNMexriveripermissionhomA-IRoolTrusses-AnthonyT.Tomho111,P.E. WOPDTBA2U IA01 G I Hip Girder 12 I 2 I ^ A0112618 Run: Inc. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=-109(B) 4=-76(B) 7=-109(B) 15=156(B) 3=-76(B) 13=-45(B)12=90(B) 5=-76(B) 11=-45(B) 9=-156(B) 6=-76(B) 26=76(B) 27=-76(B) 28=-76(B) 29=-76(B) 30=-76(B) 31 =-76(B) 32=-76(B) 33=-76(B) 37=-45(B) 39=-45(B) 40=-45(B) 42=-45(B) 43=-45(B) 45=-45(B) 46=-45(B) 48=-45(B) sraq lbne dmstu(resiet!fx'11 g�cl n.'sL�(•;aug� DTa[glt taus l m�anels gnrnt ur�;ler�ci..t su[Mr6ra ierAg 4Gp gtrtaDtn MredtAas n!fislnss Delp Drl iNfRs? tdlEt.stBltgT. Tilt D!, LE Meat Sk;sf Elie et. 0dssl Nhr.iu unel eslYeIDD,1 } Whkwetmrg!res sldlk."If.b TDD It lr,,14 AsaTrns DWI GPffQ.e,SgentjGaunt n:>•t!uoglDD!egresethnuu}tatdnt grlfannd tgiee;Ilg¢glnill!e(for! tgn:gacdtte sajeTnls ey a4 totltIDDWyeF1.1M.l§Inegttsllnpnn.!trr:��1�n1,,,stiwnry Anthon T. Tombo III, P.E. dned!!{ Trnsbe ug lnli'l 11 Ge rmgu!iuW 11NO-.lee Oateisr.:nudrefutN ta!liu Dnignr, raft ndrd d 15, IlLis!s'"itle brd WCgetll ui KI. Tle ggmsl d IN IDD MmMI nedtit insc bdtSq eaY'rg,s!e;qe,hth!!Wluitrtfn, sgillla!z re!gmih!ird Y ' IG18:(ag"Irv,w(tCTh-ADgIsset orItkUDMINgrCaiufoigtii!DL'{IIn!WE"Wpmseglbradt"'S'.:gtuuledkgMWSIGtr.;tl:reatSMgeln11Wol,INfris3lmpaidfisnl63esdMsllessDtdgler.ImsNvpE.gixttealTrns"uNreya:eA �80083 "Lmm(rtitrd Fe Gdrm eHa i' ffi 1 dlea:n btulei. Tit Dal E eeer is 9DT b Id!ia Dts1e1,.,TarsS4ta 4451 St. Luefe Blvd. ! 1P N N! 1 gagi g q g LgbardoglNAq.11leq�aNhrmnendeCeNle1lN. FmrtPies[e,FL 34946 (oppight070)6A-lfoolTrusses-AmbanyT.TambaIII, P.E. Reprodunionofthis document, inanyfolm,isprohibited withautthe wrinenparmissionfrom A -I Roof Tresses-AnthonyL Tombo III, P.E. Job Truss Truss Type Qty Ply AO112619 WOPaTBA2U A02 I ip 2 1 Job Reference (optional) .,, ay I-- � ....... — . ,. � . or ..... , ,., 3x4 = 4.00 F12 5x6 = 3x4 = Us MT20HS= 5x6 = 2 3 4 5 6 I d 1 23 24 25 12 11 26 10 27 9 8 3x10 = 3x4 Sx10 MT20HS= 3x4 = 5x10 MT20HS= 3x4 = 6x8 11 1-10-0 28 2018 Pagel Dead Load Defl. = 9/16 in 7 e%e TN, 0 29 30 3x10 = 6x8 I I 38-8-0 LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017(f 12014 CSI. TC 0.90 BC 0.93 WB 0.47 Matrix -MS DEFL. in (loc) I/deft Vert(LL) -0.43 8-10 >999 Vert(CT) -1.00 8-10 >463 Horz(CT) 0.16 7 n/a Wind(LL) 0.64 8-10 >720 Ud 240 180 n/a 360 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 166 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS WEBS 2x4 SP No.3 2-12=-390/678, 3-12=-1492/1316, WEDGE 3-10=0/362, 5-10=0/362, 5-8=-1492/1316, Left: 2x6 SP No.2, 6-8=-390/678 Right: 2x6 SP No.2 BRACING- NOTES - TOP CHORD 1) Unbalanced roof live loads have been considered Structural wood sheathing directly applied o 1-7-8 oc for this design. purlins. 2) Wind: ASCE 7-10; Vult=171mph (3-second gust) BOT CHORD Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Rigid ceiling directly applied or 2-2-0 oc bracing. Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) WEBS I and C-C Exterior(2) zone; cantilever left and right 1 Row at micipt 3-12, 5-8 exposed ; end vertical left exposed;C-C for members MiTek recommends that Stabilizers and r quired and forces & MWFRS for reactions shown; Lumber cross bracing be installed during truss erggction, in DOL=1.60 plate grip DOL=1.60 accordance with Stabilizer Installation qu de. 3) Provide adequate drainage to prevent water ponding. REACTIONS. (lb/size) 4) All plates are MT20 plates unless otherwise 1 = 1547/0-8-0 (min.0-1-13) indicated. 7 = 1547/0-8-0 (min. 0-1- 3) 5) This truss has been designed for a 10.0 psf bottom Max Horz chord live load nonconcurrent with any other live 1 = 68(LC 12) loads. Max Uplift 6) This truss has been designed for a live load of 1 = -781 LC 8 20.Opsf on the bottom chord in all areas where a 7 =-781 (LC 9) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members. 1 = 1547(LC 1) 7) Provide mechanical connection (by others) of truss 7 = 1547(LC 1) to bearing plate capable of withstanding 781 lb uplift at joint 1 and 781 lb uplift at joint 7. FORCES. (lb) 8) This truss has been designed for a moving .,Max. Comp./Max. Ten. - All forces 250 (lb) or less except concentrated load of 100.Olb live located at all mid when shown. panels and at all panel points along the Bottom Chord, TOP CHORD nonconcurrent with any other live loads. 1-2=-2992/2661,2-3=-2778/2616, 3-4=-4197/3764, 4-5=-4197/3764, 5-6=-2778/2616, 6-7=-2992/2661 LOAD CASE(S) BOT CHORD Standard 1-24=-763/813, 1-25=-2306/2747, 12-25=2306/2747, 11-12=-3520/404 , , 11-26=-3520/4043, 10-26=-3520/4043, 10-27=-3520/4043, 9-27=-3520/4043� 8-9=-3520/4043, 8-28=-2306/2747, 7-28=-2306/2747, 7-29=-763/813 . WEBS 2-12=390/678, 3-12=-1492/1316, ce?dq.nesetfuse¢1TIt!i+aWAIracFWiEsc uularaunrw Wracks T019t-un;amem2500hn oD.w} 1GTtkasm.4ryCesshilthwi Is, it, T)DI,knbt Is olms Destp Gpur{I2,1pe;ieDp O¢uv,fl!Lost nrND upesms ee rmp—dne p>hssiudegserisq respoesUdnp lsr as dsslodt4 stoe Trss dg!n!d ss As EDnip,Wral. TEO Imp usvnpnm.lsd:[poslmns,sredNry Anthony T. Tombo Ill, P.E. riaed+Ns Tuss6rn11e11u1afler8 1n itilp, dCt Oner,tleD.seisra!iitd spsrne lullug Duipeyrt#tuhddtu lt63!�S: aloe 6rdla'Eri Nr rd MI. ThgpmddOe V80083 ' tterilaggn:r^sesd(ecssc�s:.ICaxs!dw7prt.roD�drmr��nesasr.cur:sera:wagreernmsneytsro,emnmu}pwssdrymo+dstare;derz,�a!ng!em��lnn.rhleeiuslensrea:69aesrslbn!sd�!LnsDrslp.r,UesOo:piEapr_we,lTnsstlnds;s:er,a4fc 4451 St. Lucie Blvd. o3rdse dtlietdSrorW:Wepetlgnis rtitlglr dlSNnic+[?ut lh!Tnss CeoaEsiiends SGTLSe Sior Desirsr,rTn!tSp¢!n 6psrr2or S.nSg. lJl up^Ja!ISms re vt ddceeulttl. Fort Pierce, FL 34946 (opyrigId02016A-Iloot hosses-Aot�ooyl.Trash Ill, P.f., Reproduction ofibis dommenf,inany form, isprobihitedwithcutthe-siren permissionfrom A-IReofTrosses- Woolf. Tombo111,P,I. Job Truss Truss Type Qty Ply r Job Reference o ti 6 s ay 18 2018 Pnnt. 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15.53.32 2018 Page 1 ID:YVniXgHOpMJDDYPjuDgSKz?7Ey-dOJ9r5MQHYl ODOD1z?Yi DnXh7KA07RX 2Y1­1hvnrll Dead Load Defl. = 5/16 in 4.00 12 5x6 = 7x10 MT20HS= 5x10 MT20HS= _ Za 25 •— 11 26 "' 27 9 s 28 29 3x10 = 3x8 MT20HS= 3x4 = 3x4 = 3x10 6x8 I I 3x8 = 4x6 = = 6x8 II 1-10-0 1-6-0 1-6-0 11�0 9-2-0 19-0-0 8-4-0 27-8-0 84-0 36-10-0 3 3841-0 0-4-0 9-2-0 0-40 Plate Offsets (X,Y1-- [1:0-0-12 1-5-121 [1:0-10-0 0-0-61 15.0-6-4 0-2-41 j7.0-10-0 0-0-61 f7:0 0 12 1 5 121 160 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.32 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.65 8-10 >712 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(CT) 0.13 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.51 10-12 >917 360 Weight: 179 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E *Except* T2,T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. WEBS 1 Row at midpt 4-12, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 1547/0-8-0 (min. 0-1-13) 7 = 1547/0-8-0 (min. 0-1-13) Max Horz 1 = 83(LC 12) Max Uplift 1 =-773(LC 8) 7 =-773(LC 9) Max Grav 1 = 1547(LC 1) 7 = 1547(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2902/2742, 2-3=-2863/2642, 3-4=-2724/2608, 4-5=-3542/3370, 5-6=-2872/2651, 6-7=-2900/2738 BOT CHORD 1-24=-822/841, 1-25=-2384/2644, 12-25=-2384/2644, 11-12=-3033/3550, 11-26=-3033/3550, 10-26=-3033/3550, 10-27=-2250/2720, 9-27=-2250/2720, 8-9=-2250/2720, 8-28=-2379/2641, 7-28=-2379/2641, 7-29=-822/842 WEBS 2-12=-1 /262, 3-12=-291 /525, WEBS 2-12=-1/262, 3-12=291/525, 4-12=-1029/863, 4-10=-223/380, 5-10=-834/1019, 5-8=0/266, 6-8=-131278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf, h=22ft; Cat. III; Exp C; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 773 lb uplift at joint 1 and 773 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 6edq.rierse ticnspHrnlirtriSe'RIIOOf 0O5S3{'i[IIEI'16FA(le[TE1NS6[OY'.AO@1S (OSTOKj M; d("CaTfO>WFMi IMIt* lrsippamdme4redrdnwlsisLess Oefa3trriry�f[L;ed 16 L#terl.Tn lsCCr.E. tdnene Slydksin rse. Odessdhnisr ddep re11eTOO,am} WTrhosxemrp'Y.es sestilerel br tte 130bk,ALAse irns Defile Eeyirre(I.e,SFc�s9/6�u!;4nt4nrqTDOteptesmsnanitastlMtnLnslud eg telre rzgsWlilrtr'm; De It i2d14 s4elrwsey714 10e1OOalt,radnTfF1. iG htiis nn.rynsn. beltynsAnut, s.ildllry Anthony T. Tombo Ill, P.E. dne!Ia,s iisss(er uplalfisp It Oe respr0ilirydta 1-oh0_rsrzait4ep9vIh1nI6JOnipnr,atse tnhddtie ll(,delS; nlbe btd tz'frsn4mi Rrl. ThIlpns IdIke lDO ules.aelletedbe inst.u;htq ksfi}sx;ge.itsR7tties nitm's3 till M1'�n ptmtiLLhA 80083 z ' aeM!RgOes!ps!rgQrsh:.AA Is IV W. i11e�O0Mlirprdasm1phnesdtestold,"tamSeel leSmtnnnOfpH!sle1h01NSI0nerAvexd!np<sen]pd— lilel5LlSa'itSpeSNSef6ldtlriY.'I,IIItfD!njetf,I:essDel�plFl�!IWlrnttN2A�/^!!N,n'esi g451St.0083 Blvd. s#erlu lslnripra6metl spe4 epsbrriary 1p dipm:n lmthel. IleTnss&sim Erpmeds eOfsxpadaa Crsyreyninfi STs'nm 6pino dtaplNEtp. 1O tryOnael h;os rre osdrlee11a 0p1, Lucie Copyright 02O16A-1RoofTrusses-AnlbonyT.Tombo111,P.E. Reproduction ofthis document, inany form, isptohib0edwithout the wrillenpermissionfrom A-1Roof Trusses -Anthony 1.Tomb 111,P.E. Fort 1SPierce,.34946 Job Truss Type Qty Ply jcuss A0112621 WOP4TBA2U A04 Flip 2 1 I t,I Job Reference (optional) Run: 8.210 s" May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:34 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-ZPRvGnNgpAYhFWAb9N20oP198Om5aELk?IX2LZynEI? 94-0 25-M 1 30-0-10 38-8-0 Dead Load Defl. = 5116 in 5x6 = 3x8 = 5x6 = r 4.00 12 3 4 5 3x4 E 30 2 6 1 rn 1 I v 7 en ri 0 Ic s V0 25 26 27 14 28 13 12 29 11 30 10 9 31 8 32 33 34 3x8 � 1.5x4 11 4x6 — 1.5x4 11 3x8 = 1.50 11 3x8 6x8 I I 3x8 = 46 = 6x8 11 16-0 610-14 13-0-0 19-4-0 25-8-0 31-9-2 37-2-0 38-8-0, 1 6 0 5 4 14 6 1-2 6 4 0 6-4-0 6-1-2 -14 1-&0 Plate Offsets (X,Y)— [1:0-3-14,0-1-81, f1:0-0-12,1-5-121, [7:0-3-14,0-1-81, [7:0-0-12,1-5-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.30 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.59 11-12 >780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.14 7 n/a n/a BCDL 10.0 Code FBC2017/T 12014 Matrix -MS Wind(LL) 0.47 11 >994 360 Weight: 186 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except* T2: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 30 *Except* 1-26=-767f794, 1-27=-2376/2690, B2: 2x4 SP No.2 14-27=-2376/2690, 14-28=-2376/2690, WEBS 2x4 SP No.3 13-28=-2376/2690, 12-13=-2376/2690, WEDGE 12-29=-2480/2951, 11-29=-2480/2951, Left: 2x6 SP No.2, 11-30=-2480/2951, 10-30=-2480/2951, Right: 2x6 SP No.2 9-10=-2376/2690, 9-31=-2376/2690, BRACING- 8-31=-2376/2690, 8-32=-2376/2690, TOP CHORD 7-32=-2376/2690, 7-33=-767/794 Structural wood sheathing directly applied r 2-2-0 oc WEBS purlins. 2-12=-205/297, 3-12=-410/523, BOT CHORD 4-12=-590/418, 4-10=-590/418, Rigid ceiling directly applied or 2-2-0 oc bracing. 5-10=-410/523, 6-10=-205/297 MiTek recommends that Stabilizers and equired NOTES cross bracing be installed during truss er ction, in - accordance with Stabilizer Installation q(tide. 1) Unbalanced roof live loads have been considered for this design. REACTIONS. (lb/size) 2) Wind: ASCE 7-10; Vult=171mph (3-second gust) 1 = 1547/0-8-0 (min. 0-1- 3) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=22ft; 7 = 1547/0-8-0 (min. 0-1-13) Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) Max Horz and C-C Exterior(2) zone; cantilever left and right 1 = -98(LC 13) exposed ; end vertical left exposed;C-C for members Max Uplift and forces & MWFRS for reactions shown; Lumber 1 = -763 LC 8 DOL=1.60 plate grip DOL=1.60 7 =-763(LC 9) 3) Provide adequate drainage to prevent water Max Grav ponding. 1 = 1547(LC 1) 4) This truss has been designed for a 10.0 psf bottom 7 = 1547(LC 1) chord live load nonconcurrent with any other live loads. FORCES. (lb) 5) ' This truss has been designed for a live load of ,,Max. Comp./Max. Ten. - All forces 250 (lb) or less except 20.Opsf on the bottom chord in all areas where a when shown. rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. 1-2=-2931/2728, 2-3=-2723/2615, 6) Provide mechanical connection (by others) of truss 3-4=-2578/2560, 4-5=-2578/2560, to bearing plate capable of withstanding 763 lb uplift at 5-6=-2723/2615, 6-7=-2931/2728 joint 1 and 763 lb uplift at joint 7. BOT CHORD 7) This truss has been designed for a moving 1-26=-767/794, 1-27=-2376/2690, concentrated load of 100.01b live located at all mid 14-27=-2376/2690, 14-28=-2376/269p, panels and at all panel points along the Bottom Chord, 13-28=-2376/2690, 12-13=-2376/2690, nonconcurrent with any other live loads. 12-29=-2480/2951, 11-29=-2480/2951, 11-30=-2480/2951, 10-30=-2480/2951, 9-10=-2376/2690, 9-31=-2376/2690, LOAD CASE(S) 8-31=-2376/2690, 8-32=-2376/2690, Standard 6rwr•nnSenwerdrreneltz'la tact n!s8{srlllljasu( IIN a(wrIcls(aslDxi Kim z(Iraktr AIa'Ins. rer44dp pmndas d«dedesaNshms DlpDreey(Ir4 ed Oa Idsurl.T.esD!,LI.Id.., Slsl kkenee. ad!" di-ise Odd a A IDD,r!I ViTekue�mrr,tlesm,yl,eanrrtenDl,kdiLIse lrrtsDrop boster(ee,SpNalfid n,,7tadIsur1DOnpresedsse-r.sdnlprd:s,oedlge:rll9rvipwiltnt rofhS..sdrlsa,�lTrnsepmdseat IDDedr. Her lnl.Its (npnrmpma.Isdxgmenn;,:dae, Anthony T.TornbolIl,P.E. dnediis Foss Sr ,11.1141 is Is. "'pul N ll ar d.".iIO-es rS3md ref 1, de ldbi Deoprr,m he rinser d to lo,is1;uEpm l0, End Wfin We It4ll M le. III hel ell d61 Inis. W'd'!ISA.4,4 vipe. W191hel tdTlnil ddtle Ita nesp AIiI If s 8O083 I IN lsltal Des�Ia: ed Oa:mll. III Is set ffiieTDDM lit poelnes.1ridnndit! ldhr(eapsa:d Sdetr I*aetus.W, IINnW Ir IA dSKA ueref—dler purl sfsset Tn1 Mess ilrupm:IlnnIII dunef1eLns Duper,L6S Deep 6pier ma Terse chid"", Weis 4451 St. Lucie Blvd. 13lMuldind ira Of:M lged eplivnae Is tit pdnimdsei Tit Inert Cmp Erueer is 401 li libit DISIper.rTnls S)VlaE.ymerdcs1$0syFort Pierce, FL' 34946 CoPyrighl©2016A-]ioefliusses•Am aayLlamboUld.E. Reproductionoithisdocument,inanyfarm,isposbibOedwithoutthewrittenperminionfromA-1RoofTrusses-start Tomb 111,1`1 Job Truss Truss Type Qty Ply WOPDTBA2U A05 Hip 2 1 A0112622 Job Reference (optional) Run. 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:3 '2018 Page 1 L ID:Y\tniX9dOpMJDDYPjuDgSKz?7Ey-lb?IT70laTgYtglni5ZFLcglVo6pJeguDyHbuOynEl_ 9-7-14 15-0-0 23-8-0 2g_0_2 37_2-0 9 7-14 5-4-2 8 8-0 5- 8-1-15 5x10 MT20HS= —r 5x8 = 1.5x4 II 4x6 = 3x4 = 4x6 = 3x10 = 3x8 = 6x6 = 6x8 II 7-10-14 6-7-4 Dead Load Defl. = 5116 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.25 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.5210-11 >846 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.11 7 n/a n/a BCDL 10.G Code FBC2017frP12014 Matrix -MS Wind(LL) 0.40 11-13 >999 360 Weight: 183 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except' B2: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6: 2x6 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-12 oc bracing. WEBS 1 Row at midpt 3-10, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 1540/0-8-0 (min.0-1-13) 7 = 1415/0-8-0 (min.0-1-11) Max Horz 1 = 135(LC 12) Max Uplift 1 =-747(LC 8) 7 =-683(LC 9) Max Grav 1 = 1540(LC 1) 7 = 1415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2931/2757, 2-3=-2559/2502, 3-4=-2384/2439, 4-5=-2556/2492, 5-0=-2986/2781, 6-7=-1325/1357 BOT CHORD 1-20=-848/803, 1-21=-2446/2687, 13-21=-2446/2687, 12-13=-2446/2687, 12-22=-2446/2687, 11-22=-2446/2687, 11-23=-2031 /2409, 10-23=-2031 /2409, 9-10=-2501/2761, 9-24=-2501/2761, 8-24=-2501/2761, 8-25=-607/603, BOT CHORD 1-20=-848/803, 1-21=-2446/2687, 13-21=-2446/2687, 12-13=-2446/2687, 12-22=-2446/2687, 11-22=-2446/2687, 11 -23=-2031/2409, 1 0-23=-2031/2409, 9-10=-2501/2761, 9-24=-2501/2761, 8-24=-2501/2761, 8-25=-607/603, 7-25=-607/603 WEBS 2-11=-374/489, 3-11=-211/447, 4-10=-243/459,5-10=-477/580, 6-8=-1900/2165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasa=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (env5lope). 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 747 lb uplift at joint 1 and 683 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 6eug tlnse HmgNrmir•tk'4d I06's f1 Si81 iittfCl6[6Htt ltlYS t [OfPAIIClS CIS19M.j aGil?S.telC ,E6iYEXi Ixa. ie!el ntlp rnradm d!edeslK ut�t liens iergv )rningEl[v; ui IN 10k-rl.lesWL U.Id-99HIM t ns. Od:ss Hh!ri!e AAd nMeTOD,uti Wratuu!mrr'T.n:unwe!renra:tsouk.a���!et!�!Dnyrup�x(<:.sta;wqt.en!r;n,s•�nntToonpe:!u!R�p�:ean�rrd:!anar�K�rgn:rn;�marronsr t!::�<�nr:=�eTn!:e:P;menne iDD nh, e�tul:li. iw les!ro nnopna<.bd:e7cutimn.smAilry AnthonyT. Tombo III P.E. cd nedris lmssfirtg tdlGtris Ke rzsruuylu.ACe P.ut.deD.uised.��'ndt}sl rat lelGg Milnr,utkndnl0lh!IK't IItal9ehedlsXzgnh nd tnl.Rt glmddlk lDD nln.6eBuedHt inss,ud!tig1.�9iw}t1!gt,bmgei!t nd krtig stilts lre n!rrtie6hJ Y ' ' Ih lase Oesi Mftt.'1a1t. An nls mats Ab Wtsl lit owsa! i1!WS.hs!pdb. rte mSA IimW @Gsidi IA nI SM oerele1— tx mat dace. lYrl k:unZ. a,mes rsd&a!s at�!TmsDrsilta,llns Dr€la ug>:erml loss paudtnn'ns 4 80083 r sm r 1' i p+ m im9r T to mrr 4451 St. Lucie Blvd. e3t!srlst ltOtttlseGri�tpeKaNtu�rrmor lydirm:!s ladni ReTnu DtAa E!Iitnclse6fCe liLal Dngan,uTnss slslm Eyh!e etal lalA>1. Ncgyn!dlmnsemd!fnllaRsl. Fort Pierce, FL 34946 toptrighl02016A-I loaf Lusses-AatbacyI.Tombo111,P.E. Reprodulsi0oofthisdorumenbincoy Win, ispl0hibiledwithculthe wrivenpermissionfrom A-1RaelTrusses-AathanyT.Tombo111,P.E. Job Truss Truss Type Qty Ply AO112623 WORIVEIA2U AO6 �jip 2 1 II Job Reference (optional) Run: 8.210 s ay 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:37 2018 Page 1 9-4-14 - ' 1 7-7-3 4-8-0 7-7-3 7-10-13 4.00 V2 5x8 — 5x6 — Dead Load Defl. = 3/8 in - 3 4 6x6 7x10 MT20HS-- 2I 5 N 2 1 1 6 o G 19 20 21 13 12 22 11 23 10 9 8 24 7 1.Sx4 II 4x6 = 3x4 = 3x8 = 4x6 = 5x6 = 10x10 = WO= 6x8 11 1-6-0 9-4-14 17-0-0 21 8 0 29-3-3 37-2-0 1-6 0 7-10-14 7-7-3 4 8-0 7-7-3 7-10-13 Plate Offsets (X Y)— [1:0-10-0 0-0-21 [1:0-0-12(1-5-121 [2:0-3-0,Edge], 13:0-5-8,0-2-81, [7:0-3-5,Edgel, [7:0-1-12,0-0-01, [8:0-3-0,0-1-121 LOADING (psf) SPACING- I -M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 �1.25 TC 0.87 Vert(LL) -0.30 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL BC 0.98 Vert(CT) -0.66 11-13 >675 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017712014 Matrix -MS Wind(LL) 0.48 11-13 >925 360 Weight: 187 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T3: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 30 *Except* 1-20=-836/802, 1-21=-2537/2749, B2: 2x4 SP No.2 13-21=-2537/2749, 12-13=-2540/2749, WEBS 2x4 SP No.3 `Except* 12-22=-2540/2749, 11-22=-2540/2749, W6: 2x4 SP No.2 11 -23=-1 856/2215, 10-23=-1856/2215, WEDGE 9-10=-2617/2841, 8-9=-2617/2841, Left: 2x6 SP No.2 8-24=-551/542, 7-24=-551/542 BRACING- WEBS TOP CHORD 2-11=-640/748, 3-11=-266/435, Structural wood sheathing directly applied o 2-10-4 oc 4-10=-287/439, 5-10=-746/850, puriins, except end verticals. 5-8=-19/261, 6-8=-2068/2306 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - WEBS 1) Unbalanced roof live loads have been considered 1 Row at micipt for this design. 2-11, 5-10, 6-8 2) Wind: ASCE 7-10; Vult=171mph (3-second gust) MiTek recommends that Stabilizers and required Vasd=132mph; TCDL=S.Opsf; BCDL=5.0psf; h=22ft; cross bracing be installed during truss erection, in Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) accordance with Stabilizer Installation qUicle. and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members REACTIONS. (lb/size) and forces & MWFRS for reactions shown; Lumber 1 = 154310-8-0 (min. 0-1- 3) DOL=1.60 plate grip DOL=1.60 7 = 1418/Mechani I 3) Provide adequate drainage to prevent water Max Horz ponding. 1 = 149(LC 12) 4) All plates are MT20 plates unless otherwise Max Uplift indicated. ,1 =-734(LC 8) 5) This truss has been designed for a 10.0 psf bottom 7 =-670(LC 9) chord live load nonconcurrent with any other live Max Grav loads. 1 = 1543(LC 1)� 6)' This truss has been designed for a live load of :7 = 1418(LC 1) 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 FORCES. (lb) bottom chord and any other members. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 7) Refer to girder(s) for truss to truss connections. when shown. 8) Provide mechanical connection (by others) of truss TOP CHORD to bearing plate capable of withstanding 734 lb uplift at 1-2=-2990/2843, 2-3=-2397/2364, joint 1 and 670 lb uplift at joint 7. 3-4=-2196/2336, 4-5=-2385/2356, 9) This truss has been designed for a moving 5-6=-3064/2887, 6-7=-1336/1368 concentrated load of 100.01b live located at all mid BOT CHORD panels and at all panel points along the Bottom Chord, 1-20=-836/802, 1-21=-2537/2749, nonconcurrent with any other live loads. 13-21=2537/2749, 12-13=-2540/274A, 12-22=-2540/2749, 11-22=-2540/2749, 11-23=-1856/2215, 10-23=-1856/221�5, LOAD CASE(S) I Standard Vacap i!!vee ksit}n,te tW'biU>F i1CS�ES{St1(rl'(..EaFUt iRVStrCt0 tr3tlS:ESfCo; tURI"tReOn[D'ele5r fra P,Id?lte!eMyrinr!as tel,n41dF4NdtiSrmeCteire ktrig(DCIWee ec4alT.fiaet (L H. lee ishilief e,a. Cr'r:s san.ist Veil mat P a¢ briFt+asseda 11¢les st,rl,+ftdtor&I[?'hleF As I'I bnimie;iun(it.,Srt:a: 'irya}Muducrl CrtperosmemtM¢�+✓»Mess§e¢nyveriq�in}vaulJrter d!Lcipdro ti>aleiretsle?'u^elnRtPC rtl., exlelerL Tulesiposrsy:sm,sd, tx:�aut;rE Sh Anthony T. Tombo llI, P. E. ec[ge tlAfirrat lei Q?Ix'fq tittneras !} dle, gbCeUxeeis e.d¢unl gwsists!&lt4( ,IsS, iceeac! Ih I14et 6( riat rKOm4al rrltm PM. fee gpetAdwe r;*1¢vl,:}bell neHRt Tnn; udr gbailnl. seneyt,ke 'daeed kncp s4e➢le Ps rnµ+rdl}e! T80083 ' 6,b,UulDdipilF4@rsu44451 St. Lucie Blvd. Atwr ttelml?durchpulgw4Fort Pierce, FL 34946 Upyrigh!02016A-I Roof Trusses •Ari41ory1.lombo111,P.thFicdovionel!iisduumeat,inany form, ispioltibiledwittoullhwridenpermiuioufrom A-IRoof Trusses Art6ony1.lomboHI, P.I. Job Truss Truss Type city Ply WOPDTBA2U A07 Hip 2 1 A0112624 Job Reference (optional) Run: a.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:39 2018 Pagel ID:YVniXIfdOpMJDDYPjuDgSKz?7Ey-vMEoJURpeiB_LI2ZxxdBVS?_OPVyFRST8aFpOnynEkw 19-8-0 6-83 12-1-9 1930 1 2838 37-2-0 633 'S7 6-10.7 04 0 8-7-8 8-10-8 0-4-0 5x10 MT20HS= 4.00 12 d! Dead Load Dell. = 7/16 in l� 0 3x8 sx4 = 4xti = 3x8 = Us = 6x6 = 10x10 = 7x8 II 1-10-0 19-8-0 1ti-0 8-10.3 1930 1 28-3-8 37-2-0 1.6-0 7-0-3 10-1-13 8-7-8 8-10.8 04-0 0-4-0 Plate Offsets (X,Y)— [1:0-0-8,1-5-4] [1:0-3-14 0-1-81 [3:0-3-0 Edge] [8:0-1-12 0-0-01 [8.0-3-5 Edge] LOADING(psf) SPACING- 2-0-0 CS1. DEFL: in (loc) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.32 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7711-13 >576 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.47 11-13 >945 360 Weight: 183 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. WEBS 1 Row at midpt 4-11, 6-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1543/0-8-0 (min.0-1-13) 8 = 1418/Mechanical Max Horz 1 = 165(LC 12) Max Uplift 1 = -716(LC 8) 8 = -651(LC 9) Max Grav 1 = 1543(LC 1) 8 = 1418(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2944/2861, 2-3=-2849/2769, 3-4=-2804/2781, 4-5=-2196/2246, 5-6=-2218/2232, 6-7=-3049/2920, 7-8=-1325/1391 BOT CHORD 1-20=-850/831, 1-21=-2563/2691, 13-21=-2563/2691, 12-13=-2440/2614, 12-22=-2440/2614, 11-22=-2440/2614, 11-23=-2636/2820, 10-23=-2636/2820, BOT CHORD 1-20=-850/831, 1-21=-2563/2691, 13-21=-2563/2691,12-13=-2440/2614, 12-22=-2440/2614, 11-22=-2440/2614, 11-23=-2636/2820, 10-23=-2636/2820, 9-10=-2636/2820, 9-24=-635/627, 8-24=-635/627 WEBS 4-13=0/285, 4-11 =-739/889, 6-11=-927/1043, 5-11=-752/884, 7-9=-1998/2198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. III; Exp C; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 1 and 651 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A`naaD Piroi!.s:}Lhnllt>:fit 1.7HTFIRME(ii((!.l';,e�tNl70kitiC4DireDS(DilDM;'tDlB`H[sDiltDE4!!8'h:a. ierh ttapPrl'sl:us Krr/d wtsKt�s rmsDrsyskniq;fp[te1"e lttkya i.ItaN Lt,F.Llt`xentisld ldnertt. k'rss!senist cClEle4s 7DD,u¢ YiietlsalGn press sseDs! IsetMh: ( h!e tc7A is n lass Crsim Eay�:n;u..Sa!!>ig EsaaesLMl sedK aq ID➢nxlsess m crgtx d it f�IMshr>tr4oeerirg«srsasl `e!tlf de itdp d 5t 9fal! rn:t laCeeK�e1DD Iltr, KIM Iffl, rx t!!Ip KirE}`d0{: lia:3g RS1Kir!Pk$-:`ah i Win ins$hl arkr*bJ1'&nsfAi:Wt Or Q�tl,Gt DTK�t ot1radyst ub h9 hr"twodaf it di lttld+t lnd slilr lie mllPIA, TMo nrddAlti-9ldRsnellnldde Trns; nrts;s Autlh.sM e, e:.t"e�wdd Atlthony T. Tombo III, P.E. Zt a ►, 4 w! rf a a ? ngsie117sA!ntpKiiilsrd 80083 te(16geod P1(100rgtdg.4Klqo'bITFDW&plmmfins Drsipl-f tIS131 slmllsdl}hf!!s<aw{i`SDpdissell,•li eli9CA¢l tdnnn!!n polel adlanl.ri1TkLtsriestyxniiF xoll,7asdhllnss Yups,tlns Mnp 4plw nl rrnsNnrhGru,�us 4451 i Lucie Blvd. Nn+iu Odcll Ir 161hr.11pe<I qK 4 n=_�q kr s1 amms hale/. (4 Lns Drip FlFate Is tDt 614H g DrdpK,n inss (plea [ghea Aa(!lDiq. 17 Kfihlhd bras srus I!(aa! is i81. (epyligh102016A.1Pact lrusses-AnthanyLlem6e111,P.E. iepledudionofibis dommeot,inany form, isplohibitedwilhoanhewlinonpelmissionlromA-IRoof fsusses-AnthonyT.Tomho111,P.l. Fort Pierce, FL 34946 Job Truss Type Qry Ply Truss A0112625 WOPWBAW A08 Common 6 1 Job Reference o (Tonal nun: o.Z lu 5 may to eu to rant. 0.e eu a ' 6.8-4 545-5 7-2-7 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:41 2018 Page 1 iDgSKz?7Ey-sIMZkAT3AJ RibbCx3Mgfat4KtDBQjLymctkw4fynEku 4.00 F12 5x6 = Dead Load Deft. = 7/16 in 5 5x6 WB� 3x4 7x10 MT20HS-- 4 6 1.5x4 Q 3 CC 2 W3 5 7 W1 Pi =� V io G 19 20 21 13 12 22 11 23 10 9 24 8 3x4 = 4x6 = 3x8 —_ 4x6 = 6x6 —_ 10x10 = 3x8 7x8 II 1-10-0 1-&0 8-10-3 19-4-0 28-3.8 37-2-0 1.6-0 7-0.3 10-513 8-11-8 8-10-8 0-4-0 Plate Offsets (X Y)— [1:0-0-8,1-5-41, [1:0-3-14,0-1-81, [3:0-3-O,Edgel, [8:0-1-12,0-0-01, [8:0-3-5,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) -0.32 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.77 11-13 >576 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/T 12014 Matrix -MS Wind(LL) 0.4711-13 >945 360 Weight: 183 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-14 oc racing. WEBS 1 Row at midpt 4-11, 6-11, 7-9 cross bracing be installed during truss election, in REACTIONS. (lb/size) 1 = 1543/0-8-0 (min. 0-1�3) 8 = 1418/Mechanical Max Horz 1 = 166(LC 12) Max Uplift 1 =-715(LC 8) .8 =-651(LC 9) Max Grav 1 = 1543(LC 1 _8 = 1418(LC it FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2944/2861, 2-3=-2848/2769, 3-4=-2804/2781, 4-5=-2184/2235, 5-6=-2205/2220, 6-7=-3049/2920, 7-8=-1325/1391 BOT CHORD 1-20=850/831, 1-21=-2563/2691, 13-21=-2563/2691, 12-13=-2440/2614, 12-22=-2440/2614, 11-22=-2440/2614, 11-23=-2636/2820, 10-23=-2636/2820, BOT CHORD 1-20=-850/831, 1-21=-2563/2691, 13-21=-2563/2691, 12-13=-2440/2614, 12-22=-2440/2614, 11-22=-2440/2614, 11-23=-2636/2820, 10-23=-2636/2820, 9-10=-2636/2820, 9-24=-634/627, 8-24=-634/627 WEBS 4-13=0/285, 4-11 =-754/91 1, 5-11=-771/900, 6-11=-941/1064, 7-9=-1999/2199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=171 mph (3-second gust) Vasd=132mph; TCDL=S.Opsf, BCDL=5.Opsf; h=22ft; Cat. III; Exp C; 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-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 1 and 651 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Itntag •F"son Ss!sz}VT:eR+tL'S; lG9TII16S8; S8?0'� eEtELII I:ti!S t (CtRrt7rSt0STC� (tU!fl" ARt1ttE0Ett!51'tzra rud!ttu�prnerer W Teti uns n tUs'rv,s liege kalq,�'iOP,t daa tUim11. b,h n1(f.lEotueSLet {e6rt tu. WASS c5ercisi s'CNmro+150.!dJ NiTetsaaester(Ides tlta se tsedfa9e It;Ishkot dkilTr It, t l"„ MthotyT.Tombol[I,P.E. ene:e r SagG"-tn:ptdtf?�dUe C.n!,Ge OrxtS tw{xsdtpda�k?�tLk!�.a.hle!a„tCt!Itr llLtte 6Cd;�lxdfnl�tl!tltaltilA. Tle gPtrd:4�i'ltd try luUtfld@tlnx�ue!ws�trtluE.tMge, tf?edegl knit' ttdl le Pt mru!&ilryd -80083 ' Ilt hillltl P!Slpel nt lltafas. llledn ul OitrlC-00cltte prCtll iN{YdF'Fltd Gelr.'Gg(asittttl SC.yMe!5lip{Z:(;!()t1i3tlhlti td StlA ttnderet(ftltr six6l piitdr.i!nd?'Ae41ie!iirA1!RiI-`.eeMlaineltie Tine A::nx, itnefrvp hSuw tel init Nadtha,awu tRn.ist dt'rul {rt Lahti taeN.µt4of {r opfirs holed. Rt loss Itsip fi_ w Is UI fit tdUaq Wsiptr.a Tnu SpIn Igirerel n; 106% Al!rydhA Ira? at a Nutt u 141. Fort er , Fl. 3494 � Fort Pierce, FL 34946 Eepyrigh02016A-1Roof Tmsses-AloayLlcm6oIII, P.E. Reptcdunienoflbisdotomto,inanyfarm,ispschibiledwilkoulthewtitlenpesmissionfromAiloafbasses-Anl6anyI.Tombo111,P.E. Job BO2 I MONOPITCH A0112626 10 s May ,X II MiTek 3x8 11 6x6 = LOADING(pso SPACING- 2-10-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.34 4-9 >426 240 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.68 4-9 >214 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 4-9 >999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD 2-0-0 oc purtins (5-11-7 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing REACTIONS. (lb/size) 4 = 584/0-2-3 (min. 0-1-8) 1 = 778/0-8-0 (min. 0-1-8) Max Horz 1 = 347(LC 8) Max Uplift 4 = -367(LC 8) 1 = -333(LC 8) Max Grav 4 = 584(LC 1) 1 = 778(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-698/652, 3-4=-139/291 BOT CHORD 1-11 =-712/276,1-12=-980/668, 4-12=980/668 WEBS 2-4=-716/1101 NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=22ft; Cat. III; Exp C; 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 atjoint(s) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 4 and 333 lb uplift at joint 1. 6) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 Aug 16 15:53:4Z2018 Page 1 Dead Load Defl. = 5/16 in PLATES GRIP MT20 244/190 Weight: 54 lb FT = 10% Ke�eiq-dieuertaeslHrr!!ie!rlt:'8d toe nnssi uuEt} 6TtEl.[ fEt11St (ui�llo0 (DSlori{tot7jlntoE,fCS4Etli' less: Ydrop taeadm esl«d estss p tas Bess Desls Dsnrig In4) W Ile leyse/1. TtaJsg; dl.Iduene Aed tn� nt, odes stFenin sld4 esHr 1➢D,wlp eoTekmu!«rt:eks s6i;�out 6s netoD lak MIL sse Lon Desys hprxe¢e,5}<7eodtipu!,"�!sedn«TTDD repeseut«a«;rasdlu tr>Insleedegss!1sg«ynslNliry3:mdssg.,si IN sa,ieTnss Lr�!drztlelDD eslT, uferidFl.lte{ltipss«apue�.6de7«stin«s, nlldllry Anthony T. Tombo III, P.E. rdesedais Toss5req tsitdq¢lie«sdxutilb dCtOnrr.lEe Oauissd sudepa e:«e tetlug Desitn5mtlrsnlssldNu lK,dsn:«d Ne lsd laYrg nle ¢d MI. le gTmu dsle Soo IThI11ue eftit inss.ud,agk�uy m.rq,,1,09,«s udt«(al sliltEs sy srtwtil�!:ry sl ETomb ' IMla4atDeslSu!WOaast+e!.80083 tAaasstlw,hrteloD«Itieiimisesmlpildnssd«spddq(o¢pamsell U:meme(t(SI}ielloMdbTnoslS(UmerddesadMpmalphenstlrrlh3«tss«spa�Sdaesuddn:se'y!TlruMsipv,LetsDn(sEspuusadto!sPaserr:««s,a:ess dd51St.Lude8lVd. eau inlsliesllroCenxdepeesemus«�gtodlpmssins6ei Re hors Deslisf*uerisNOT b1A1alDenpn,.,T:nsSMaEguure'arSsd9g. Illcg uelkravooslJnellan{L Port Pierce, R Blvd. toppigh 02016A-1loaf Times- AathonyI.Tomho111,P.1. ReptodUCianollhkdommenl,inCry firm, isprohibbedwi6cotihtwrinenpermissionfrom A-IRaolhasses-AothonrLTomho111,P.E. Job Truss T�ss Type Qty Ply A0112627 WOPD-TBA2U B03G MONOPITCH GIRDER 2 2(optional) Job Reference o tional Run: 8.210 s rvtay 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 16 15:53:44 2018 Page 1 ID:YVniX9HOpMJ DDYPjuDgSKz77Ey-GK2hMCVxTEpHS3xWkUDMCWizFQlxwlHClryah,ynEkr AS 10-8-0 MUS26 MUS26 3x6 11 MUS26 5x6 = 5x8 I I MUS26 US26 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.07 5-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' W3: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied o 5-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b , cing. REACTIONS. (lb/size) 1 = 3314/0-8-0 (min. 0-1 5 = 4520/0-2-3 (min. 0-1- Max Horz 1 = 213(LC 4) Max Uplift 1 = -1554(LC 4) 5 = -2195(LC 4) Max Grav 1 = 3314(LC 1) 5 = 4520(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 ,when shown. TOP CHORD 1-2=-3118/1368, 2-3=-4869/2257 BOT CHORD 1-13=-2271/4567, 13-14=-2271/4567, .14-15=-2271/4567, 6-15=-2271/4567, 6-16=-2271 /4567, 16-17=-2271 /4567, 5-17=-2271 /4567 WEBS 3-6=-1567/3467, 3-5=-4936/2454 NOTES- 1) 2-ply truss to be connected togel (0.131"x3") nails as follows: Top chords connected as follows: 2 , 2x6 - 2 rows staggered at 0-9-0 of Bottom chords connected as follow staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 or less except lr with 10d - 1 row at 0-9-0 oc 2x6 - 2 rows lw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1554 lb uplift at joint 1 and 2195 lb uplift at joint 5. 8) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Use USP MUS26 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-2-8 oc max. starting at 2-2-12 from the left end to 10-5-4 to connect truss(es) A06 (1 ply 2x4 SP), A07 (1 ply 2x4 SP), A08 (1 ply 2x4 SP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 5=-1406(F) 13=-1398(F) 15=-1398(F) 16=-1398(F) 17=-1398(F) PLATES GRIP MT20 244/190 Weight: 127 Ib FT = 10% 6nury.!basefiuu7Nrrelit.tTie'ld IDOi nB56(min 6EFnl[TEW8(DFrlNDi3 CJS10kj ipr])lCIL7CG1 u;NEN'bm-ie 7tup{ulaeltn ead ued e?iu oo tlislmtDu yn 9rniy p[4;MIN 1r.Wrl.Ttsu CL 1.Lrdmm4nern4,tnt. Uesi Etienist ded WWOD'%' U1TekmrteNt7!Y.0 tIN;F. tultuut lDDfiklNd lslLass Desl7lbpuRjte,57e;1lll7 hdxM?t•dnu71DD!e7lesetlsntmprsRNlu prN:tslud eep E?nl7 rgnsllOd7'lt nt lu:LENIG s3�eTnss L•ryR!IrtfielDDoil7,nda1?FI. Re Lti7i KfiR7111C.bd57Et1ilLlC. fiO01D] Anthony T. Tombo Ill, P.E. Hue dfiis ' inssh!l7ldtiitg islMus{miF1llDpdueOnn, ale 0.sisran�:d rce l;ik Whi Desi[nym Lk luRitNht NL:is WsslfitWe lAnaltuiMI. Th tp-1911, TOD ul nr Miss, dfil Tnu.b!btiq iv44 4WMN?!ld Wm7 iliSNM respvill l v80083 Ikl{zI!rl7OSS�g,'4!ld rhl:lf!!. All 9RSiSl Oil A fitTDO W I:117f%[IRSHiplllA,?SOit! rH1ki(sev.!dS&T,T71 NI Stu .!afu!Yel Eel 1e 1pl.mTrA dipS�?ftl{YB:In's RIEr.IY YI?T!,ss DIN71N,I!ns Otl!{S rt7i-W loss hult'nu,taltss 4451 St. Lucie Blvd. tSEMu1tNlel 1poG9:Nlpedipl b+rAAq tpol{tn:u iEtcl!el neTnsE Gui�E?7ilen6lCr[e{afa7 Du,7au,rtTnss STs!a 67fien dop l.il8>f. All tq uRdh!RE ueuletadbn41. Fort Pierce, FL 34946 • (opyrighllD7016A-ItealLRsses-An<hanyi.Tom6oIII, P.f. Repmdu0ianofl6isdommen6inanylorm,ilpmhi6iledwit6a[rlthevrittenpalmilsianhomA-IRcolLenes-AotM1cnyLTemhnlll,P.f. Job Truss Truss Type Qty Ply , WOPDTBA2U CA Comer Jack 8 1 A0112628 Job Reference (optional) Run: 13.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:45 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-kWb4ZYWaEYx83D WilSkbljFEUgjLfM 1 MW Vi7DQynEkq * 0-11-11 0-11-11 STRAP WITH LSTA12 8 2x4 = 0-10-14 020-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 n/r 90 Weight: 3 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 0-11-11 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 uide. REACTIONS. (lb/size) 2 = 0/Mechanical 4 = 75/Mechanical Max Horz 2 = 346(LC 25) 4 = -346(LC 25) Max Uplift 4 = -80(LC 8) Max Grav, 4 = 139(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/328 BOT CHORD 1-4=-346/341 NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. III; Exp C; 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 80 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Cady tlesv da,gdlrniestk'FI 108E f17iIBj SflIRj Hi91:1}2NS8rPrallGrS (7f70Y,s`BllB;tCltCa'.Fu511FMi In�.(erE{deLprutadns ed reel nNnat'icLns getSnOnriylRd; W h Ad fl.iskCl, ftle ae Gnl bs`.taas. Udnsgla+ise odd ntlel➢losi} Ylitttueedsq!M sbiies nelbras lBDloNnliL lseLns anlp rspeer{Le,Ssea!B(FMnx;d: uduw11ia0 repesMsss ete tAs4 psfnsintlsr{er;he rsgsssiiltari:NNsipsl tkesrtdelnss elri!Id seaeTOD a¢, atnifFl.ihM'pmuaasn.6dsT tnemsss. teildla'7 Anthony T. Tombo III, P.E. rdnedsus Tms5,.114.1 is ar lesplultilry tift(Nmut O-lseaImslyt9alit 1061 Dbl;"". NngsnA li, Kilt O:altle brd b Iii We.1 MI. lbe Qimid Its 100 0 MWillmdots Tnss.i J,6sN.64rtrge, ImbUmn nd Wag SK h ss ee!rme0:lard -80083 ' Rs{;rie79ei;cr.df�rsnr.,lPu!essdal4M18D ea de rsm¢es®lpii:Inu sfsl:{alaq(earss�Sslsry l>rornmss{trSl; pNislidCi Rl sat s{(A uesefnexe96r pxN plase.lY.I p5nsassnpmiSJreseddu d!!1lns0esirsn,LessOes:p Fsgcernsrnss Miurlsh�er, a'ea 4451 St. Lucie Blvd. de,th,trfi,dbrobsl:sd,ped,N, b vdoy 11 dl rattt unfsed.TbeT.ss Calm Eylsto it NOT rsWb70eslT+e,Irinss SMI bpttef,.1 WSst, lllrgldndbms ae as kid 1,111-I. Fort Pierce, FL 34946 (oPlTfight(02016A-Itoolhusses-AnlboayLTomboIII, P.E. BepsodudionoE ibis document, inany fork isprobibWwithout the written pesmissionTom A-INoolTsosses-AnthoayT.Tombo111,P.E. Job Truss IFuss Type Oly Ply WOPD+TBA2U CJ3 Comer Jack 8 1 A0112629 � . Job Reference o tional Run: 8.210 s `May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 16:53,47 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-hvjq_DYgl9BrJWf5Pcn3g8KKdeN_7GWf_pBEIJynEko 2-11-11 3x8 11 2-2-0 2-1 M LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fT 12014 CSI. TC 0.21 BC 0.22 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Vert(LL) -0.02 4 >999 Vert(CT) -0.02 4 >999 Horz(CT) 0.01 1 n/a Wind(LL) 0.02 4 >999 Ud 240 180 n/a 360 LUMBER - TOP CHORD 2x4 SP No.2 3) ` This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEDGE Left: 2x6 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 4) Refer to girder(s) for truss to truss connections. 2-11-11 oc Structural wood sheathing directly applied o�cing. 5) Provide mechanical connection (by others) of truss purlins. to bearing plate capable of withstanding 53 lb uplift at BOT CHORD joint 2, 57 lb uplift at joint 3 and 227 lb uplift at joint 1. p Rigid ceiling directly applied or 10-0-0 oc br 6) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid MiTek recommends that Stabilizers and reiquired panels and at all panel points along the Bottom Chord, cross bracing be installed during truss erection, in nonconcurrent with any other live loads. accordance with Stabilizer Installation quibe. REACTIONS. (lb/size) LOAD CASE(S) 2 = 3/Mechanical Standard 3 =-1 Mechanical 1 = 240/0-8-0 (min.0-1-8 Max Horz 1 = 59(LC 8) Max Uplift 2 = -53(LC 26) 3 = -57(LC 26) 1 =-227(LC 8) Max Grav 2 = 20(LC 28) 3 = 98(LC 29) .1 = 326(LC 26) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=171 mph (3 ,second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0-18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C iC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% Ir"o'l- Fit tseIi—1 lr 10"W14 ICC. filsTS(S(Orll 6(ARA Tim i (DACANCAS USIRC11137IMCI MYEA. Tnz yerdy drsip yelaJen Rd mdedn ntas Dim l ivi vi at, hti flf. Terisnl r.(.Idaeae Slit t45oe rss. Ddess dkniu Yrld reNelDD,sa'y YlTrkmetart�x'es sld:hrNMlh 1]Ouk��!sdiL Aselrns Deslp Enron(I.e,Sp:uArEMun;,tla ndnuyTDU repnMsumepa:edDepinllntlergierUantryulnaj'e!IU ingaellFtss�e Trrsi!pndn6, TDD alit rAff110. T&bstip nw.;t— Isn't,urhnnf. srAdllry. Anthony T. Tornbc, III, P.E. rd nedNls lnst5nry rgllia is OemlaaWl�dtae0nt6Ye Crnitrakrird yt9 r:IH IdBog Oesila!,mlSe nehddlSr lK,dslS(slrlel"bTigsdt M. lirgpntidlb TOWnyhelnt dee lmtlodrtini�dln s%re(e.tatelm. od wrtirg slYl to Pa rrpotow,ryrf z80083 I as ridrgDesire! rd(ettac,ill u'as stj+r.IDD Rd I'm Imn's oil rldues.ltis ptl8q(erlenn Seel lirmntin{t(Srjr.NulKIr IN rdslunerdencedSspeaelpAaa.le,l hiraxenspa:llrrstt0E+a!sM7eLm Doper,lms Pesn Ei7fcnofTna YmAr.!nes, w'ns Y.Esnrisr lsli+d lraGA:m t7rtedrpr a vriAti lydl pa:n lerzini TitTnss fmp:sginn is ACT Ce Wiq Ompey n Inns Train biinee ro( Wiry EII ¢i1daNN!os ne m doted nlr(I. 4451 Lucie � Fort Pierce, 3494e, FL 4946 Copyright 02016A-IRoolhosses-AnlbanyT.Tomha111,P.l. Reprodattion of this domment, in any form, is prohibited without The wriffen permission hom A-1 Rcof Tuisses -Anthony L Tombo 111, P.L. Job Truss Truss Type City Ply WOPDTBA2U CJ5 Comer Jack 8 1 A0112630 Job Reference (optional) u ti: 6.2 ru s may la 20I8 Print: u.zfu s May is 2018 MITek Industries, Inc. Thu Aug 16 15:53:46'2018 Page 1 t ID:YVnIX9dOpMJDDYPjuDgSKz77Ey-95HCCZYSWTJixgEHzKIIMMtiP2jxsjmoDTwnglynEkn 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.03 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.03 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.01 3-8 >999 360 Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 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 uide. REACTIONS. (lb/size) 2 = 76/Mechanical 3 = 34/Mechanical 1 = 283/0-8-0 (min. 0-1-8) Max Horz 1 = 100(LC 8) Max Uplift 2 = -76(LC 8) 3 = -5(LC 8) 1 = -121(LC 8) Max Grav 2 = 76(LC 1) 3 = 128(LC 29) 1 = 285(LC 26) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=171 mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 2, 5 lb uplift at joint 3 and 121 lb uplift at joint 1. 6) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard saAq-rl!tlenano,lSg!!AtKrrz •sa loot rrassstuuu-I,e[e[u[T[r�sa(ar[musagtoki ana;uuea:[�>xtMrlarn:.tt,�y gaAgtgnaaA!near:aaA!:e,m1T�n1o!>.o�>r�g{T[��e erlWrT.Taaam.[.[.[daeatrg::l:e!e1!. oa:lf anr.mt aAdaentrou,a�y etuwau�ekssSAi'r. minrr4 i]DI,itadii. rsabn1 Design Gglex;l.!,SMcitag 6dn?„n?s!elnnr laa npnMsn[tnpan Ane pd?ssued tqueriq r-sgnulllRrtne tome, IN sapeTnlS L•g^I11nne laU ad?, ealual. Tki!ipnnup es.lted.jathanl,oadary e�nedalis Tnss Et'nE C11 Is tie nlpel ta.dneP.ter, Ike Oaraised:uintr!lu Mldl6eg Designs,atkntlradne ll(,n!I![mine badlaYr?nir ngmt.➢eggmrid nt llr uierg blimrfft,Ems. i0dq tadrug rv,p, iuhlhfiet udkusg sit it ri'ImIM 114"I Anthony 80083TomhIII, P.E. ' I`E.idia enT. ier#&Mmr.AllnhssoonItthMetIh iafins.1 IAu!sdn!tuliie (reneuSA him[Aa't(SI' this&! InWSlfAu!nl!naearn !rid :imelrlat5nsn.ns ilmuniGaesdn?Tllssf4A u,T:nsetr B uu3irnlSpl'm/e.^.Y!ll,n'.i14 '� 80083 f r g ? m r °� 4' 4451 St. Lucie Blvd. entMn IAbr! Igo 6d:m eytslepe a caNg It dl grrts I!fehei Tie inns G11,a [agueerls IOT Gx W2ug Grigaa, nTms Spsha [miner dag INSy. N «p3dadleras ue m deEtd nlrfl. (op?ligbt02016A-IRoof hosses-AnlbanyLTomboIII, P.f.9eprodoaionofibis document, inaoylorm,isprobibitedwithealthe written permissiaoIsom A-IRoof husses-AoIMnyT.Tomb 0111,P.R. Fort Pierce, FL 34946 Job Truss cuss Type Qty Ply A0112631 WOMTBA2U FG03 loor Girder 4 Job Reference (optional) 17 18 4x10 = 5-11-4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:50 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-5UPzdFai24ZQA Og5kKmSnMrDPKOa5gnPuveynEkl 3-1-12 23x4 I I I 3x4 = 7x10 MT20HS= 2x4 11 44x8 = 5 6 7 Dead Load Dell. =114 in 12x18 MT20HS= 4x4 II 8 9 16 19 15 20 14 21 13 22 12 23 11 24 10 4x10 = 1 2x4 II 7x14 MT20HS= 6x6 = 8x14 = 4x10 = �.............., s, , it, t — _ _„ t. ._ _'—I—�. ..... .n LOADING.... (psf) SPACING- 2-M CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 50.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.62 13-14 >438 360 MT20 244/190 TCDL 11.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.88 13-14 >308 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 291 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 2400F 2.0E NOTES- BOT CHORD 2x6 SP 2400F 2.0E "Except" 1) 2-ply truss to be connected together with 10d WEBS 2x4 SP No.3 (0.131"x3") nails as follows: W1: 2x8 SP 2400F 1.8E Top chords connected as follows: 2x8 - 2 rows W2: 2x4 SP No.2 staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 BRACING- TOP CHORD oc. Bottom chords connected as follows: 2x6 - 2 rows Structural wood sheathing directly applied 3-11-6 oc staggered oc. puriins, except end verticals. it Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, a red BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b acing. 2x8 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, REACTIONS. (lb/size) except if noted as front (F) or back (B) face in the 10 = 3121/Mechanical LOAD CASE(S) section. Ply to ply connections have 17 = 2636/Mechanics been provided to distribute only loads noted as (F) or Max Grav (B), unless otherwise indicated. 10 = 3121(LC 1) 3121(LC 3) Unbalanced floor live loads have been considered 17 = 1) for this design. 4) All plates are MT20 plates unless otherwise FORCES. (lb) indicated. Max. Comp./Max. Ten. -All forces 250 (I ) or less except 5) Refer to girder(s) for truss to truss connections. when shown. 6) This truss has been designed for a moving TOP CHORD concentrated load of 100.Olb live located at all mid 9-10=-537/0, 2-3=-12824/0, 3-4=-12824 0, panels and at all panel points along the Bottom Chord, 4-5=-18188/0, 5-6=-19441/0, nonconcurrent with any other live loads. 6-7=-14172/0, 7-8=-13899/0, 8-9=-1074I0 7) Recommend 2x6 strongbacks, on edge, spaced at CHORD 10-0-0 oc and fastened to each truss with 3-10d CBOT 17-18=0/6288, 16-18=0/6288, (0.131" X 3") nails. Strongbacks to be attached to 16-19=0/12824, 15-19=0/12824, walls at their outer ends or restrained by other means. 15-20=0/12824, 14-20=0/12824, 8) Hanger(s) or other connection device(s) shall be 14-21=0/18389, 13-21=0/18389, provided sufficient to support concentrated load(s) J13-22=0/19202, 12-22=0/19202, 2535 lb down at 13-10-0 on bottom chord. The 12-23=017340, 11-23=017340, design/selection of such connection device(s) is the 11-24=017340, 10-24=017340 responsibility of others. WEBS 2-17=-6709/0, 2-16=Of7024, 3-16=-1687/0, 8-10=-6646/0, 8-11=388/0,8-12=01h 18, LOAD CASE(S) Standard 7-12=-928/0, 6-12=-5235/0, 6-13=0/' 780, 1) Dead + Floor Live (balanced): Lumber 5-13=0/1305, 5-14=-1524/0, 4-14=016008, Increase=1.00, Plate Increase=1.00 4-15=-1137/0, 1-17=-304/0 Uniform Loads (plf) Vert: 10-17=-20, 1-9=-122 Concentrated Loads (lb) Vert: 13=-2535(B) vt egg nrott v ay y onto re is 167E EIMES('SEE( i? 6 MEULIElNS t i6n0 rC1f (WON 1j1trR,1 9Kt09tfDS2!1rfira L d tes7nyrtae as eil till me tet}is rota I. result ra.H. idertu! {f t it ut n!. we!7ft is stdN a OtM nla wrtto�t (ties taleeu�� v»nleti mthAuay+dmis,Ittmaiailtitoaei 6tt!,.10111. Anthony T. Tombo 111, P.E. Wait A alc tract in artcb;is�n"O' iw4of siltyD6retr's"i'lltSlidatsl4b;Ns.Vx,h6ttteeda( lit li(,cll U aiW Ind West ct WTH—l. EstgtnN uIbI".1allall Ultra sills Toss, btWit;intluy.'wv: c0sat cad knis( aid it as feipuid-.1 if '80083 zt n2'itt'-iperNshnLt1. Tie insMill fi;w is 101 fitiditiq Msisann Tms Slit.. Eginrdar sulin(. iawie>tuti prat ert rs Meet o tnl. 4451 erc Lucie Blvd, For Pierce, FL 34946 Copyright 'QD2016A-1Root Tmsses"Fnhony,Liambo111,P.E. Reproduction of thil document, in any form, is prohibited Without the traitress permission Item A-1 Roof 1jusses - Anibacyl. Tombil III, P.I. Job Truss Truss Type city Ply WOPDTBA2U FG06 Floor Girder 2 A0112632 2 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:52 2018 Pagt x ID:YVniX9riOpMJDDYPjuDgSKz?7Ey-1sXj2xbzaip8PIY3C9MEXC2EXfzWoP0075u?zWvnl 0-11-0 3x8 = 4x4 = 8 9 7 10 6 11 5 1.5x4 II 1.5x4 II -0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 50.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.05 6 >999 360 TCDL 11.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.07 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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 10-0-0 oc bracing REACTIONS. (Ib/size) 5 = 2555/Mechanical 8 = 2010/Mechanical Max Grav 5 = 2555(LC 1) 8 = 2010(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-594/0, 4-5=-1083/0, 1-12=-337/0, 2-12=-337/0, 2-13=-4266/0, 3-13=-4266/0, 3-14=522/0, 4-14=-522/0 BOT CHORD 8-9=0/4266, 7-9=0/4266, 7-10=0/4266, 6-10=0/4266, 6-11=0/4266, 5-11=0/4266 WEBS 3-5=-3960/0, 2-8=-4162/0, 3-6=-363/3 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-6-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pin Vert: 5-8=-20, 1-13=-122, 4-13=-455(F=-333) Concentrated Loads (lb) Vert: 12=-819 13=-819 14=-819 4x4 = PLATES GRIP MT20 244/190 Weight: 65 lb FT = 10% Ywnp-r:'easet5auirjl.'IrreR>r!}t'AT WOFTIMS Si -I „EJfrttlT9git[Ct07 Jtf:tirOY'MU�:;ROiIID'eY:[I'Ora. rui p;. pxwr!ns nl naluitsxAit inn Desye trrrig(ppfel5:lSIMLFtab IL.P.:.rt.'neea Siedh!nt nt inss'Seris!st!e/n0!1u0, nh xi',eltaaedu rMnsidl le rtdM9e 1[:rtle ss�d 6aiast ges©6iaeupt.Srrrv7[egx46e!rd nay rote�eswsaueltaeONr;atnia�n,m•.usgnsketwlhruhdidpd%v syit Fms lai,^edea 4eMWI, ale 141, lie $si;cumrr�s,!wfial tiu!,!r�c9 Anthony T. Tombo III, P.E. a(a;tdINs inn Ix ai(1F..g is M. mpa: 7d6t C+�s!, ht U+re's t!Csrnlelmuttk !:yde:. ,hha«der.d14t Ir4de 0[adte laal p!!fa3 ceirW7!II, iN aprmd a!ta Pg Wm ddlne0NInn,odds;bad!hr,ShM,'al-Se..1 b!" Sid it ru n!piiiii-j9 zt ow-dMsra�spema!aedrrs ndert�€3[oxeutuSeSry!dnssoeZtgSlliFIWS![lddrditTPld�80083 ilW&I. d0 urilsti:d taa!aenddard it l%14451 St. L.d. Blvd. Fort Pierce, FL 34946 (appigE!' f016A-IRoallrusses�Rrr6aoyr.(cm6oIII,P.F, tep!eduliaoalthis dammeal,ioany losm,isprohibited xitEoullAeesitteapamissianhemA•Itool lrossea•AmEanyi.Tom6oIli,P.F. Job Truss Truss Type Qty Ply WOPDTBA2U FL01 Moor 14 1 A0112633 It, Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:53:53 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-V345FHcbL?x?l R7FmttT3PaWQ3MLXtvXMIeYVzynEki 0-3-8 �i I� 2-2-0 2-0-0 2-2-0 3x6 II 3x3 = 3x3 = 3x3 = 3x6 II 1 2 3 43x3= 5 6 0 IVo m C i 12 13 11 14 10 15 9 16 8 17 7 1.5x4 11 3x6 = 1.5x4 11 1.5x4 11 3x6 = 1.5x4 I) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plate Grip DOL 1.00 TIC 0.44 Vert(LL) -0.06 10-11 >999 360 MT20 244/190 TCDL 11.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.07 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017ITF12014 Matrix-S Weight: 57 lb FT = 10%F, 10%aE LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied o 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc br cing. REACTIONS. (lb/size) 1 = 660/0-3-0 (min.0-1-8) 6 = 660/0-3-0 (min. 0-1-8 Max Grav 1 = 660(LC 1) 6 = 660(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (1 ) or less except when shown. TOP CHORD ' 1-2=-577/0, 2-3=-576/0, 3-4=-1093/0, 4-5=-576/0, 5-6=-577/0 BOT CHORD 11-14=0/1093, 10-14=0/1093, 10-15=0/1093, 9-15=0/1093, 9-16=0110I 3, 8-16=0/1093 WEBS .1-11=0/821, 2-11 =-271/27, 3-11=-640/ , 6-8=0/821, 5-8=-271/27, 4-8= 640/0 NOTES- 1) Unbalanced floor live loads have bel n considered for this design. 2) This truss has been designed for a moving concentrated load of 100.01b live Iocalled at all mid panels and at all panel points along tlfe Bottom Chord, nonconcurrent with any other live loads. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each trust with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord Bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 111 BeWg-rinsenuegNrrt•iex lle'rd 136FIIpSSf3rguillagEntFEW l.i Is C6 rL ldxeae keel 141ril. Ullsaw istdddu litTUD,ra'g IAhia'", pse!es OA le melhr ne l)Dh Oil. Aselrn!Deslge hpaespn,Sge:I,V([edut;neLITee nrTDOnpeseas to rttepyedlM pd:sdnd egserng r5j"S3114h;ne InVifts, sa;IeT.rsd#.AnntRuIrnlnlnl. IG iesr„!nap:ees,hdai<nemn:,seatgmr Anthony T. Tombo III, P.E. rJuedn!s has'hrtgrdlGegis neenix!iHlAjd@s Ouee,1le0.nistay7:tlrei e; neldUit9 oerigar,ane ranndfv ltt,Sell; alne hrdlaYsgnh¢lMi.Tlegpndine 109 rim tiddmedneTms, hde6glml,}sarg0ins Me.1kinlillilptda n!gadlrllret =80083 ki'tegdet'g!aW(ft Cr..Alluns sel �IkntlgD esl llt gtmirts al;ngdnesdnr tdlgq 4eg;esdgderylaem[nn{tnl}gtHltk:h171 r,I SIfAmrduece7M P.'nO 4.mIr:la§as'lengen:l3mesglEriesdMiffs adgt!r,1:ns 0e.�peup>•er evl lnst tlrnle:t:er, n!ns 4451erc St. Lurie ennxitt dditedlife remcWr "d ehvdai 1 dl tn:aimdni keTnssrolag een is 101 rx laidm Mira, mTn!s5 a ter da Wh .Ill t..aethrase!t of deraelhlrFE. r r r 1 r qi g r K- 6n 1 q W!' ztnt (optnighl02016A-lioefTrusses-AmhonyT.Tomho111,pf. Reproduction this document, in form, isthe from A -I RoofUusses-AnthonyT.Trisha 111,Ill Fort Pierce, fL 34946 3494 of any prohibited wilhautwritten permission Job Truss Truss Type Qty Piy WOPDTBA2U FL02 Floor 4 1 A0112634 Job Reference o tional � , • •�� •� �.� e� " ewiay ro 4"' ra IV[] r er( (nous[nes, Inc. I nu Aug 16 15:53:54 2018 Page 1 ID:YVniX$dOpMJDDYPjuDgSKz?7Ey-zFeTSddD6J4sfbiRKaPicd7aXSZQGFehbPN62PynEkh 0-3-8 I 3-0—lii i 2-" 2-2-0 �2-0-0 2-7-0 On3r Dead Load Defl. =1/4 in 7x6 = 410 = 1 2 11 5x8 = 1.5x4 11 4x6 = 1.5x4 11 3x6 FP= 3 d S c -s 3x6 II 3x6 II 6x10 = 3x4 = 7x6 = " loo 21 22 20 23 19 18 17 24 16 25 15 26 14 27 13 1.5x4 11 5x6 = 4x12 = 3x12 MT20HS FP-- 3x6 = 3x4 = 4x8 = 5x10 = 1.5x4 11 3x6 WB= (16:0-1-8 Edge] j17.0-2-8 Edge] I LOADING (psf) SPACING- 2-0-0 TCLL 50.0 Plate Grip DOL 1.00 TCDL 11.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL ' 10.0 Code FBC2017[TPI2014 LUMBER - TOP CHORD 2x4 SP 240OF 2.OE(flat) `Except' T1: 2x4 SP No.2(flat) T4: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' 132: 2x4 SP 240OF 2.OE(flat) WEBS 2x4 SP No.3(flat) "Except" W2,W4,W6: 2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-4-12 oc bracing: 17-19. REACTIONS. (lb/size) 1 = 1606/0-3-0 (min.0-1-8) 12 = 1606/0-3-0 (min. 0-1-8) Max Grav 1 = 1606(LC 1) 12 = 1606(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1566/0, 2-3=-3899/0, 3-4=-3899/0, 4-5=-6397/0, 5-6=-6397/0, 6-7=-6396/0, 7-8=-6152/0, 8-9=-6152/0, 9-10=-6152/0, 10-11 =-1 585/0, 11-12=-1584/0 BOT CHORD 20-23=0/1564, 19-23=0/1564, 18-19=0/5470, 17-18=0/5470, 17-24=016781, 16-24=0/6781, 16-25=0/6152, 15-25=0/6152, 15-26=0/3969, 14-26=0/3969 WEBS 2-20=-1451/0, 1-20=0/2162, 12-14=0/2188, 8-16=88/478, 9-15=-920/0, 2-19=0/2636, 3-19=-306/0, 4-19=-1783/0, 4-17=0/1052, 7-17=-486/0, 7-16=-1039/262, 10-14=-2682/0, 10-15=0/2482 2, 1 CSI. DEFL. in (loc) I/deft Ud TC 0.87 Vert(LL)-0.5916-17 >459 360 BC 1.00 Vert(CT) -0.8716-17 >312 240 WB 0.74 Horz(CT) -0.09 12 n/a n/a Matrix-S NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard -8,Edge], [14:0-4-12,Edge], [1 PLATES GRIP MT20 244/190 ' MT20HS 187/143 Weight: 133 Ib FT = 10%F, 10%E Yudq-rlene 6Regdrrerie+6e';IDo: uns2(`iEtfl['1 mau units B(0knin(7flDq{rny fcuco1 ullfP(M yet 6dp remden WIW e9esnEn Tins hip iss+iy(rk^;RiMId.0. haleDr.EId—, firtg:.i ne. udess dker+in AddntlerOD,-1 uUT00'"ar,Ihs nah.nlfR He Dole foetid./eerfine Desip 6rlern(se,fpenDl hr6ee;6e satin eyTDO relresmfnRapaad6r prMroed rq:enier,egusiN!nrSr W In: lid IN sire Inns lelael ee6e TDD enr, W.W. TbeImp inest '. 'rndnrn, n;dm' gnthony T. Tombo III, P.E. dose dais tress 5eeq 164111 is 6e regnn'Wm n6e hm"14O+wised`siid esxfe;rfe leteiq ffesireer,m Nmain Fite lr(,6e Xn16e WWkq n(r eed Mi. Tee glmetdrh TDOeFi say bellne d6r Tress.W,tiq badi�nrge, WMnn nr In6r sudlb. tie er!Vc0.! 'sf a80083 zt 6r1:1!ex70es^e:ekQe�rsu�.L?nxsseled'a6elDDnllnrsmias®lrnlduesdneWGy(oer:aMfdrry6Srnenn{e(1fpNislrlr1f71rASNARern:sen9!npmlpencx.TYrlg5nrlrresrenrl.Tun4Ea,!fd.�ehenDlnrlR,hnsgrup,paRmsrreesvnm:,�sr,n,ss. 4451SLLud3Blvd. 'Ir irerdirdrro(.2-castale.e6mmerlydlFrrnleedniThTnnrini,ry6Rr!elerr�Ishlefs,ine rrn:srdraf,rimer,e..ayo0liq w��y5msnen(dmel6irrl. Fort Pierce. Lucie 34946 (oplTighr02016A-IRoof Trusses -kdhcayLlimbo 111,p.E. Reprododi000fibis dommem,incoy form,isprobibiedwithculthe wriffeopermission from A -I Roof Tresses-Anthrryl.Tombolll,F.E. Job Truss Trulss Type Qty Ply A0112635 WOPDTBA2U FL04 Floor 6 1 Job Reference (optional) 0-3-8 - r 1-3-0 2-6-0 4x6 11 3x6 = 1 2 16 17 15 18 1.5x4 II 4x4 = Rlifi: 8.210 s A�ay 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 16 15:53:56 2018 Pagel ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-wemEtleTewKauvrgR?RAh2C?hGlekBRz2jsD61ynEkf 1-5-4 , 2-0-0 2-6-0 1.5x4 11 3x3 = 3x3 = 1.5x4 11 3x6 = 4x6 11 3 4 5 6 7 8 14 19 13 20 12 21 11 22 10 23 9 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x4 = 1.5x4 11 —11-12 7-11-12 1-0 1-0 0-0 LOADING (psf) SPACING- -0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 11.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.15 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP 2014 Matrix-S Weight: 79 Ib - FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 4) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bra ing. REACTIONS. (Ib/size) 1 = 941/0-3-0 (min. 0-1-8) 8 = 941/0-3-0 (min.0-1-8) Max Grav 1 = 941(LC 1) 8 = 941(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-908/0, 2-3=-1942/0, 3-4=-1942/0, 4-5=-2231/0, 5-6=-1942/0, 6-7=-1942/0, 7-8=-908/0 BOT CHORD 15-18=0/906, 14-18=0/906, 14-19=0/223(I, 13-19=0/2231, 13-20=0/2231, 12-20=0/2231, 12-21=0/2231, I 11 -21 =0/2231, 11-22=01906, 10-22=0/9()6 WEBS I 2-15=-813/0, 1-15=0/1253, 7-10=-813/0, 8-10=0/1253, 2-14=0/1170, 3-14=-307/�5, 4-14=-627/0, 7-11=0/1170, 6-11=-307/35, 5-11=-627/0 NOTES- I 1) Unbalanced floor live loads have been considered for this design. 2) This truss has been designed fora oving concentrated load of 100.01b live located at all mid panels and at all panel points along tl�e Bottom Chord, nonconcurrent with any other live loads. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each trust with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. W:eiq-riees.Nmq'J1rnUa th'A 113OF Tiq "Es rsfun CH31E BINS E(Omictil asigirmirl I.CIR iEOWIMr' 1as. T"tk9p lasvdns ui md's1r; (isles 0asp 5—tg1Rv e1INWWI I.TessaDE 11ldaexe 4a1141 ne. Odes sdi-iw ddel tltTDD,ay Write q, '0Ia:hItI6rI1:TDDub<�d�ssetrasoesgaopxapeseadryFqu.nesudaae,TTootyresmsnaapaadnepaFettlndeq!entlgregasllflalbrMltiaselhs:e�eTnssly;nleenelDDwF,rla7nLTt�L•cnnnopne.bsalm6nnss.oatmry Anthony T.TomboI11,P.E. ad ne dds inst 5req tateiq is Ikemp:!I irydt<�e0.".tleD+vit ea'a�italyvie lie ta16!0silxr,a Ntundd Wl!<.da¢.a10eArd Wrej tilt ad MI. Re ypaufd It, TDD.A,,! Adim fS, Tmt id,bq km:1 }srtreTe, W4, iu ud Wil siilM tie ust.0:I:hd ' aaavAaDDes{e EI;u!essdoa/a MIDDmiiap�nessapd lrleewiQantps llaesul6 estn:InuDanp aoslrncu„da sa,a,ss �80083 aMQrrnr.. nesdo!lnldy(aansderylramma001jevnkisil8vdsl[4errdaese9Y pardp.ene ,Ressoe e3enls ldiedlta6fime7rzH epeie vrtlla 1101m:esindrei Tie Trees Doha Equar is NOT eYrd'Aal Drdpa,sTms Sp4a Eytaaer dollnlSq. YI salLaNkros ere as ldadtalPtl' pE,g 4451 St. Lucie Blvd. Fort Pierce, FL 34946 (optrishtm2016Adloot trusses -Anthony LTanbe111,P.E. Itprodartion of this document, in any forne, is ittabibited witbof the wrinen perreission from A -I Roof Trusses -AnlM1onyT.Tomb III, P.L Job Truss Truss Type city Ply WOPDTBA2U FL05 Floor 14 1 A0112636 Job Reference (optional)o 0-3-8 1-3-0 et_1 2-6-0 7x6 = 4x10 = +Fay v Fo rF itu. o.c ru zs may r6 zu70 MI I eK Inausines, Inc. f nu Aug US 15:53:512018 Page 1 ID:YVniX!adopMJ DDYPjuDgSKz?7Ey-OgKc5ef5PESRW3QO?jyPEFl7FgdeTcM7HNcmekynEke F� �l 2-" I11-Q-0i 4x6 = 3x6 FP= 3x3 = 3x3 = 4x6 = It-f� - Dead Load Defl. = 3/16 in 4x10 = 7x6 = " 0 0 24 25 23 26 22 27 21 28 20 29 19 30 18 17 16 31 15 32 14 5x6 = 4x12 = 3x6 = 3x6 = 3x12 MT20HS FP—_ 4x12 = 5x6 = 3x6 WB= 10-8-0 F 0 I-u-u I-u-u 6-4-8 4-0-0 0-'3-8 Plate Offsets (X,Y)— [1:0-1-8,Edge], [2:0-3-12,Edge], [4:0-2-12,Edge], [10:0-2-12,Edge), [12:0-3-12,Edge], [13:0-1-8,Edge], [15:0-1-8,Edge], [l6:0-4-4,Edge], [18:0-2-0,Edge], f21.0-2-8 Edgel [22.0-5-12 Edge] [23.0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP ' TCLL 50.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.50 19-20 >538 360 MT20 244/190 TCDL 11.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.72 19-20 >377 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.13 13 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-S Weight: 128 Ib FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP M 30(flat) `Except` T1: 2x4 SP No.2(flat) BOT CHORD 2x4 SP 240OF 2.OE(flat) WEBS 2x4 SP No.3(flat) *Except* W2,W4: 2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1606/0-3-0 (min.0-1-8) 13 = 1606/0-3-0 (min.0-1-8) Max Grav 1 = 1606(LC 1) 13 = 1606(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1566/0, 2-3=-3905/0, 3-4=-3905/0, 4-5=-6399/0, 5-6=-6399/0, 6-7=-6399/0, 7-8=-6557/0, 8-9=-6399/0, 9-10=-6399/0, 10-11 =-3905/0,11-12=-3905/0, 12-13=-1566/0 BOT CHORD 23-26=0/1563, 22-26=0/1563, 22-27=0/5460, 21-27=0/5460, 21-28=0/6557, 20-28=0/6557, 20-29=0/6557, 19-29=0/6557, 19-30=0/6557, 18-30=0/6557, 17-18=0/5460,16-17=0/5460, 16-31 =0/1 563, 15-31=0/1563 WEBS 2-23=1455/0, 1-23=0/2161, 12-15=-1455/0, 13-15=0/2161, 7-20=-252/250, 8-19=-252/250, 2-22=0/2643, 3-22=-312/0, 4-22=-1765/0, 4-21=0/1066, 6-21=-345/124, 7-21=-839/370, 12-16=0/2643, 11-16=-312/0, 10-16=-1765/0, WEBS 2-23=-1455/0, 1-23=0/2161, 12-15=-1455/0, 13-15=0/2161, 7-20=-252/250, 8-19=-252/250, 2-22=0/2643, 3-22=-312/0, 4-22=-1765/0, 4-21=0/1066, 6-21=-345/124, 7-21=-839/370, 12-16=0/2643, 11-16=-312/0, 10-16=-1765/0, 10-1 8=0/1 066, 9-18=-345/124, 8-18=-839/370 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a moving concentrated load of 100.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Le.4 ' . tlnwdunTtlyrnitKtw'41 UC; fl'!iB rf<uEl26[09;t RINS d [fiFr1aC5S (OlIOx{ CR7};CCM06� 'sxE� to Tudr leap permem VA reA.Ass "Ns Tress Oe lvOtnigllrs? td lk Worst. Tnts01, I.F. Id..Red' here nr. Odeu dAeniu dddett4100,cm'p geTetnuemFp:els s{dlksteehrt4 Itch kedie. IstLeu Drip[.Vx Pe,S[e:idy Hduri.ra edn.1TOO up""Ismr—por,edae prd:sdnd eeTaemorugets611ay k Dt eesVel INs.VeTruss ET mla>feTDD 011(. TdNITFI.IEeIKplSetpNieC.ltl{.F)OtIlI1N!, Stlllrilry Anthony T. Tomho III, P.E. H w Atrs Trust(t'Ig{dligle qs RrytllrlDlydrkO+mr. iTf O+'dltfJ�ATFe eTt]lt'lF!{nlrnp DesiTw',mlk rtthd lttit lTL tit �Riae9t hed laxrT nitadlrtl.le sip-1 dh>tnr(iele t 1OD.me drat Truss. W,Qgimd#swge,4*9sitt rue Lridq;Sil;a i a rueratlllyd zt asl*.YaTots:Txrut(atm:.Vwssdcmerk�Dottlnrewiruemrpawesddepl6q(W?,eirdtq!emdn{GSQp!GslellTTMWS1(Aul"lutuafreptndplsu :80083 TClk3ts3seprsJ:at sOCr dy:LnsDtnpr,lns0espBprnaalnssMmdrRer,s:ess 4451St. ludeBlvd. der+iu fir"d lyold od ryedtpt a MWT FT dl polls Insh'i 1{e loss hop rg uids NOT ft WNaT hvptr, wlrms Sp'ea Esimsu dmy WAq. Lit rgO:aedkem stew ddad hit". CopTlight(02il16A-1looMusses-AnthonyT.Tombo111,P.1.Reproduoioaaflhisdocument, inany form, isProhibited without the written permission from A-IRoofTmsses-AnthonrLlomholll,P.L Fort Pierce, FL 34946 Job Truss Truss Type city Ply A0112637 WOPQ+TBA2U FL07 ROOF TRUSS 6 1 � r Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 M17ek Industries, Inc. Thu Aug 16 15:53:59 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-KDSMWKhMxri81MaP67 tJggPaTNGxVUQlh5tjdynEkc 0-3-8 13-00 2-6-0 5x6 = 3x4 = 3x6 = 1.5x4 II 3x8 — 3 4 5 13 14 12 15 11 16 10 5x6 = 17 3x6 11 5x10 = 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 50.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.15 9-10 >974 240 TCDL 11.0 Lumber DOL 1.00 BC 0.64 Vert(CT) -0.22 9-10 >643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017PI2014 Matrix-S Wind(LL) 0.29 9-10 >494 360 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-2 oc br cing. REACTIONS. (lb/size) 1 = 849/0-3-0 (min. 0-1-8 7 = 849/0-3-0 (min. 0-1-8 Max Horz 1 = -39(LC 10) Max Uplift 1 =-497(LC 9) 7 =-496(LC 8) Max Grav 1 = 849(LC 1) 7 = 849(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 ( b) or less except when shown. TOP CHORD 1-2=-1 322/1826, 2-3=-1 320/1828, .3-4=-2965/4211, 4-5=-2965/4211, 5-6=-1416/2122, 6-7=1419/2121 BOT CHORD 12-15=-4204/2965, 11-15=-4204/2965 -1 1-16=-4204/2965,10-16=-4204/2965� 10-17=-3630/2746, 9-17=-3630/2746 WEBS 1-12=-2065/1503, 7-9=-2410/1613, 5-9=-1395/1588, 3-12=-1723/2508, 5-10=-603/246, 3-11=-450/213 NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 496 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard r3 Q-$n —0 -1 Dead Load DeB.=1/16In 3x4 = 5x6 = 0 0 0 In Im 0 9 18 8 5x10 = 3x6 11 PLATES GRIP MT20 244/190 Weight: 80 lb FT = 10%F, 10%E Cedry•Iletse tYsnlgM!mnsr oe'6I IDD(Ii'�56�SE(r(I'�6ifiillLIEIHSB(6F:ADDK(iS1DMj El7]')iWCTiEViNFAi I'm, Te;A(laiP lolad'is lilm-libin n rdsLln DltpDtnfy{T(o'; ai tW Ad.IL lab, 91, I.E. Mere. Sim i4re at. Dd:ss dW.i,, and.4,TD%;'! Nlhintetatrg:[nsskDklselh,MTNluk�dlLbeTmsDeslgs kpax{i.e,<ka,gr(tyutt';sies•dte o!IDD seFre:tnsnanpaxdne!rdnslnd er{Yt;tllg resrnstlllArh;t'u let:ps;Msapelress deg!neeto fit TDD m.l!; peerlgF1. 14 iesr nuap�sn.11dsgcntinxs.smdAry Anthony T. Tombo III, P.E. cd tsedsds inst5rn!Ititlitg ltM nsrnsildqduNu"rk0.ulstu"'si±d ye9 ntk 1.16.1 Dnignr,aty nnld dla In, 611S(aiOe6td 1.4ig net ad Mi.11e gp'ldsit (DD d m W no dsit Tress.10f,1 es�sang,, Wldldnt ed InM siill Ev Na resg�usd:t!d 80083 ' tkM:[eg0ts�9a,nlficlCal.Llu}ssel'^J{nMTDDtilI'ztlrulrtnadPie:ln:sdtl:laldag(teicmgdd!M'oroEnet{d(:I}!d6sledk!TArdglUtrerdereuefsnPeenlPlemn_iFFld5nslensPu:NTnndd'AesdleUessDeslPn,lms0es4+5P.eadrns:Nmh.^.«er,w'ns 4451 St. Lucie Blvd. IYsrNu dFlisldlJoGrimltPldlPln�u,jhdlgrrt:ss imehei ➢a loss 6lssaEaiinnls lGlsk rnlal6esg3n,nlnu gP!:a hgitead®r lNAy. IL tq'k.ad �rus lnmedcdullN. Fort Pierce, FL 34946 (D , hiD2Dl6A-IfoolTmsses-Ao Do LTombD116P.1. Pe rodudionolibisdommeni,inon Was, is robibhedwitheutthewritteo «mission fromA-11Radhosses-Authon LTombo111,P.t. Pn 9 I Y P Y P P Y Job Truss Truss Type Qty Ply , WOPDTBA2U HJ5 DIAGONAL HIP GIRDER 4 1 A0112639 Job Reference o Gonal ;�. Run. 8.210 s May sn wits Prim: ts.nu s May ltd ZU18 MITek Industries, Inc. Thu Aug 16 15:54:01'2018 Page 1 ID:YVniXI�dOpMJDDYPjuDgSKz?7Ey-GbZ7w0icSTys_gknEY1 LO5vsgH_sPZziC?aznVynEka 5-9-12 9-10-1 5-9-12 4-0-5 N M N N N 3x8 11 LOADING20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.35 5-10 >332 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.40 '5-10 >296 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 6 >999 360 Weight: 40 lb FT = 10% LUMBER - .TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-0 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 = 118/Mechanical 4 = 139/Mechanical 1 = 512/0-11-5 (min.0-1-8) Max Horz 1 = 141(LC 4) Max Uplift 3 = -104(LC 4) 4 = -100(LC 4) 1 = -500(LC 4) Max Grav 3 = 118(LC 1) 4 = 378(LC 27) 1 = 780(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -11 =-446/273, 2-11=-444/271 BOT CHORD 1-1 5=-304/2, 1-16=-339/469, 16-17=-339/469, 17-18=-339/469, 5-18=-339/469 WEBS 2-5=-496/360 NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. III; Exp C; 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 104 lb uplift at joint 3, 100 lb uplift at joint 4 and 500 lb uplift at joint 1. 6) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb up at 4-2-8, 52 lb up at 4-2-8, and 50 lb down and 71 lb up at 7-0-7, and 50 lb down and 71 lb up at 7-0-7 on top chord, and 111 lb down and 99 lb up at 1-4-9, 111 lb down and 99 lb up at 1-4-9, 70 lb down and 38 lb up at 4-2-8, 70 lb down and 38 lb up at 4-2-8, and 100 lb down and 19 lb up at 7-0-7, and 100 lb down and 19 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 11=60(F=30, B=30) 14=-94(F=-47, B=-47) 16=60(F=30, B=30)18=-13(F=-7, B=-7) lfsun-tluallingN!reliertse'Id IOOr TUissrsntir}Mut amI(.>irA005$[DS16Mj ki];tCe103LfiY[AT lxet IcAr leGp,we�dmtN rede9esatfit isms De: DsnigtTfy; eNlklalurT. Ttals04 t.L ldwtte4e:sfswe!se. Udesfenx+ize nnN eennoD,say MlTeiaeufnr,ltts slNi r. esedhst&TDDhbe reld. lstLest Deslsv 6pme{ie.skne0r6pue;neseel es nTlDD tetreutlsmaus;aadlsepdvlud!r{ie�nrgnusuoyh;mlrs:nsila ss�e tn:s tepnetrene too mq; ptn T?�r. iv tes!P mvnNum,hNxtcnsnvn, s.mnD� Anthony T. Tombo III, P.E. Nn te 9do lwsinq Well 1,neresrwAilm III,eltalDDe>tsasski¢smlpa80083 nt Oneene 0_eI.+N.-kNe�iw tk Wees Oesir.!'W.t netsn el lie W au11 atnhrd e barn ntnt1MI. %gpul rltk nt TOD nT fiell ns dneTnss,W,agexfsrmqe.490.in at keCrg slitil r`z!e!pcatie:l:nd ZtINlgetlossr'.I'll ceex.tNWnselw;rtdu:sdnstrJtighesamsdrryitemtnn',tUljseNislN6TrAoNslfAoaNyem!!areendp:dstte.liil/exs3:nssemiliiTesrsld'JnK!IelnsDNpn,T!ns0es!p6pxn®tTrtstpmte^.rer,w'efs 4451St. LodeBlvd. e#sMu IefieN Iso6sta epeN rpe is xnM1ry IT d(rM:m Imdnl. irzTnss rtsip Eghas k IGI hla /ag Oetgse, eelnss sps!:a 6peeer e. mr lN9q. W tq.:aN tiros wem IefaN hull. (oppighl02016Alinthusses-AnlhonyLTomb III, P.I.Repmduoionofthisdotoment,inanyfolm,isprobibiledwilheulthe writlenpatmissionhomA-I Rao(Losses-AntbonyLTomb 111, P.I. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0112640 WOPDTBA2U J02 Monopitch 10 1 �JctbR&.ence (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:54:03 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-D_htLhks 4CaE_uALz3pTW?Hf5pctVU?fJ34sOynEkY 2-0-0 J 2-0-0 9 2x4 = 10 5 4 2-0-0 2-0-0 Plate Offsets (X Y)— [2:0-1-14 0-0-0] [2:1-1-6 [5:0-1-11 0-0-9] I0-2-12] LOADING(psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL TC 0.14 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 10.0 11.25 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.00 5 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TFI2014 Matrix -MP Wind(LL) 0.00 5 n/r 90 Weight: 7 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 3) * This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 2-0-0 oc 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss purlins, except end verticals. to bearing plate capable of withstanding 165 lb uplift at BOT CHORD joint 4. Rigid ceiling directly applied or 6-0-0 oc bracing. 6) This truss has been designed for a moving MiTek recommends that Stabilizers and required concentrated load of 100.01b live located at all mid cross bracing be installed during truss ere�tion, in panels and at all panel points along the Bottom Chord, accordance with Stabilizer Installation Qui8e. nonconcurrent with any other live loads. REACTIONS. (lb/size) 4 = 159/Mechanical LOAD CASE(S) 3 = 0/Mechanical Standard Max Horz 4 =-402(LC 26) 3 = 402(LC 26) Max Uplift 4 =-165(LC 8) Max Grav 4 = 180(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 ( b) or less except when shown. •TOP CHORD 1-2=-735/448, 2-3=-585/381, 2-5=-215/465 BOT CHORD -1-10=402/703, 5-10=402f703, 4-5=402/703 NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3 second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=�.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWIFRS (envelope) and C-C Exterior(2) zone; cantilever Ipft and right exposed ; end vertical left exposed;GC for members and forces & MWFRS for reactions s[lown; Lumber DOL=1.60 plate grip DOL=1.60 I 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anv other live loads. Ludry (lets, 6tnyklprnirofse'AT IDD(II5SB rs(ItIri 6(r(ILLRW i(0011Dll nsloki MW)91111REr"Silfir tarn. Tell ltuppmadre aA"edtdes 0111 Teis hero 0-ig(I(4;td IN L0arl.Teri) %IL Weal Sim Al eat. Octetsd!".ist ddel tndelDD.w'p Mllh—du pkk, sill I ease hrIN IODis ie id:L is t heir Desge hpw (le,spewDrbpae?pIle sect . "11D) [,pews re uuptaa &Isle peened iti eesly"spemlif",ft its isd0s sot Tau 6p1m1 to Oe IDD odl; Nu17FI. ite i!s ps nampnses.hd elmbnat,smdibry Mthony T. Tombo III, P.E. cA astdthis Tms;r try Whe is lb mptalslg dr. O."'Vee Orals tdsa drem"ib Whi Oesiiar,mNtiOadd lL lt4tilIt ete0e read bm tdt al 111-1.111eipaed dale IDD Wisybellet dfie Tres.iad,dq W4sa!tit,iuttAtaa ad hrtil sialtFt sa mp:no4l:hd 280083 ' INW.IgDeslgrt:ed(tetau.iL'alsit? Pik ttTDOWiles pmaisestoll leilda!tiit! MJGq(tapmsdt7ltim[IUtR01}pHlstMhyINNSill —O J!upeealpdnr_1►lhbaslempa:lJmesaldritsdytbnsDidpa,l!ess36sebpseetaflm4451 St. Lucie Blvd. uEadse lrfitte 1pabte0 speed t7tt fevmig lydleartnlmehei The Ties Celp!gitaa is AC to lei(da; onilne,"bit sp2a buneu[o(Win Visa (iuel4ras nendeEeelhlT(I. Fort Pierce, FL 34946 (opyrighlm2016A-1RbolTtossts•Anl(bonyLTomboIll, P.l. Repsodudiomofthisdommeni,inanylour,isprohihiledwithoutthewrittenpermissionfromA-IRoafTresses-AnthonyLIomboIll,P.(. WOPDTBA2U JR (Jack -Open 128 A0112641 I I IJob Reference Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTeF �-o-x_ a ID:YVni>.9dOpMJDDYPjuDgSKz77Ey-hAI 7-0-0 3x8 11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.05 3-8 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.09 3-8 >890 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MP Wind(LL) 0.10 ' 3=8 >825 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 136/Mechanical 3 = 65/Mechanical 1 = 354/0-8-0 (min. 0-1-8) Max Horz 1 = 141(LC 8) Max Uplift 2 = -128(LC 8) 3 = -6(LC 8) 1 = -151(LC 8) Max Grav 2 = 136(LC 1) 3 = 151(LC 29) 1 = 354(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. III; Exp C; 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 128 lb uplift at joint 2, 6 lb uplift at joint 3 and 151 lb uplift at joint 1. 6) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 16 T N N PLATES GRIP MT20 244/190 Weight: 25 lb FT = 10% ZEhewn-N Nut ANeSyrre""'tk'8.110Cc nOSSTS� i[[IEC} 6[�Il[ 1[t11S 8 [QCfA[IL55(7AUtlj t[7ry �:;IL9[�'�4 MUli Inr ie� leup rntatlm talretJ eHle witis l:c?s Uei��Mevi>)IRv, � � LSterI. Tex!?i14 t.L ldneat!!n! E!4z ne. Udtss stLerom ddd Lade IDU,a} WAttntmi psemstill Is neeMde Matt itrdlL lseLrfs Deslpfegan{Le,Sst7dyDpee!OoOr edn -TOO reptiM.-pasd nepd!sdud glalter•.RnalUathtne dispd 14 s4,Tress kpad ntkt IDD eslt, du TN-l.1Ee[!unnsenp,.u.lutnmtinx?,ttittliiq Anthony T. Tombo III, P.E. Mesad+h'sNss,tti ld11h1 is lb respunifiq diet 0-0heO.teistAFsudeindn lie iwl6g Otvper,n t� ntadd lit 11 61S[ad9elted WEquleerlMi. let{Irnd if he TOOMetredine d6t Trost. itdtagisd'4=q,.hm'Im'n aI buns SA!,r k, respaAllyd —80083 delite)aeldItofulmdq1tilUre'essduineNnesladrdThTnssd!Imsda?Initig(rept!.1hsiritvenn{sSM.lithdkte.1WfineMn!act,;MptenitAm2lPFih5ret2?n:paSinesedbOtst'3?II53[hilpn,lressa<egt[,p>:nailmsx„nen.er,Aen 4451St. Lud.Blvd. rfrntu l�erlIra[ed.Rd eprs/gttuvdfiry lr dl lines icrd?el.11einu Ool,�Esiuen is NOi Ce tsLei Oesiper,n Tnu Srdta Eryln«daTSNSq. Negaa?helm nemided lttrq. Fort Pierce, FL 34946 Copyrigh107g16A-IEoolTrltnes-killanyT.TombaIII, P.E. Eeprodutlianohhisdomment,inaoyfotm,isptohi6itedwithaullbewriReopermissionhomA-]RoolTrosies-AnthonyT.Tomholll,P.E. Job Truss Truss Type Oty Ply A0112643 WOPDe BA2U VM2 Valley 2 'x Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:54:06 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-dZNOJmlH?a95Rc116cW59dgclvJ4sDSMGHkTjynEkV 2-M 2-0-0 4.00 F12 2x4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017R 112014 CSI. TC 0.03 BC 0.04 WB 0.00 Matrix-P DEFL. in (loc) I/clef! Vert(LL) n/a - n/a Vert(CT) n/a - n/a Horz(CT) -0.00 2 n/a L/d 999 999 n/a LUMBER - TOP CHORD 2x4 SP No.2 5) Bearing at joint(s) 2 considers parallel to grain value BOT CHORD 2x4 SP No.2 using ANSI/TPI 1 angle to grain formula. Building BRACING- designer should verify capacity of bearing surface. TOP CHORD 6) Provide mechanical connection (by others) of truss Structural wood sheathing directly applied o 2-0-0 oc to bearing plate capable of withstanding 18 lb uplift at puriins. joint 1 and 31 lb uplift at joint 2. BOT CHORD 7) This truss has been designed for a moving Rigid ceiling directly applied or 10-0-0 oc br cing. concentrated load of 100.Olb live located at all mid MiTek recommends that Stabilizers and required panels and at all panel points along the Bottom Chord, cross bracing be installed during truss ere�ction, in nonconcurrent with any other live loads. accordance with Stabilizer Installation quiFle. REACTIONS. (lb/size) LOAD CASE(S) 1 = 42/1-11-4 (min. 0-1-8 Standard 2 = 32/1-11-4 (min. 0-1-8, 3 = 11/1-11-4 (min. 0-1- Max Horz 1 = 22(LC 8) Max Uplift 1 = -18(LC 8) 2 = -31(LC 8) Max Grav 1 = 121(LC 24) 2 = 32(LC 1) 3 = 111(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Ib) or less except •when shown. NOTES- 1) Wind: ASCE 7-10; Vult=171 mph (3-, econd gust) Xasd=132niph; TCDL=5.Opsf; BCDL=§.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a� 10.0 psf bottom chord live load nonconcurrent with a ly other live loads, 4)' This truss has been designed. fora live load of 20.Opsf on the bottom chord in all areas where,a rectangle 3-6-0 tall by 2-0-0 wide wil'fit between the bottom chord and any other r.r . js. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 10% uE,�g-Pints trotcsµ+ntu. Re •!;!r �rug�safsauru;rtnututs c ectwlna (s�eurlurulaeenatmsut+rlxa. tadyL+r:pprtaaas al «d tar: a ni:ua3 gt:yt o-e.itl omma �l r. tr:,lt �.vt.l�xtar sttrttlxt.te. cdeaoa�i:t tme/rest Teo,ttry wsa�wtexl�e 1,gtet�raatlmnitI1aiiteI tnv tt tx(u.snort, xbmxdtault:JxF.etecfmvn(mudMl�tcwa'tutu¢geslaY'JMdth4ltdztig6rrtssdgEeCtaRt1:¢ter,rinlftl.izispntrs(aaf4nS�lm Seat;t�lry gnthonyT.TomboIII, P,E. al rytfil(1flass ltfarlNtg111El rapaP l'.n it rtl6rett,htOretitntletisd garnN6xfggtvp::,nht sts:mti ttt llC¢t¢(adGltul sn+iog the wlll6l, Tas v9PnsldGtls6 alto atll neAllr Inss,mQoeugW.1, tlaGe,ere;liR ad kesi+g sltl itmn:las8i1 .!1 d 80083 ' ntlnllgaesiptreul(tdtMte lnMnalt .51Mult pautrxipt'':tts0IM'Icicorp.0Mir xst:re¢ISi1p15i5t11rTRWWixere(xxttltx1welcim. R4tldmsLStutptshir tsoflmntlliet:etsG<nax,Itxshv�GptetrmltnssNmAtfrx,tdtst 4451 St. Lucie Blvd. t -4, dt!nd lrt (ahrl real qa u n s! h.1 plia h!drd. 8t last Ptsip Egim is 40i fit rultug Mips,,w Ton lrslia t ,uta d tq Mltq. v aI M Irl Itrar at is ltfitd a T61. � 1 Fort Pierce, FL 34946 (opyrigbi02016Al Roof frusses•AalbosyLTomboilf,P.t. Reprodovinol[his dommeol,ioany form, isprohibited wilboul[be wtfitnpetmissioafremA-IPoes 01INSAal6anyLTambolll,P.t. Valley A0112644 •i 0 2x4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Ind z_ ID:YVneX9dOpMJDDYPjuDgSKz?7Ey-51x, 4-0-0 4-0-0 d nn Fi—,)- Inc. Thu 3 Pagel I?9ynEkU 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 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 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 10.0 Code FBC2017frP12014 Matrix-P Weight: 11 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 4-0-0 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 = 122/3-11-4 (min. 0-1-8) 2 = 92/3-11-4 (min. 0-1-8) 3 = 31/3-11-4 (min. 0-1-8) Max Horz 1 = 63(LC 8) Max Uplift 1 = -52(LC 8) 2 = -89(LC 8) Max Grav 1 = 161(LC24) 2 = 92(LC 1) 3 = 131(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=171 mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the,bottom chord in all areas where.a rectangle 3-6.-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1 and 89 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard tt� •Petite ISaV.1}1:srka Me'1117i7tUSSISrS:EIi'i..:;Y£U! IEtkS t iCYQ'.ICiYSIeSTCx;'INiI" KrYi+YlIUSV»!7' hta Tx„hrt,saprnexs ai rM etles xilis?ms Wnp hlsiellip6itui5; er,+!m1 i.IlaMril.. tdreer.�ert ieLre nv ttns k9c*ist st. NlatkT3gralr fbietr¢netu lldn sleBlels�Mrietb?hhedii lsrints Delp 11.113"plas vrs41ml!60 d r:+esh11e inn i40MwWth'h'WorW.Nfilip nsrarm.. I'd.1 wftiul, led--'m Anthony tN edltislsnslseeFln:iyu.rrelwis.¢d6e6ax,5eD.reisr7ln�elgmode6s qM^,sx,hf rscsr,¢(6SIt4dsR(aiQ+hulYirifal:ededttld,TNnpnildde79rdwlhellueAtFeinss,n soft slm yT.TomboP.E. ' ! - fllt F 1+'=e=cssddsEelC (ex JSEet Idtncm &—' ) rye: W-.ta kncTshll It na nflnsddyd all �� lwti e+YGlYmr. Sttaans sdedatSeToff udtwe ncus ui Y1 lilt t (G'Si1�4ki{1 iP td SiIE HI (F'NegtiM and 6Y1. Ttiii3�ffifeltefilelllStfilS6'J Mksdme T.en Ci3� nBIJUB3 i e rs,2rns trap 6lrceer ui 3nss gledsfalr,t¢less e�nFse ddneYgl Irlhrt elnelllFC le Yl�l� {y>?pdie: k!dnl. iel inn Olslp Ew,'ulyis YpT fit { 1dn1 ttfpn.e: inns S1shs Elgiar, d u! Iully. Li niilsN�.I�,ar re n itfie! iYt:Fi. 4451 St. Lucie Blvd. (epytigbi V 2016 A-1 Roof Trusses -Anthony I. Twho Ill, P.E Replodunioo of ibis donument, in nny form, is probibitrd 0110011he written pamission been Ad ioot Trusses • Anthony T.lambo Ill, P.E. Part Pierce, FL 34946 Job Truss Truss Type Qty Ply I A0112645 WOPD;FBA2U VM6 alley 2 1 Job Reference (optional) Run: 8.210 s ay 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 16 15:54:08 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz?7Ey-ZxUmOPo?pcgtKlm78Wf Aai?e6WgYmjkpamrXbynEkT 6-0-0 1.5x4 II 2 4.00 12 T / /l 1..../' ....�--81 a 0 I 4 3 2x4 7:5� 1.5x4 II LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017(f 12014 CSI. TIC 0.76 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) I/deft Vert(LL) n/a - n/a Vert(CT) n/a - n/a Horz(CT) 0.00 n/a -L/d 999 999 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 84 lb uplift at WEBS 2x4 SP No.3 joint 1 and 118 lb uplift at joint 3. BRACING- 6) This truss has been designed for a moving TOP CHORD concentrated load of 100.Olb live located at all mid Structural wood sheathing directly applied or 6-0-0 oc panels and at all panel points along the Bottom Chord, puriins, except end verticals. nonconcurrent with any other live loads. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc br cing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss ere Ftion, in Standard accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 197/5-11-4 (min. 0-1 3 = 197/5-11-4 (min. 0-1 Max Horz 1 = 101(LC 8) Max Uplift 1 = -84(LC 8) 3 = -118(LC 8) Max Grav 1 = 198(LC 24) 3 = 198(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown. _ I 'TOP CHORD 2-3=-177/329 NOTES- 4) Wind: ASCE 7-10; Vult=171mph (3-Second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=�.Opsf; h=22ft; Cat. III; Exp C; 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 hord bearing. 3) This truss has been designed for a 1 O:O 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 wil' fit between the bottom chord and, any other members. PLATES GRIP MT20 244/190 Weight: 19 lb FT = 10% ffina�p•Nuss tintgi�}rnht Ct'131CY, ItpSSB(SO.tP,. SiA(tlriEUSSt(OAf7t]eS(ESid6 tU}Er jlir}76(E06!t(rrfe•.n.hrdr ksprn'tMn}tnl "its" RistinsG,:Ip Rr.igriDbie>s^s ILTiel.IE,1..Ifereer. Steet te6rs nt. Wtss c'sn.ise v'aetuHs lift, ut! Ni7sF:maedw }Wes tliller:elhrhel nle1�Ci1,lf,rinn Cesim(s}�en{if.,S}nSgGJ'aani Ge sedusp�On}vt2swrnpaas!3!r+des mvt en�ns}ass}:'d!MMNuyd�tia3h Ts.;sl•}ieetu3e1C9 Tel., ntnit4L Tu Nsips ns"}`em, is pus, sakk4n Anthony T. Tombo III, P.E. coins dras Toss litter Wbg itftngn� 1Y01C.",5, DstniaRtrtnr gmale LA4O"Im.iaN, Iwos atw lit,di[Kid is Intl pdtur«dt mrlrld. In o1pn.10do1 tJ nls}M1dinedAt Tins; isW.;iotilup.sfurpt. LtSSST60 ml F.niq Sill le"1 nslasuil7iS 180083 in tapfu}MsipirdGwatu. l0 ea'n nl a3s16:Wdr}neon ul tvfu'ussdMr+!rsp(oo}a,nSd:q 6Lrcc:u(T30}as4skl s. iFird Sl(Ane,dnno!(u tut:dpilsxt.nH/SinsliernpnCiLn mr ldusd3tTnst Ctupn,inu Gvp S}u,er alTms}ladrdrn,mi:ss 4451 St. Lucie Blvd.- • tnirwit}rtLxOrt Gthat Spin!ga it n!k}si}c aIwlni. ili Lns Pesip rgism Is 431 fddlfg hsiptca Tins Srdew Gs:ae tAsr 1196g. Fort Pierce, FL 34946 (oprtighltL'�MOM goof lrusses-kilionyLlcmAolll,P.E. iepscduni000fThis dcrumtist.inony(mm,isprohibited without the wrifleapesmissioufrom AdRoof busses•Amhooyf.lom6oIII,P.E. Job Truss WOPDTBA2U 1VM8 12 Run: 8.210 s May 18 2018 Print: 8.210 s .�, ID:YVniX4dOpMJDDYI A0112646 Industries, 6 5 7 2x4 4 1.5x4 II LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 7-11-4. (lb) - Max Harz 1=145(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 3 except 5=-215(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 4 except 5=358(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-261/106 WEBS 2-5=-305/557 NOTES- 1) Wind: ASCE 7-10; Vult=171 mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live.loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2=0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=1b) 5=215. 7) This truss has been designed for a moving concentrated load of 100.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 24 lb FT = 10% ZtYua^g-FnitAm!1.iy;np. Ae'i?lE7fTtOSSFS{S`i:,'.t ; SENEtat IEtdsi t fONDsir,�tYiiSiOY; lURI jH[E8$[OStt;trte;e, rntl!isa7rrnestEs n! fal airs n Ais Ims Wsyt fkesig Dl?s+i� EE�sp 1.1taN � O;.I�N.fa!ssediflNt n!. a't!s c'bal.isE f �KnAt TOO,nry YR:tso-sxaN Ilan sh9i:nfltar:E!ICCh!!1s5i hElmsCayaF,pzsNrjia.Spii3 EEyr.Nt fiesMeal It8nrnrssmasght�d!{�tesfaam}�°uzg respas="NSJr6s A!G.sipdstt s"m,Iv inns iyK!AmAelFO aa}EKErIBI,IS!iesgaasEaseAm:lydalaGyess;!eir!?iry Anthony T. Tombo Ell, P. E. EKatalbs lmslaelligNIvNrnpfeiiatdill csao, fiE Ontts aalnd gfaa4tlxSi kpx,116EUVolordo 114iEE 16CaiN bulM11a1 UA elllld. The glutal d+-e1C•1Wry MUntsl if inss,atw.y4inml,chief, atwie"!d kuN ddl i!m npidil'E a.' w80083 ttl lsil:irl lNiiptfallEeha7Er. lAMnfa MOAT IGJ�Atl+texn ulpe §EndlJtdfL11121Rltl soap ldfsam:wp::i0ptkftelli 1111Li wkNtIdNlIIKEY ttM!al pltH{L 14111t.OEt iipadiLfSmllaMEd moil ii�FNtmsttsiptEtieeN alinssWE!Istxu,m:ass alennf ldoel 1paGfhNlgn<l.penseslfr�; palm hnhet.4t Tins Ofsip Ernes is 01, fitl4val Ofsspo'v Tins spleatslaada!Idfet lO nlildu!1 Arasat aiduEl it TlFl. 4451 St. Lucie Blvd. (epyrig6101018A-Igoal Trusses •Art6anyLTanabe III, P.E. Aepmdoniona1[his desamral,ioMIT form, ispmki6iledwittoullAesoilless pdsaissioYItem blgoof busses -AolEauyT.TomEu116P.E. Fort Pierce, FL 34446 Job Truss cuss Type City Ply AO112642 WOPgTWU VM10 Malley 2 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 16 15:54:10 2018 Page 1 ID:YVniX9dOpMJDDYPjuDgSKz77Ey-VKcWp5pFLE5bZ3wWGxhSF7nQFvDhOdE1 GuFycUynEkR 10-0-0 1 3 1. 4.00 F12 1.5x4 II 2 T STJ .o 0 2x4 6 5 7 4 1.5x4 II 1.5x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/T '12014 Matrix-S Weight: 35 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 3) This truss has been designed for a 10.0 psf bottom BOT CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live WEBS 2x4 SP No.3 loads. OTHERS 2x4 SP No.3 4) . This truss has been designed for a live load of BRACING- 20.Opsf on the bottom chord in all areas where a TOP CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Structural wood sheathing directly applied or 6-0-0 oc bottom chord and any other members. pudins. 5) Provide mechanical connection (by others) of truss BOT CHORD to bearing plate capable of withstanding 100 lb uplift at Rigid ceiling directly applied or 10-M oc b acing. joints) 1, 4 except at=lb) 5=269. MiTek recommends that Stabilizers and required 6) This truss has been designed for a moving cross bracing be installed during truss erection, in concentrated load of 100.01b live located at all mid accordance with Stabilizer Installation quide. panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. REACTIONS. (lb/size) 1 = 112/9-11-4 (min. 0-1- ) 4 = 152/9-114 (min. 0-1-H) LOAD CASE(S) 5 = 448/9-11-4 (min. 0-1-8) Standard Max Horz 1 = 182(LC 8) Max Uplift 1 = -6(LC 8) 4 = -91(LC 8) 5 = -269(LC 8) Max Grav 1 = 156(LC 25) 4 = 176(LC 27 5 = 448(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-303/123 WEBS 2-5=-361 /643 NOTES- 1) Wind: ASCE 7-10; Vult=171mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDI,-5.Opsf; h=22ft; Cat. III; Exp C; Encl., GCpi=0.18, M1(VFRS (envelope) and C-C Extedor(2) zone; cantileverlleft 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. CLreaJ•peon rmv.Sild rowre'N 1F7110SS1SrSFt!'.1^;EitEUI IEd1ditfGaG?r151$(LYTCM('iMQj1(rs7ttlF03!id4Thra radrd!tlarriwas ndtesl Sets SRic toss Grys 1.11ale 1 t1.rf:tner. Slmisatt nt Grde!s57n+ist srr!"I"ttt10, Sly duTty enrdw:t �d:.uen luny tit uIl,t,ton:p�� ttp..sn �� ..4fit Ste uwjrot:rum,.Lei+mtat< phwa y�t��tnxe �n s deb,dMsalo-rM:dy�d��elsard,,w:<mt. r.i'S.P.:-><,, *-`St�s�tn::��r r Mthony T. Tombo III, P.E. udatorb$bets titerW.NOr us?.J'w7Of" 0-1,6,Ornisovind qw., It Wncurpr,4tit tretr:Aflt QC Sit raftl ltml Sitisl E14 WtrN. Tn ypntl�drl2A ul rJfieU t.esd dtiMs;ixlde;'saAiy. sta�t,us'.•:.e5re edknlq iltO st nt Mlasikd7d �80083 ' hrtnldalMsigorrd6ehatS.2gWnsetldaliel?CSC&Fnaanndfede'=xndhst+E!CgdaadttreSehyhsSzrae(t;S7rir3sfeii!TISISQmo6+rSedlrgmr!olsridaw.Id4llrfms6rRsganiL;nesdd+rasrltirlrtSCrume,itnsPevp6SnruodTnssNmdvEatt,�nt 4151 St. 6e Blvd. tlea*-iu ddnel/,+t WrJ rotd qu aaty tlWat WOW. p 5e 1[41 Miptr,e Ern mdem it til 1. For, Pierce, Fl- 34946 oyTcm6oIII,P.f. Aepicuioolisdcmtat,iron}Ictm,ispthihilewiollheateopemissiaalramAFoel6osetAnlhooyiTambaIll,P.E.(epytightw2016A-1RoofTrusses•1h JAN UARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01 r A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 Attach King Jack w/ (3) 16d Toe ,Nails @.TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC I 0 ttach Corner Jack's d (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) 1Tmay�4ko�aE«a�i rn kE'Il ICaf Glit3(5F31ft'J6[r31lSTd15�LiCwD1Y.1Y;CSIJY{1�E►jISCn7Y;Ith4EN kre. Eu;k;zpl m"+a vtl:d.fNri<d'Erattrcu3aC-r+jT-; riN1�T,F3rtltil,�E lthirte`.ktl EifcetwC il�enie dahlae4rl€9�tE hldtmramgl�a 'CFAS EtifudE:i�,!%p+t9S1q1 uiTr1Ps.dtS�P,�L�eSlt3�'�tiu/lMln {.uttshPa.e mrtisJett}. liPsPGataLf i_istrcM+.tadeiy,tTnirect vTsvarerlraEQ..ltw.Y;�jSasjewTSn,, CIv!EI'mIP'e!\r'-..vil(nl'ahl�tit�s�J>T.rw,rla,kay;1r�PaRtiftf;ttPw,rTafidear3awEt .,.�prctuSadf314xRaLah.tsktiw[Ril efgTreO+_tiytr}wcs k{iM�jgtdytd-ti@i <,Iai�il Hseasat}e�rssfiter�,efr&ne,.n.ideitmie�i[z4<di3�TI poc7tyi!ey:tinrtsstsh-%an�l,cs�drslTsienniGdseiitlaeNd'mrtnsrnatE,s,e6iaEt0f�7la eT eaefs? sarrffiase: Ankhcny T= .:T�.o tri83o. itt NE. :.eam1.KjyEK4 k' XNi-Z 4451 St. Lucie Blvd; S p,ti,btC HIR-11nITfzssev-AatloeyLfodellUL ttptodiaOBPIILSIWtlOEII itmoyfam..Apoblbl4* -iooNL4lf/te0PE10:)SiCChem A -I PAC!IlPifti•Ae16EPV1,TpWbaGLPd: fiat Pierce, FL 34946' FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL STDTL03 fa -ALTERNAITE DIAGONAL BRACING TO THE BOTTOM CHORD AMi ,1 I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Y - 3'IMAX. DIAG. AT 1/3 IF IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITE TO DESIGN THE CEILING DIAPHRAGM A�O ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. STRUCTURAL GABLE TRUSSES MAY METHOD 1: ATTACH A MATCHING GA OF THE STRUCTURAL & FOLLOWING NAIL SCHEC METHOD 2: ATTACH 2X_ SCABS TO MEMBER ON THE STRUC' NAILING SCHEDULE. SC SIZE, GRADE, AND SPEC NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASI 7-1D) OR LESS, NAIL ALL MEM X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 12C MPH (ASCE 7-10) NAIL ALL MEH (.131'X3') NAILS SPACED G' O.C. STRUCTURAL / GABLE TRUSS / HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES Im (— 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIND. ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL BE BRACED AS NOTED: ILE TRUSS TO THE INSIDE FACE BLE AND FASTEN PER THE JLE. THE FACE OF EACH VERTICAL URAL GABLE PER THE FOLLOWING 1BS ARE TO BE OF THE SAME ES AS THE TRUSS VERTICALS. E 7-98, 02, 05), 150 MPH (ASCE RS WITH ONE ROW OF 10d (.131' MPH (ASCE 7-98, 02, 05), 150 IERS WITH TWO ROWS OF 10d (2X4 STUDS MINIMUM). CEILING SHEATHING SCAB ALONG VERTICAL MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI 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 / TRUSS / ---I AURAL TRUSS 3TUD 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. STANDARD PIGGYBACK TRUSS JULY 17, 2017 CONNECTION DETAIL STDTL04 r z THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE w�l CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-009-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT48" 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. et/aradtnsTsr+sxmTW'.,4rgis asnsrcarS �jAssOMe s4s Crra(tne6x el yv�eRe6zldnlsYrizra�n¢snsldt R:,7G Ii<m+a cxl Falor�n:!m1 RL Aegsnddflsri uten tali suGitm, a[laliyj. ' MSndapbesy^rrui[etefec t5ewas sHadla mild*) p#.eblhJlkoHSti: uesslken3l6r iearcq�leett t1.1!`ius>tt:a:pwtF.m:sal MaiA}is. SAm,s,ta:,yet�.ao�;d!y���.rc�yay�ri�rz"r<rauatm�[u�n�rni's15s1 figWipi�dl�sSCeaEs�i�dsmin7eas 13i;�illritnarardfetml�IMi. (opriTp6sa�20I6A.Iiodltofses4o0ooj lomtolllp.. piohli4dritlavitlerriompuaissiookoaA-1FeciTs¢sses':loitienyl,lom6o114P.E: Anthony T: Tom6o 111, P.E. 80081 4451 St Lucie 81vd:. Fort Pierce 'FL :34"6 JULY 17-�,-2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 ' I I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. I GABLE END, OMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. " ATTACH 2X4 CONTINUOUS 42 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL 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. BASE TRUSSES E END, COMMON iS, 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 MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. rc/egFeas:'ueogJtt4eIL11-Ivafi1 giImfil:fp'Is1!0kttonilictit"illnC411oulti'vltti-itmettAtvtl�Wja4�Ndi�ilrw0!#1W fE31SS�INAPt�Wt{IOPimfaj PJT,Ita�ri,ItrtJ;elKr�t!(lrltlrr5rWit,6'SL'e{e{IQIOtWIiDQPiI! lidPTltmk7m ftrai iSaii le iitei.>IRtT^."D""h'"t�at3t..471'mf coin fgaalit_"a,it%;vy 1464,n. fize iidnoy IDDriplo,moa wips"i CtlEvlJ.v,o6 te igGTtm tfatf6fl?T<maF W..ml, Anthony T: Tombo Ill, P.E. gda:t it C:STtrii}tt Rrflit3di4a116ithrwauiY ila'nnrcl e.n:llyi�ssnd apexuef u!hpivsi¢m,ntii naadd ea n(; aeiai6rfssJ ' toatU;Ideasm}.T,ngaa,!meo wf c;xvr,.rclkvn. uda�r�lm&agssr;,e;o:.nc�sae slFy c5,D6l6stlsfwi�uyd _ 80083 lifW'eqfitsgwvd(whutmInwInidntatliIDD.ahrptaavKV><g2ftlirKdntua w1w.a$dPJ(IdaSaI+M{I.SfrlShiklaf11100L.{aefLaMWdtifM.4pidmn.P11id-fffitaijiauWtIsWbdinitaeNisDtsrytr,hr31Dp,bi,p.WIniiftkt'.ixiii 4451St.,tucie81M, 69a.ur a�arfpj itiau6d ipreitf»on::s>it aUiid6drtd tkl t-rii &sya Setae! rAg�firklyy Dr4gm,afpsi 3pslre[;:,tr. dugMl. tq talMletkara: ve &!i JielPlt � ... Fart Pierce, Ft 34946 Cepnigil62016A•)RaefTrosm-AnkayT.TvilDIII, P.E. Pipladutsiauaff%drmsem;inicy pmm,isprabibiledwMuclINlitnleaperrissisafrom Adiciffrasses•Ar.4mryT.6.IhoIII, P.L FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS3 (1/4- X 3") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. 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 "A• 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. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRI ICC WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY It BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24- O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. trrri Hau;iacryl n�r 6•'LI Iv�1119S�Ti'�ll;•j,gt!€15r igB3t441i11i1S IbSF:7Yt'{t?ET),1teC3;!'J��.RJ'fus trtiC�yg,�rrr���.f�ndwaftelkr itats?e.„itAz glt�albt�mrT sr3n9:#.E,� a41;e61ae rse,6e tcNsrit ste:iwQ?>i p;tdl W ri use..x}IQgrak�lr c.f':rfitifi3le!e �i�, isrTrest54tri.f!��rsri,�'liciara;tlx+ati+cy ffnyrefait ar ii,ctnxi�@np2rcltat eeEvertryic pse.32?p�S,fA�dHafglT-i9:6Trrewlb P:s,�i.as�P#1 Pe tfpus�7�S�gadsaayt-tt:7, f . wl+u�4slnsat�nn;lrgwr� rya.ml,m�e.'sw�wwiosuczwdtx,a�nreamn.:aeur��,�yntr>ilni.t�r,,, aalb„s,,t�,dernsxi�l�re:vvyr,us,rdtr�?af�rwlw3d: AnhnnyTTcmbolll:.P.E. mr6s3arr6r;r{ur�a(¢m!Aa.�s�isnonm�;tsmnenor•isua�tie,dma�symap�asc��uesrsc���s5n!ellrrmtuitaa!�nw::aculwad�;s„i>_Rnz�se,winywws;�lKa�ar�ia�itnssa t�ns�•=80063: okrtu!lasdhr(rua!rRedwv�frteayhci eaan tart !d Tb lnti 5:a!a rq.ernlSi±irl>;frj &tig+r,alrrs in�(eptiwdm!Od6g iT irtdi:dhiwrrta i,.yidl, [pi, '.srn 6!izss)i�br; d+sl 4451 St LudeBlvd. (apyri;d1�1P016AdHoalLasses-Am6osyl.lemiotliPt kpraiomonall4sdomaeet:iamyfalmispiodiUedwAcolkesrmennmIsslan5omA•1b0imits-Aatkaeylljoha],P.E �rti'ier[e;.1 1FL 349A6 JULY 17,'`2017 1 P�V�7JLlJ VIILLL_ 1 JL 1 rum • I (HIGH WIND VELOCITY) STDTL07 �i �s A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. WIND DESIGN PER ASCE 7-98. ASCE 7-02, ASC 7-05: 146 MPH 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: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLE SUPPORTING TRUSSES DIRECTLY UNDER DESIGNED WITH A MAXIMUM UNBRACED L TOP CHORDS. NOTES: 1.. SHEATHING APPLIED AFTER INSTALLAT 2. THIS DETAIL IS NOT APPLICABLE FOR S m FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. 'TRUSSES MUST BE OF 2' — 10" ON AFFECTED OF VALLEY TRUSSES. i SPECIES LUMBER. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON —BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 0 0 000 ;uc'.y Piaulkfea�!j u!If.Ik'kl LiQi ir7SS(i('S s0�,4(P4T(IdtlS 6(9gtfG�}(DiitBfig�A ([l;P;('.irVlli'ks!-ti d, EiulcltteeW.n,cl:talelM 0lhf T.rosi9efytNE !y i;P;wlmelmal Ldaayf GlP.L#e<zsaxrSksetbdete s! h'en f5ee�ifetldY.dAiEt l6D, fall .1A.Tf4 nmNNe p1mi 3(e!! ftazsi ke tietED lok,icJ,l tTxsS6tvlO.t aftSLe,sNniM;rq'm�erdit,anm:toD!fltkNtt}fd4tftJh4lal�I lttaftlitNl tSPak!GPSPtPN}i1it.'+!ra{11 aff �tlaAi fN(eTif%a!PzItI.MllE iui ftk�; min tNd;7 af.ige+."uejcros,adagf�al�.i; }n3�wr An:itony T:'Torobo lil; P.[. 00+std`l ltflS)tftll0['saPP ti LilllflWMID7�d D.DN, 114D Ftl'a0�LV11Ett qrd tfWtGdE.^PDn.a0,3]I!lfiqt:fl(L13IY,IxUrrrlaafc;cliadfisl0at 0PTR-L iaf yr+oid:tAn iD7 fe}y}l FelEusddCtfrrns u!Idiq Mnfag s!rgt.msnOzat uiaitrmlf6tgSf cf Oircd9:Tja! #80083, 'tvmaaoPCatgifraeCGabtE� AAas "Osdz•!mlursm!!s{tdi`IPfS;t&ttslIfiewW3rft0um-.tarx;rrWitimt)"hrct.dtngniMem040AtrotTwitDtiileAnsD!apUpirtidlms1llmna*m!,,dfet i � 4451 St. Lucie Blvd. Ahxsnedr5!ed(Te(rs aq+efdf{or.0ncghr(p{M{n !fheE TM TOn�pyatgninn4JltssPfk Pf:Pu'01mnTzfhnLigeiadcr6i4aq l!n{zhah!asmfeThl;fAim}PH' FOILPiekej'FL 34946 9)MP 11 i_(T a .lll P.0 e... A-6.. iK.A..,w...f',. &e n",.[i1,;t.AruLuf f6.rrn...weud..6nw 1.17.dlrww./.I,_.T T.16.111 OF' � ' f. FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STANDARD GABLE END DETAIL __ r P, TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VER1 STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. STDTL08 VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS ` SPACED G' O.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK * v DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. IleNOTE: 1. 2. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOTTOM CHORD OF GABLE (2) - lOd END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF - SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 3/ TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6. O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48. O.C. ATTACHED THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) ;' 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0.131'X35' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE 1 DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'0.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16' O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4SP#31STUD 24'0.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12' O.C. 3-10-15 5.6-11 6-0-11 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 3-14 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 IOd NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. 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 LATERAL BRACING RECOMMENDATIONS I STDTLIO A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-101D TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B 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 ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d r NAILS (0.131' X 3') NAILS (0131' X 3'). I NATTACH TO AIBS (0 31 VERTICAL ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - lOd NAILS (0.131' X 3') IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) USE METAL FRAMING - ATTACH TO VERTICAL L ATTACH TO VERTICAL L INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 1Dd SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS f 2X6 4' - STRONGBACK (TYPICAL 0' WALL SPLICE) (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' 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) 1 FEtRUARY 17, 2017 I I LATERAL TOE -NAIL DETAIL NOTES: �i 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). C; 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL A111*0 C BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 34946 772409-1010 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF I HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 174.2 72.6 63.4 J .162 108.8 99.6 I 86.4 84.5 73.8 ri .128 74.2 67.9 I 58.9 57.6 50.3 c� Z 0 J .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.51 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY1PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X B4.5 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO 60° 45.00° ANGLE MAY VARY FROM 30' TO 60° STDTL11 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 )0° FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 �t. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-04)9-1010 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 DF HF SPF SPF—S Lo .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 (n m 162 72 58 39 37 25 J .128 54 42 28 27 19 O Z Z .131 55 43 29 28 19 LLI .148 62 48 34 31 21 J N _J Q Z 120 51 39 27 26 17 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 ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (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 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. •►� USE (3) TOE -NAILS ON 2X4 BEARING WALL ** USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR Si 1E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW r FEBR,lJARY 5, 2016 f A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.5 x 4 TYP.2x2 NAILER ATTACHMENT I STDT ,13 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. \'O 2� � SQ 2�!���2x4 SP No. 2 (Min) o° o° o° 1.5 x 4 o° 2x2 SP No. 3 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 ` ~ FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE'BLVD. FORT PIERCE, FL 34946 772-40971010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES L��� (4) 12d MAX 3011(2'-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 tlteq•flrinmsiayN!u>:t+Rt.'4[itCi Pfeiff�G[PfiWc3#1: tnYSHCrDl'L�xi.Ti�4Y^WPlrtuta;iYJtt1"6r... tn6duP F*fe.iletua<tN �n tut nsa tr!4 'sii��o ttSn.Lu.Loi.li.laieiw,nmkfxt.:c V+Mx tan xl�Na5ti5a wig. L',TNaveRtt,<ne:d MwNMastt�`uk"L Tsai Anthony T. Tombo III, P.E. ssaN taf sr::ttra.ge u�yus,nfwt='�•arn a>na,ce c.ursi .h et�ex e&s a mrttiw cx s:.marN �e w.u»af4 tN. tNnsf txyrai4n i0f,W ;s;ua,x as enLi ya :swspr,osmimmnenikd4 oi3k» SOM ro rn,ua ra ' ar kv4s9atagenoiSant3et, 27lanipi aeamt l6AWtlt n+ swiyr!r'.�nuatl 'ttay[wktm.�h�xmf 'i[fM1rpos3N6ti�wlfftt ut em'i ip Kasd�+f fY3 emsMntnt3;trsW&.10 en"sN;1",Tm; u.Lsf .1 Inn Yaaa4!x, ar.,ss 4451. St. Lucie Blvd, kY�eint!NNt7efas egnigwsviwstfdpsnser>;tN. tis tnrt6s.4yaErye n54i9 tfNe+.4s,pv_nitnift 4rynndeq t.�isl, 3tlsgi47m/k s :nidfui ni. Fort Pietce, FL 34946 toprripM LrY1:i16 Ad psntLasxs•AntfitarLTor:bo liL p.L 4p, dust ono h.is do:onsiMin oar lom. isprotiEded withool the wsiuer pemmissioo from Al ImMusses•Acihooy 1. ho,biot3L:U i I FEFRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 J DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF N1ILS EACH SIDE OF BREAK I X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 I 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 I 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 I 39 30' 2194 3291 2007 3011 1697 2546 1738 260E 32I 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38I 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44I 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 * DIVIDE EQUALLY FRONT AND BACK A TACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' OIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER 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 2� G BREAK •• 3� `�yQl I / 10d NAILS NEAR SIgE �1r1 + lOd NAILS FAR SIDI y' V X' MIN �— 6' MIN t; TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). 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 REPAIRSIARE 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 D RING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SLABS, 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. . FEBRUARY 17, 2017 I SCAB'APPLIED OVERHANGS I STDTL M A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-D-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION Ulll= 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF lOd 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 SE 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 400 SPACED 24' O.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 r