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HomeMy WebLinkAboutTRUSS PAPERWORK - DUPLICATEi r�-liio A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 73155 Site Informa Customer Inf Lot/Block: Address: 112 City: Name Addre Name: Address: City: Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 ,n: INTEG-CRETE CONSTRUCTION, LLC Project Name: PERCY BARN Model: PERCY BARN >N MULLER RD FORT PIERCE, FL 34945udivision: 'Y County: St Lucie State: FL Llu, &?iC®i?My and License # of Structural Engineer of Record, If there is one, for the building. License #: General Truss Engineering Criteria Design, Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code:i FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 22 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affi4ed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 GJ 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # I Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0100489; A01 G 8/8/18 13 A0100501 CO2 8/8/18 25 STDL03 STD. DETAIL 8/8/18 2 A010049d A02 8/8/18 14 A0100502 CO3 8/8/18 26 STDL04 STD. DETAIL 8/8/18 3' A0100491 A03 8/8118 15 AO100503 CA 8/8/18 27 STDL05 STD. DETAIL 8/8/18 4 A0100492 A04 8/8/18 16 IA0100504 CJ3 8/8/18 28 STDL06 STD. DETAIL 8/8118 5 A0100493 A05 8/8/18 17 A0100505 CJ5 8/8/18 29 STDL07 STD. DETAIL 8/8/18 6 A0100494 A06 818/18 18 A0100506 HJ2 818/18 30 STDL08 STD. DETAIL 8/8/18 7 A0100495 A07 8/8/18 19 A0100507 HJ7 8/8/18 31 STDL09 STD. DETAIL 8/8/18 8 A0100496L A0100508 J7 8/8/18 32 STDL10 STD. DETAIL 8l8/18. 9 A0100497; ;Y ­ B02 : _" - `- '8/8/18 21 A0100509 J7P 8l8/18 33 STDL11 STD. DETAIL 8/8/18 10 A0100496.; " `B03 ,, ' " :, '.,'''8/8/18i 22 A0100510 J7PG 8/8/18 34 STDL12 STD. DETAIL 8/8/18 11 A0100499'.',-" B04 .; ; . ;=; .w ; ` '"8/811K, .23 STDL01 STD. DETAIL 8/8118 35 STDL13 STD. DETAIL 818118 12 A0100500 ` C0161.- '8/8/18,! 24 STDL02 STD. DETAIL 8/8/18 35. S.TDL14 STD. DETAIL 8/8/18 The truss drawing(s)'referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided: byA-1 Roof Trusses, Ltd. Truss Design Engineer's; Name Anthony,{Tombo III My license renelval date for the state of Florida is Februdry 28,2019.0. gfl<1i131!!i NOTE -The seal on these drawings indlcateiacceptance of professional * .oaa♦� rwa . engineeri�l g res_ ponsibility solely for the truss components shown. {t► ea J e�+�'rrW. Alp The suitability and use of components for any particular building is the responsibility of the .0 building designer,- perANSIITPI4 Sec, 2: 1300 The Truss Design Drawing(s)(TDD[s)).referenced have been prepared based on the s. + construction documents (also referred to at times as 'Structural Engineering Documents') s provided by the IBuilding Designer indicating tNe nature and character'ofthe work. The design criteria therein have been transferred to Anthony Tombo IIfrPE by [Al Roof Au Trusses or specific location].•.These TDDs (also referred to at times es 'Structural r Engineering D)ocumentsj are specraltystructural component designs and may be part of the k•� �� projects deferred orphasedsubml tali„As a Truss Design Engineer (i.e., Specialty o �i^ r i�#� e��+ •�` +�► Engineer), the seal here and on the TDD represents ah acceptance of professional & �.Anft yYorti oC WHEN ' �n T. TrrlflllcN.l4nn�,Ttomti�ni.o-� Nw;, engineering responsibility for the design ofthe single Truss depicted on the TDD on fty bOHaoeEgng uc. Ft erej/ Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all t a lll, .P.E. SERIAL ?# 3B.BC A2 2100 00 00 00.4C.12 87 DF Page 1 of 2 M C O L6 Un 0 co OCu E u Duo coco a co co Woun O U p � < z 0 0 ��Illlllllllllll��� LO LO J J tC p 0 O w w 0 Lu z M c?i $ LOP DiFort G I SUBMITTAL CV/'IGvv a APPROVEE] APPROVED Q REVISE AT ❑ REJECTED�- SUBMITTAEWED FOR DESIGN CONFORMITY AND CT DOCUMENTS G NERALCONFORM ANCE TO ACTOR ISORERSPONSIIBLE FOR FOR SATjOBSITE TOLEEARANCE. QUANTITIESN FABRICATION PROCESSTECHNIQUES OF CO' NTS UCTION. COORDI IS WOONTKRA�CT DOOC R TRADES AND FULLC By:Date: a rchitectonic Inc. rt Pierce, FL 34950 RECEIVED SEP 0 201E ST, LuCi�0�ttt_ —Y' -i?ttnitting N a N am 1) m a Job G Truss Truss Type Qty Ply A0100489 73155 A01G HIP GIRDER 2 3(optional) Job Reference o tional Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:01 2018 Page 1 I D:7chanXO W dZj5NfcYC2g EM Ayq?A7-IcnHO4iYTZ2ohgtjh6fs HzT2H L 15tZ2d6 ihsCsypygm 2-6-0 , 6-1-10 11-0-0 17-6-14 24-0-0 30-5-2 , , 37-0-0 41-10-6 , 48-0-0 50-6-0, 2-6-0 6-1-10 4-10-6 6-6 14 6 5-2 6-5-2 6-6 14 4-10-6 6-1-10 2-6-0 ' 2 ttf 1 4.00 F12 -10 dvd � 7x10 MT20HS= 2x4 11 8x10 = 2x4 11 5 67 ".0 PP n 27 28 19 29 30 18 17 31 32 33 5x6 = 7x10 MT20HS= 4x12 = 11-0-0 7x10 MT20HS= 8 -}r � 4x4 34 16 35 36 37 15 14 38 39 40 13 41 42 12 2x4 11 4x12 = 5x6 = 2x4 11 700 MT20HS= LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.85 16-17 >680 360 TCDL 15.0. Lumber DOL 1.25 BC 0.67 Vert(CT) -1.53 16-17 >376 240 BCLL 0.0 * Rep Stress Incr NO WB 0.94 Horz(CT) 0.27 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD i Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (Ib/size) 2 = 8408/0-8-0 (min. 0-2-5) 10 = 8408/0-8-0 (min. 0-2-5) Max Horz 2 = 71(LC 4) Max Uplift 2 = -2205(LC 4) 10 = -2205(LC 5) Max Grav 2 = 8408(LC 1) 10 = 8408(LC 1) FORCES. (Ib)� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23679/5987, 3-4=-22350/5676, 4-5=-27578/7011, 5-6=-27578/7011, 6-7=-2757817011, 7-8=-27578/7011, 8-9=-22350/5676, 9-10=-23679/5988 BOT CHORD 2-20=-5628/22347, 20-27=-5628/22347, 27-28=-5628/22347, 19-28=-5628/22347, 19-29=-5318/21298, 29-30=-5318/21298, 18-30=-5318/21298, 18-31=-5318/21298, 17-31 =-5318/21298, 17-32=-7451/2991 1, 32-33=7451 /29911, 33-34=-7451 /29911, 16-34=-7451 /29911, 16-35=-7451 /29911, 35-36=-7451 /29911, 36-37=-7451 /29911, 15-37=-7451 /29911, 15-38=-5247/21298, 14-38=-5247/21298, 14-39=-5247/21298, 39-40=-5247/21298, 13-40=-5247/21298, 13-41=-5559/22347, 41-42=-5559/22347, 12-42=-5559/22347, 10-12=-5559/22347 WEBS 3-20=-193/75f1, 3-19=-1268/439, WEBS 3-20=-193/751, 3-19=-1268/439, 4-19=-696/2816, 4-17=-1 84517377, 5-17=-504/261,6-17=-2829(705, 6-16=-459/2046, 6-15=-2829/705, 7-15=-504/261, 8-15=-1846/7377, 8-13=-697/2816, 9-13=-1268/440, 9-12=193/752 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right 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 2205 lb uplift at joint 2 and 2205 lb uplift at joint 10. PLATES MT20 MT20HS Dead Load Defl. =11/16 in hJ 5x12 = GRIP 244/190 187/143 Weight: 976 lb FT = 10% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1140 lb down and 379 lb up at 7-0-12, 550 lb down and 143 lb up at 9-0-12, 550 lb down and 159 lb up at 11-0-12, 550 lb down and 159 lb up at 13-0-12, 550 lb down and 159 lb up at 15-0-12, 550 lb down and 159 lb up at 17-0-12, 550 lb down and 159 lb up at 19-0-12, 550 lb down and 159 lb up at 21-0-12, 550 lb down and 159 lb up at 23-0-12, 550 lb down and 159 lb up at 24-11-4, 550 lb down and 159 lb up at 26-11-4, 550 lb down and 159 lb up at 28-11-4, 550 lb down and 159 lb up at 30-114, 550 lb down and 159 lb up at 32-114, 550 lb down and 159 lb up at 34-11-4, 550 lb down and 159 lb up at 36-11-4, and 550 lb down and 143 lb up at 38-114, and 1140 lb down and 379 lb up at 40-11-4 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 (pig Vert: 1-4=-90, 4-8=-90, 8-11=-90, 21-24=-20 Concentrated Loads (lb) Vert: 19=-550(F) 13=-550(F) 27=-1140(F) 28=-550(F) 29=-550(F) 30=-550(F) 31=-550(F) 32=-550(F) 33=-550(F) 34=-550(F) 35=-550(F) 36=-550(F) 37=-550(F) 38=-550(F) 39=-550(F) 40=-550(F) 41 =-550(F) 42=-1 140(F) i Sudy� rLb:e tlmyHr,!!ier Nr.'Al IDOF n)SSrSj ifLLEl A f�r91S1fWS 8 [OF�IIC5S ()STDMj aY9 j S.(CM[�,viNElri'!t!i TcCr dedprmntltn 131RC(I!I!!pi3iil!e!! Despe),>e(yIR4; eri I(e 1r1upT. rare! D!, LE Idereae f�?§! hl%:-e t5l. Ddns dLM+i[e ddd 10 Nt1➢D,L4!p kiTeiu¢!:n,r:Cas,blii-..it.,bl)DSshtdiLAseTmsDesilif!prxr;1.e.$eci01btluerl,!!L4,..rTDD!!peittl,-cerawlth pfRl:fflWLl tykF:ne§!!f/NNIiIR(S: nI dainctMeSlpeTflsshpadwit TDD ulyrta(wT?T.The d!cp n5'. !i'm I!!t;m6mi!, sodi!i!( Anthony T. Tombo llI, P.E. eJase d!ws TzssS!!y idlliy is!Se reyx!ikilArdth On!,,tte 0,r,!is raiod!!d!!Kil rih krlli!gNit".,, ON meld dlh a80083 ' fez!SzrOn;ue!rdftd-!Ca:.(r:ukss!!cats!le7DD!NliepWiasmig(:lo:tdn!Oil(igburm�!Sdtq!ac:ediu{(nf,Ord!ishDDfi71ua1SllAmreh! elh!Teun!a(m,!4451 St. Lucie Blvd. si!!rise letiwiepo(adrtd epe!(yrtbv,my lydl isn.n icrzl,ti ThTns ada(yeterii(CT Ike 10.1 Dsi}sw,Ow SW!. bgu!er e. TWIsq. (g u73da!dtro: sent da`udnlrTl' Fort Pierce, FL 34946 Copyright ®2016A-1Roof Trusses-AnlhunyT.TomhoIII,R.l. Reproductionofthisdocument,inanyform,isprohihitedwithoutthewtitenpermissionhomA-IRoofftusses-AethDnyT.Tomt 110.1. Job Truss Truss Type Qty Ply 73155 A02 HIP 2 1 A0A00490 Job Reference (optional) e, 111111. 0.41U J May Io cU Io rnnr. o.Z Ia s May Io cu-Io IVII I eK mousmes, Inc. we0 nug es ua:4a:uz 2u1tJ 13-0-0 20-0-13 6-10-15 7-0-13 T 4.00 F12 6x6 11 3x6 = 5x6 - 5 c 4x6 = 3x6 = 6x6 11 o Q 0-15 Dead Load Dell. = 5/8 In 18 17 16 10 14 4x10 = 2x4 11 5x10 MT20HS WB= 3x6 = 3x10 = 2x4 11 4x10 — 3x10 = 5x10 MT20HS WB= 13-0-0 E-5 51 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.64 17 >905 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -1.24 17-19 >466 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 264 lb iFT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E `Except' T3,T4: 2x4 SP 240OF 2.0E BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row at midpt 6-19, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2872/0-8-0 (min.0-2-6) 12 = 2872/0-8-0 (min.0-2-6) Max Horz 2 = -79(LC 13) Max Uplift 2 =-652(LC 8) 12 =-652(LC 9) Max Grav 2 = 2872(LC 1) 12 = 2872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6807/2691, 3-4=-5908/2321, 4-5=-5851 /2334, 5-6=-5559/2289, 6-7=-6881 /2748, 7-8=-6881 /2748, 8-9=-5559/2289, 9-1 0=-5851/2334, 10-11=-5908/2321, 11-12=-6807/2690 BOT CHORD 2-20=-2375/6359, 19-20=-2375/6359, 18-19=-2463/6788, 17-18=-2463/6788, 16-17=-2469/6788,15-16=-2469/6788, 14-15=-2415/6359,12-14=-2415/6359 WEBS 3-19=-893/495, 5-19=-400/1280, 6-19=-1669/628, 6-17=0/298, 8-17=0/298, WEBS 3-19=893/495, 5-19=-400/1280, 6-19=-1669/628, 6-17=0/298, 8-17=0/298, 8-15=-16691628, 9-15=-400/1280, 11-15=-893/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 2 and 652 lb uplift at joint 12. LOAD CASE(S) Standard 6nde1-rleereduulHT r!fir+tks'A 1100E 11PSSrS ('S11fa'16111i11(TIN d (OtiGm[SS ffilollrmM da1011ITMr, lum. fener AMP itleoden eduadulss utAilni:0ei!g�Jre+iylRsY ed IN Adki lei Da ' Ii.Idueme %Hf Are nl. Udeis dhr+ise Gdd mNeT00,alp NSTeksnumr dens Sul It laNedtl.kerns Dnip hoetu(I.e.Srernlghpuuj,fl:udeen(TDOnpmeeheesmr iI[it pdes9ud lgnuriegrquslllllry!oeIN lKpdiN s4eTnu kplaed FeilelDD all, fAU11H. tN despa ass!apiln.IMaysadinxs, s!rtd0i¢ AnlfronyI Tombo III, P.E. duedtlis T,nisSr uy 1:111e1 is IN rurwilifly Or. O"m1hO Yits izd er..dcth WE.?Douce:,-rk mhdd lk Kett2:ud6e bid hit naltuM.le gra[uidlk iDDdnrtieid uedtle Tnss.ude6ylxdOy,sa;ere,iMdlmueddnrag:klikrie re!d:a4i.".:hd $ 80083 Ai INAitftgor triusenor.Van3S[IK4hTDDldiaedrAaesmdplldnesllllelnlaq(tRr9�Sdtdliidee(r(Ur(ekderrlPASNi11:RItllLdHpinilleftie.TO4451St.LueieBlvd.dle-whradlraThTnss Dull legtuds ACi ek5d1a7Cet'gau, erTms SySea deruardmt Wi9�. AO mp!;dadx;os near ddndir161' Fort1 St. Luci, FL Blvd.Foplti9hI02016A-1kofLosses- AotbonyLTombs III, P.L Reproduction oftbisdommem,inany foral,isprobillhedwithaulthewritten perm34946 issionfrom A-IAaDITrasses•AothonyT.Tom6aIII,P.F. Job tii Truss Truss Type Qty Ply � A0100491 73155 A03 HIP 2 1 Job Reference (optional) RVr I. 0.4IV D Val 4.00 12 7x8 = 5 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:03 2018 Page 1 7chanXOWdZj5NfcYC2gEMAyq?A7-h_v1 Rmko?AJVw_06pXiKMOYPX8kTLVRwZOAzHlypygk 7x6 = 6 7x8 = 7 Dead Load Defl. = 7/16 in its it 16 w 14 " 4x10 = 2x4 11 5x10 MT20HS= 3x10 = 3x6 = 2x4 11 4x10 = 3x6 = 5x10 MT20HS= 15-0-0 LOADING(psf)! SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.Oi Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.52 15 >999 360 TCDL 15.0� Lumber DOL 1.25 BC 0.61 Vert(CT) -0.98 13-15 >590 240 BCLL 0.Q ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.31 10 n/a n/a BCDL 10.0; Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 240OF 2.OE *Except` T1: 2x6 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 54-1 oc bracing. WEBS 1 Row at midpt 3-17, 9-13 MiTek recomf ends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. i (lb/size) 2 = 2872/0-8-0 (min. 0-2-6) 10 = 2872/0-8-0 (min. 0-2-6) Max Horz 2 = -88(LC 13) Max Uplift 2 = -645(LC 8) 10 = -645(LC 9) Max Grav 2 = 2872(LC 1) 10 = 2872(LC 1) FORCES. (lb)I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-6781 /2694, 3-4=-5704/2282, 4-5=-5625/2299, 5-6=-6262/2608, 6-7=-6261/2667, 7-8=-5625/2299, 8-9=-5704/2282, 9-10=-6781 /2693 BOT CHORD; 2-18=-2369/6329, 17-18=-2369/6329, 16-17=-1875/5348,15-16=-1875/5348, 14-15=-1887/5348,13-14=-1887/5348, 12-13=-2409/6329,10-12=-2409/6329 WEBS 3-18=0/258, 3-17=-1067/550, 5-17=-90/561; 5-15=-414/1359, 6-15=-895/50I1, 7-15=-414/1358, WEBS 3-18=0/258, 3-17=-1067/550, 5-17=-90/561, 5-15=-414/1359, 6-15=-895/501, 7-15=414/1358, 7-13=-90/561, 9-13=-1067/550, 9-12=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 645 lb uplift at joint 2 and 645 lb uplift at joint 10. LOAD CASE(S) Standard 0-2 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 281 lb FT =10% I a!:dy-n!esenutyHrrno-+tie •Aa ioldr nns rxuut srryde liras a nrTanet4 rgsioxt aTa;iadea.: vanes l!a. re:Eg dtdp ioeaders uai haled:e �tnsiuss DesQ h!.�glrr�ere lee stlsaeT. r�lj0d, r.LrdJeae Geelf esSre es:. odH!lnx.w ddd e!fleTDa,say Gdreem¢emrp:Eess4dl�!udtu lttlDDnb<ldiLlsoiress Desigv 6yr:e{la,sde[Idl[6dr:!r;,nes•d ee or iDOreFresrtls!euu,:�:edtle pdxdud ry etleg ryndlilarirMe!s rvei lees �eTns Hta!eeenemowr,ataiafi ice t!soasu.!gnan.l!u oe/m»s,sredllry Anthony T. Tombo 11I, P.E. ainednli Nss`eeeer{dl611, thralx!itilih ofN0.er.tex DMIs raamtloged wtte ldleireW1.!, n lk hd!tl diw lt(6'3; ad ne T.H.ial gulessrr47 leyfn!Ielth 19D aalen fieuuedn!Ta%, utlediqtad'ly.s!llge. ieshllefiee udtntag ndta l4!reya id1gd s 80083 ' lk esdzg Der:ga: erl Qm:enw. Ili b alulxnerDO e:+Ad'u pualeidan_4451 St. Lucie Blvd. Rerriu ldieed 1pat!v;ed egre!1!?ee is adfiy lydlgod esindxi l5einssas:sryleurL-rLf �u edilag bedgae,nT:us sgfi�iyheerdor atlSy. 111mp1:!J4*0s uem Wed dull. Fort Pierce, FL 34946 (opyrighl(02016A-liaofiiosses-Anthony 1.Tombolf,1`1. ReprodUdionofthisdommenl,inanyform,isprohibitedwithoutThewrittenpermissionfromA-1800fTrusses-AnthonyT.Tomb111,p.i. Job Truss Truss Type Qty Ply A6�100492 73155 A04 HIP 2 1 Job Reference (optional) r, 8-2-9 4.00 FiT Hun: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:04 2018 Pap',e 1 5x8 = 2x4 11 5x8 = 5 6 1 8-9-7 Dead Load Dell. = 1y2 in its -- 1b -- 10 - 14 - 12 4x10 = 2x4 11 5x10 MT20HS= 3x8 = 4x6 = 2x4 11 4x10 = 4x6 = 5x10 MT20HS= 8-2-9 17-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.53 15 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.96 15 >598 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.31 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 2400F 2.OE "Except" T3: 2x4 SP M 30, T1: 2x6 SP No.2 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. WEBS 1 Row at midpt 3-16, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2872/0-8-0 (min. 0-2-6) 10 = 2872/0-8-0 (min.0-2-6) Max Horz 2 = -99(LC 13) Max Uplift 2 = -637(LC 8) 10 = -637(LC 9) Max Grav 2 = 2872(LC 1) 10 = 2872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6756/2711,3-4=-5344/2152, 4-5=-5322/2178, 5-6=-5409/2327, 6-7=-5409/2327,7-8=-5322/2178, 8-9=-5344/2152, 9-10=-6756/2710 BOT CHORD 2-18=-2378/6303, 17-18=-2378/6303, 16-17=-2378/6303, 16-25=-1 716/4949, 15-25=-1716/4949, 15-26=-1724/4949, 14-26=-1724/4949, 13-14=-2417/6303, 12-13=-2417/6303,10-12=-2417/6303 WEBS 3-18=0/320, 3-16=-1456/732, 5-16=-152/632, 5-15=-248/896, 6-15=-689/383, 7-15=-248/896, WEBS 3-18=0/320, 3-16=-1456/732, 5-16=-152/632, 5-15=-248/896, 6-15=-689/383, 7-15=-248/896, 7-14=151/632, 9-14=-1456/732, 9-12=0/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 2 and 637 lb uplift at joint 10. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 274 Ib FT = 10% e'".neennmydyneie,tsc'waROOF HisssruuugrWAIITEN A0mDSSVISTOWIrKI ;r(rNDTIEN , 111c Tent, fitipfamemrelswigoes oubsimsDnigaLruiyllGD;uln+dnYuP7.l¢OaC;t.Llelecxs3eltMS!ews.Udessohw+isesddreneTDD,ay WTsinmmo,sSill t:Anthony T. Tomb III, P.E. edestelnl! I.SS' n1 IMICK IsIhnsrm0101 sliho- ne OtiA.A' .Tdeder 1h 10161 Dnilar,%N mtse eltu 1K,n!! WAt Sod t;x:i3l n4 esd Ml.Tit uppe sttk TOD of re:Bele ne efneTms. W, 6,fK"4;.sasale,issb!IM. uegelxg slsltir 1J .rasa-iyd <80083 ' netai<npOes"!sr,:(f"ft'.7Jlu2sse!euloneNDMlispdins®llsil9mtdshgitlig(mmisamSslegl»as!nee1KS1)NNItte1t1l71silSHlsrrelesecedtssgean!;Ias�R�ik5usnzn:remaOmsaa�:!srn!nr!:o!at,n,Itesseespupsn®arnssaran::+�a,n,u 4451 St: Lucie Blvd. es�. nt 7n eiPot.v mrinde�eh me+giralrm:nw nr ThN!3Denmr41n!rl! ACT bg04.2Desypet,rrTnssSy!!"Eqi mre.ao, lfiq. ui mp!da tn;n:eem(rmdmntl. Fort Pierce, FL 34946 (opyrighlD2R16A-I hot Trusses- Aa@anyl.Tambo111,P.I. Reprodurtion of this document, in cayfom is prohibited without The .4nen perrelssioo hoso A-] Roof Trusses - AnthonyT.Torabo 111, 1`1 Job , Truss Truss Type Qty Ply A0100493 73155 A05 HIP 2 1 Job Reference (optional) LOADING (psf) 1 SPACING- 2-0-0 TCLL 30.01 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP 2400F 2.OE *Except` T3: 2x4 SP No.2, T1: 2x6 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 1 Row at midpb 5-17, 7-17, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing'be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 2 = 287210-8-0 (min.0-2-6) 12 = 2872/0-8-0 (min.0-2-6) Max Horz 2 = -109(LC 13) Max Uplift I 2 = -629(LC 8) 12 = -629(LC 9) Max Grav 2 = 2872(LC 1) 12 = 2872(LC 11 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6840/2851, 3-4=-6242/2538, 4-5=-6140/2550, 5-6=-4948/2110, 6-7=4631 /2052, 7-8=-4631 /2052, 8-9=-4948/21110, 9-10=-6140/2550, 10-11=-6242/2538, 11-12=-6840/2850 BOT CHORD 2-19=-2526/6392,18-19=-2018/5416, 17-18=-2018/5416,17-26=-1691/4815, 26-27=1691 /4815, 16-27=-1691 /4815, 15-16=-2033/5416, 14-15=-2033/5416, 12-14=-2566/6392 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:04 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-9ATPe6kQmU RMY8blMEDZvc5beY3c42d4ogvWpBypygj 24-0-0 29-0-0 34-5-0 41-10-11 1 48-0-0 , 50-6-0 , CSI. TC 0.74 BC 0.62 WB 0.43 Matrix -MS 5x10 MT20HS= 38-5-9 DEFL. in (loc) I/defl L/d Vert(LL)-0.5816-17 >999 360 Vert(CT)-1.0816-17 >536 240 Horz(CT) 0.29 12 n/a n/a BOT CHORD 2-19=-2526/6392,18-19=-2018/5416, 17-18=2018/5416, 17-26=-1691/4815, 26-27=1691 /4815, 16-27=-1691 /4815, 15-16=-2033/5416, 14-15=-2033/5416, 12-14=-2566/6392 WEBS 3-19=-672/484, 5-19=-170/647, 5-17=-1076/597, 6-17=-432/1140, 7-17=-594/181, 7-16=-594/181, 8-16=-432/1140, 9-16=-1076/597, 9-14=-170/647, 11-14=-672/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 2 and 629 lb uplift at joint 12. LOAD CASE(S) Standard Dead Load Defl. =1/2 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 268 Ib FT = 10% I gl:dn.dQeeeaeryNrrwtrrrty•allaefn.�ssi;,n(u•fe(esetruwsemrmc�eDSTDxinar;ienca�54YElfi Inx.iertrpledpparad!rsulseNe>t!sul3islmsDes�Na+iylf[47!aIP!d!Hall.TszleDtl.E.IdeexeUnln;eese.UdessesM+iusfdd!nMeIDD,ce'p AiT<ku*,U,p:isinllkeesedh,bTDDlake,OlLIseTauDetipvhpass�e,Su;idtpii-tlus;.n!udee"I Mar —Is noorlwldfie I'drssiad!tofnoodt,"to %1.;Gi'xp/nvopi¢s.hduloeAaa!,salcNla{ Anthony T.Tombo11?,P.E. eie ftsTren4eeq lNl6eg I, Ike respwNlitd dta Dnel,Ike of Ike rdlGlg er N ailedd lie U(,d:3(udtlelssdkx'EeTsd!ssdt4l. Tke epp i,101h tDD nd!n aeli uedHe Tress."vd!6a is re}sssge. tesNldin ut kePsg skdit: ea n!p:nck!:h sf w $3 ' Rr:[agaeUga: ee Qutream.All at'sI'lodaNxlOD 008 eM lke p,gim®dpL•Ims dtl!6Nlliep (capoa!d Sd!ryla:'e.olio{t(S¢pllisFalr?RI oo1 SEGmrel!, aa1!a geenal gzAme RH eetiasitresp!m:hil:uescodd;iaa'Neinss kslper,Less9esip�Eepia!ernlinss tlaal!rorzya!ns' 4451 St.0083 Blvd. e edu l�etlkdobd:M!geed epebMDq krill penes lad!ei lSeTuss Cuta Esj aerU'ICi@s faida7Cestg3er, e,ius Ssr!a Eepn><,d©p NaSrg. Luci ul�p:,Mvioneout esdelMhUll. Fort Pierce, FL 34946 fopdrighl0RDI6A-I Roof pmsses-Amhooi,LTomho11LU leproductiors ofthis dommeni, in anyhmn, is piohihRed without the written permission from A-1 Roolhusses -Anthony T. Tomb 111, 1`1 Job Truss Truss Type Qty Ply 73155 A06 HIP 2 1 A0.4100494 Job Reference (optional) wrs. o,c su is may to eu m Print: o.zi u s may i u zuits MI 1 eK industries, Inc. Wed 1-9 4.00 F12 6x8 = 5x6 = l:, 8 09:49:05 2018 Page 1 ejJyJopURD 1 Kf3Ldyoygi Dead Load Defl. = W In 4x10 = 2x4 11 5x10 MT20HS= 3x6 = 3x8 = 3x6 = 2x4 11 4x10 = 3x6 = 5x10 MT20HS= 7-5-12 15 5-5 21-0-0 27-0-0 32 6 11 40 6 4 48-0-0 7� 1z 7-11-s 5 6 11 s o ar_,� Plate Offsets (X Y)— [2:0-0-0 0-0-41 [4:0-3-0 Edge1 [6:0-5-12 0-2-121 [9.0-3-0 Edge] [11.0-0-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.56 16-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.04 16-17 >552 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.35 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 277 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except` T1: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 3-19, 5-17, 6-16, 8-16, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2872/0-8-0 (min.0-3-6) 11 = 2872/0-8-0 (min.0-3-6) Max Horz 2 =-119(LC 13) Max Uplift 2 =-619(LC 8) 11 =-619(LC 9) Max Grav 2 = 2872(LC 1) 11 = 2872(LC 1) FORCES. (lb): Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6768/2781, 3-4=-5610/2339, 4-5=-5476/2352, 5-6=-4614/2036, 6-7=-4310/1983, 7-8=-4616/2037, 8-9=-5475/2352, 9-10=-5609/2339, 10-11=-6769/2780 BOT CHORD 2-20=-2450/6314, 19-20=-2450/6314, 18-19=-1906/5195,17-18=-1906/5195, 17-27=-1473/4308, 16-27=-1473/4308, 15-16=-1915/5194, 14-15=-1915/5194, 13-14=-2489/6315, 11-13=-2489/6315 WEBS 3-20=0/286, 3-19=-1216/605, WEBS 3-20=0/286, 3-19=-1216/605, 5-19=-1251538, 5-17=-1252/613, 6-17=-364/958, 6-16=-353/357, 7-16=360/952, 8-16=-1250/612, 8-14=-125/536, 10-14=-1216/604, 10-13=0/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) .and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 2 and 619 lb uplift at joint 11. LOAD CASE(S) Standard Ce:dq � flemetisrsspHp Initsr Ik'dl IDGf IIDSS15j SEtlEli 6TI:ISE RWS b fDEti710A1 (US7DM1 s�7H j1ItpDPdpDrddEMi IIIS Ttrilg dtdp ptlt0litat eil It�edx nttir TINS D!!iW DIMItpiR�Rd Dx AdiUpT,T[oit DF, tEI!ItleIle Tixl R2!! efa. Udtss diwMlSt ddll161i! TDD,ca'p Id1T$oecemrp:Y.es sid(hastdfith lDDraie ollf. Asclsns Onip Espnupe,SgesWpFspu!?.tiad ss wpIDO npreseds snaup�:![{t6q!el!sslnel esg:aetlse reymlNlepS:!Sdes:psetfles.eretnss f!pSnlhctle TDD 7•M,rdd i?Fl.ikl!sip, n!mpn!es,itdgtudnn!.smrmry Anthony T. Tombo llI, P.E. ed ne d+eis fnssbr art lullisp isle nspxsiFilindCa7><ur,IN Owmssa".a�rsls Inlhtaifisp Uesipn!,nCxomdrltaltLd!J'sed tie bt�ld'{e7olersi lt4l. Tit cprnss d1k, TOD niaddintd6iTnss-ia,&11AE4rs!ryt,issbildisa udE!rt� s6ilik Pie milat's,:t.d 7 80083 ' INId'.lepetfV!WC[Cses:.IDnassdednMTDDWInpiwnasaip.ddotsdtht.A.1 ¢ia! W61WiaEi ikVildiddgTAnsdStGennitl:ssdMpeten!pdar_ltrTh9usx!nstrsilres[din.^.!st!3eLrssDeriper,T:asDeipsFegatrmffnssMMs��e!,a!ns 4451 St. Lucie Blvd. s,sniu ldis!d lTo6d:Meped spiisvrOry lTdlpm:es dsdnd. Aelnss DrdaErpiseerir ACi»aladsp Desepar,wTmsSpd!a EtpuxrdepisDSap. Ill sgiwa!d4rm secs ddadnRTl. (oppight 0 2016 A -I Rootliusses- Anihony T. Tomho III, P.E. Reprodooion of ibis dommenl, in onybrm, isprohihited Ohm the w6ven permission hom A-1 RoolTrusses- AnthonyL Tomb [it, P.L Fort Pierce, Fl- 34946 Job a• Truss Truss Type Qty Ply A0100495 73155 A07 HIP 2 1 Job Reference (optional) Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:05 2018 Pagel ID:7chanXOWdZj5NfcYC2gEMAyq?A7-dN1 nsS12WnZDAIAUwykoRpelhyJ1 pRhDl Kf3Ldypygi , -2-6-0 , 7-5-12 15-5-5 231-0 ,25 0 Q 27Q 6 11 , 40-6-4 48-0-0 50-6-0 , 7-5 12 7-11-9 7-6-11 2-0-0 7-6-11 7-11-9 7-5-1-0 2 6 0 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP 2400F 2.OE *Except* T3: 2x4 SP No.2, T1: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpti 3-19, 5-17, 8-16, 10-14 MiTek recommends that Stabilizers and required cross bracing Ibe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. I(lb/size) 2 = 2872/0-8-0 (min.0-3-6) 11 = 2872/0-8-0 (min.0-3-6) Max Horz 2 = -129(LC 17) Max Uplift 2 = -608(LC 8) 11 = -608(LC 9) Max Grav 2 = 2872(LC 1) 11 = 2872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6738/2791, 3-4=-5606/2377, 4-5=-5418/2392, 5-6=-4324/1934, 6-7=-4008/19067-8=-4329/1936, 8-9=-5416/2391,,9-10=-5604/2377, 10-11=-6740/2791 BOT CHORD 2-20=-2456/6282, 19-20=-2456/6282, 18-19=1949/5226, 18-27=-1949/5226, 17-27=-1949/5226, 16-17=-1353/4002, 16-28=-1957/6224, 15-28=-1957/5224, 14-15=-1957/5224, 13-14=-2496/6283, 11-13=-2496/6283 4.00 Fl2 5x8 = 5x6 = 3x6 = 3x10 = 5x10 MT20HS= CSL. DEFL. in (loc) I/deft L/d TC 0.78 Vert(LL) -0.5417-19 >999 360 BC 0.99 Vert(CT) -1.0317-19 >558 240 WB 0.70 Horz(CT) 0.36 11 n/a n/a Matrix -MS BOT CHORD 2-20=-2456/6282, 19-20=-2456/6282, 18-19=-1949/5226, 18-27=-1949/5226, 17-27=-1949/5226, 16-17=-1353/4002, 16-28=-1957/5224, 15-28=-1957/5224, 14-15=-1957/5224, 13-14=-2496/6283, 11-13=-2496/6283 WEBS 3-20=0/276, 3-19=-1156/566, 5-19=-101/565, 5-17=-1525/744, 6-17=-373/931, 6-16=-363/401, 7-16=-374/940, 8-16=-1518/741, 8-14=-99/561, 10-14=-1158/567, 10-13=0/278 , NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 lb uplift at joint 2 and 608 lb uplift at joint 11. LOAD CASE(S) Standard Dead Load Defl. =1/2 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 282 Ib FT = 10% srdey tlnse Yngdrml¢af3e'dliDG'r nP35S;if(ltl �6(A91 yElsiSb(Ds"v4D6(PSTPrij sn9')d yeDA Ec ME�t u Yet hdpPut r ere. Dd¢ss ¢dad ¢¢n¢ED,odp MIT¢Sua¢m,ix`ess4>ItNrseifirf§IPDfak.die. Asei,lss Desgv Gparr(Le.S,miMr 6tl¢ev;.3ns±dna(TODrtyresMsuvn,�.ssifftepd:sslud eyxrvgr+.geWiiitlrS[Rel,rnettte sapein!sde;a±emrie iDD wlt,rzfar?Ft. Th F±gressorpons1d.ywNnxs. sm¢Niry Anthony T. Tomb011?, P.E. Were dsMs r,sss(e:ev}tnlGevts fse,esrwsllMdheOn±r.deO.azis rx�d±ed vrumlie isilliey Desi;¢e±,oH.enehddt11 lt(,fie :;nl8e lud Wholsde MIMI. r00 c¢dr¢TM1ed ue dhe T,¢ts,Rld.1.14 rsrnp, Wines ul hrtRy sWt? 0J ee!ymr5'hd w80083 Oes:gn�lydfs�'rettu,ellM.NRSO o!!n lteiDDWlee y±c4iusnspiis6es eflL•trilaq(sepnM Sehry hanetln tCl;plllstde(Itt nl st(svr. refs rePfr+geverot p.dxce. lPil GeNrv:Renspy:4;iltessaibosdffieTrnsDesipu,l�xs Pe!:p, F¢paeera¢siass Mami/N!eyu`ess ixFd4ldildY aOdTal eel¢ vilwriae a di mssln:be1 Re IRISDomt ueris!ETbrA1 Des, vu,uTx!sS n neerda e4ti. ill L:±edksosuemddad,vTPll. 4451 St. Lucie Blvd. r p r r T r x� � D Ms '�€ r y �. � Fort Pierce, F7 34946 Up;light02DI6A-lfoof Trusses-AmhonyT. Who 111,P.E. P.eproductionofibis dommen(,inanIyform,isprohih0edwithout The written permission hem A-IAoef fosses-AnbDnrT.TomEoIII,P.E. Job Truss Truss Type Qty Ply 73155 B01 G Half Hip Girder 2 A0400496 Job Reference (optional) • a Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:06 2018 Pad 1 ID:7chanXOWdZj5NfcYC2gEMAyq7A7-5ZbA3omgH5h4nRIgUfF1_1 AxpMkeYtpMG_Odu3ypygh 2W 7-0-0 12-5-0 7-0-0 5-5-0 7-0-0 7-0-0 12-5-0 5-5-0 Plate Offsets (X,Y)— (2:0-1-6,Edgel, (5:Edge,0-3-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 5-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.10 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 65 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1580/Mechanical 2 = 1274/0-8-0 (min. 0-1-8) Max Horz 2 = 151(LC 19) Max Uplift 5 = -832(LC 4) 2 = -643(LC 4) Max Grav 5 = 1580(LC 1) 2 = 1274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2006/977, 3-1 0=-1 792/955, 10-11=-1792/955, 11-12=-1792/955, 4-12=-1792/955, 4-5=-1438/716 BOT CHORD 2-6=-959/1812 WEBS 3-6=-346/94, 4-6=-997/1864 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; 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 load nonconcurrent with any other live loads. 4) . This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 5 and 643 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 237 lb up at 7-0-0, 185 lb down and 136 lb up at 9-0-12, and 185 lb down and 136 lb up at 11-0-12, and 184 lb down and 146 lb up at 11-7-4 on top chord, and 323 lb down and 320 lb up at 7-0-0, 67 lb down and 73 lb up at 9-0-12, and 67 lb down and 73 lb up at 11-0-12, and 72 lb down and 70 lb up at 11-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 3=-264(B) 6=-323(B)10=-185(B)11=-185(B) 12=-184(B)13=-44(13)14=44(B)15=43(B) itlna�•ritaif'eaa'n}1h 1etISRY3t �I*IAOriiUSSESj Sti?Tr„KbERlI IEUSSi(6M6':i17rS(UAON�IVTtI jISnOtIUOi;RleT fora. Intt!!s;!Qrxnetus ealrnledtandis nri56eslp Kerier{tpPl ml Se pd'zay T. iiaaa lG,r..IffartallFfetlltGrena. lS!:Hse!h!ti:'lsl tx!N�&e TuOriaff i l islumstrrldnth'IIee 3M ri163nhsNl Iselnss rsisar tt(ix,Srrf#yh*vnl,Beim;nslr0rsre;ar3lhhsipd6-shiliTnssdgLW aMh.� ,,WeR4l. Txlesipnnsgam, nTa3 ans le h Anthony T. Tombo l[I, P.E. od nedtUsinss ht eT rcSsr!s':aresywsai'1dYn Csit!,6a Orass't ardstixslelWnta{y?asi,xr,h6!!sesMd@ei1t,6: RtsSe bulmlllaT tcdsa+liP1I. Taa glssnSd;�li nletsAtUnestlh Tms, uslar4ro31ur.sMSK,iasaal hsd�slell isMresrauiiil:yd IT. Ca IdlLq Msi}w nlGarznr. Alsons ut ad o'§!19a as!&rncus ntiz,'.!'wsa'kate!di3(aslnmSdel MmetmlL'igra7*sadhTti nlSKlmrdereas!lnisxdi.iiaw. lrtl la!mshe n: sv50 nmlltint15e1:nsCn:me,'+ns ttulaEalrcns al'!ntNnslrCa•er,m4ss 4451 St. Lude Blvd. apn,:Su HiimdlTa[x5xl apnlgseia nrgly eilefies(anl!et. ih Lns lksga Eapns:lar6S hrrdlliq 6nsgtr.s: iiass STsteu Egiasrdni hilGap.I'capihtinl farm vank6aal iaTPFI. Fort Pierce, FL 34946 (opytitib1-2Q16A4Rooliusses•AM6anyLTomball],P.E Repsoducliaaofthisdctumeni,inanylasm,ispichbitedwithoutthewsiitenpumissioelrom6dIndTtusses Ant6onyi.Tombolll,P.E. Job ¢/ Truss Truss Type Qty Ply A0100497 73155 B02 Half Hip 2 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:07 2018 Page 1 ID:7chanXOWdZi5NfcYC2gEMAyq?A7-al9YG8nJ2PpxPbKt2NmGWEj7R13gHPeW Ue8AQWypygg -2N 9-0-0 12-5-0 2-6-0 9-0-0 3-5-0 5x6 = 3x6 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.38 6-9 >383 360 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.32 6-9 >465 240 BCLL 0.01 Rep Stress Incr YES WB 0.42 Horz(CT) -0.01 2 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2'Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc puriins, except,end verticals. BOT CHORD , Rigid ceiling directly applied or 5-0-1 oc bracing. MiTek recomr'riends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. I(lb/size) 5 = 651/Mechanical 2 = 931/0-8-0 (min. 0-1-8) Max Horz 2 = 178(LC 8) Max Uplift 5 = -310(LC 8) 2 = -439(LC 8) Max Grav 5 = 651(LC 1) 2 = 931(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-714/708, 34=-572/768, 4-5=-673/833 BOT CHORD 2-6=-780/590 WEBS 3-6=-395/257,4-6=-1116/822 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWTS 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 310 lb uplift at joint 5 and 439 lb uplift at joint 2. LOAD CASE(S) Standard 3x4 = Dead Load Defl. = 1/8 in PLATES GRIP MT20 244/190. Weight: 67 lb FT =10% t L`tia Fras+hs!u;i!(ntltx IEe'A1[OOE tldis[S; iit`EI EE.4Ent ist4i EiCe6'[79R{COS18M"tNEi�d(R�hA1tO5l"31'Et;d. et11E!lrY'w pcMdNs asiltdaths"INS Isats D01,t<rYitr[pljLil:!!ii'!to(1.11.1.LF-1Ide'sashitithltasl. Cdt!14�t!YIfE sMN�'�F i11U; ilh, WTd[ta.tkt lleS`S SEI:11!atitl.5!E)A:hEi!f isaTtf!3 vtii� iiHf{It.S(tih''t EGYYi i�t!tdt£tF7T:'�IyRi�S®Y.(t(1dNrn+'!I'ih11W`EJ!t15T ttSFWS!lhit!i!L!Igtaa!siY+hErast�i�tlm3tE58nir,tde [tot. ts: iesiians!sy`.aas, �; 'ias:se'a:ah Anthony T. Tombo 111, P.E. ¢!1!edlNstmslatai6:lai is::nsysmit='�{dfelCrre,rtr Oxq+itttlacxri apN!r;s{�»s�irc::,x,le6r�eetnr(�Os ltS,dtQ{atdt!aul pi!r�;si!as1t.NI.TNi♦Nwaidw iea ee3 ei ne8rs!ddt inns, d+�yt aatliaE.slur,e,h�;;urdndt:xsi sltllet Ptnsl>'snd:3 tS w80083 itutR!tigr(md(adtalH.INWes f914.31Tc ofQ2lp'rCRe1'dj'tg:dsa?dr{ewgi.".'dW.,Iff.e*.(i;SQ143 s3tEMEhulSEEitt+ldq'Ss14 't"o14. E!iII?!M.Sh+ItyAs�S1I'lsei%1N!!tlikTfYss�Fs�¢A:!,tlessitS�taEifiatNirdilflidlldiGlU,&si!l! 4451 St. Lucie Blvd. IIl�vaht 9diaeih!(!xhxt Ipxl qta it.ii!s�iln pslirs h!/hd.'st TiISE pesigaEeAaeEt Is A0i tae Ieiidia9 Pesiy«.srlltss Sptem Ee:4rtedarjtiilb'.:I lyd!IIt>a Il;OE mt es itAetd it iFFE. For, Pierce, St. FL Blvd. Eo�pytighid2016A-I Roof Ttusses-Anthony T.Tembo111,R.t. Repiedutfionni this dotmont,inonylmm,ispmhihitedwithout &.littenpelmissionItem AIRed bosses- Anthony 1.TembIII, O.E. Job Truss Truss Type Qty Ply 73155 B03 Half Hip 2 1 A0iV00498 Job Reference o tional Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:08 2018 PagV 1 I D:7chanXO WdZj5NfcYC2gEMAyq?A7-2yiwUTnxp ixo 1 Iv3 b41V3SG E89QkOgUgj Itjyyypygf -2-6 0 6-2-8 11-" 12-5-0 , 2-6 0 6-2-8 4-9-8 1-5-0 5x6 = 4x6 11 Dead Load Defl. =1/16 in 3x4 = 1.0x4 11 sx4 = 4x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.19 7-8 >780 360 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.17 7-8 >867 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 `Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 651/Mechanical 2 = 931/0-8-0 (min. 0-1-8) Max Horz 2 = 205(LC 8) Max Uplift 6 = -318(LC 8) 2 = -432(LC 8) Max Grav 6 = 651(LC 1) 2 = 931(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1152/1219, 5-6=-325/416 BOT CHORD 2-8=-1 350/1024, 7-8=-1 350/1024 WEBS 3-7=-1033/1368,4-7=-306/176, 3-8=-453/264 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat., 11; Exp B; Encl., GCpi=p.18; MWFRS (envelope) and C-C Exterior.(2) zone; cantilever left and right exposed ; porch left expdsedC-C for members and forces 8 MWFRS for reactions shown; Lumber 60L=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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 6 and 432 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 75 lb FT = 10% tNn�g-Pro{esAisupill rnlsrs6e'1i1L0TTIpSS6f'SULII r.&'%fAst taMS; tpApGIGYSt('fiGYlU?FI"ATKe�YPlFpSYEAT'tua Yndr2gsip}sa3s'e3 adusduyssorbs?sus Wsip ke.ier;IpNcd!4:.'la>�p. i. Tsale lP.,P.LtcrereweSaeetlstus n:. W.4s; 63nrist crsdmfte TGp, uh � AVTrIs¢nesffir}Islas still leesdfcr?i/G"ule tii. AsaimssGtsips Fyueer(U.,S}sciw Eaal.oesM s4mpr91ey;csunsmwr}Iweslllrp!s?essiar ug:nagns{msn13?tn!kr dssi;asllusa}I:Tsns dryiaedeax:7W!, octttll(I. IAs dei}ansoap'nm:lndo}me«uesa:la? ssl.::altisTnss6r;? 7 ^1 px, 1 m: sl 7 Anthony T. Tombo III, P.E. exr dapishn isu d6r G.'an, he Gssn's en(nrdrrdadrbKt Wsi h6emesea•P.s llt,sls R{adt4luslHGi� sehsa}IN 1. Tk int s!4:l.pad ses liddesedtlsTnss,ns btl mn tm,sxXnaLksi sddl l:a:;es a6il:: d ' 80083 erl iMc}ptsi}aumd riehnirc Allvks itl Mo3sT:4uII@cFecinul Asib`fss�L<Es'.€cl4x�aenSdW Mntsm(kS!j}rfAtiidh,':rIe.MSKAen sEaeaM az{ea:d}.itmu l?FIL.M,es 6e se;}wsn,f`xal clans sl3eT rs a;:aes.�nn pesip 6pans ud;sntNaeh[+a,mkss 4451 St. Lude Blvd. qlm sth!m1ha[uhxl rpssf rp-san��tp of p¢Itrs xnh'kiliLns Wspfrm is 40i 6r pedful pesqur,t sssS ssta Egi+s+sl sn(.d6eA, 19 sq h1iJL•as nendvfiestullFl. Fort Pierce, FL 34946 (optngbta 2016A-I Roofrrusses-AnlhoayLrambeIII,P.E Aepsodurtionofthisdosumenl,inanyform,ispsobibite6wltboulMew6lenpesmissiae6omAdioofTsusses-desbaapl.lemboIII,P.E. Job l . Truss Truss Type Qty Ply AO100499 73155 B04 Monopitch 12 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:08 2018 Page 1 I D:7cha nXOWd2j5NfcYC2gE MAyq?A7-2yiwUTnxpixo 11v3b41 V3SG M m9U d O gygj ltjyyypygf 2x4 II 4 4x4 = t Dead Load Defl. =1/16 In 7-6-6 12-5-0 _ 7-6-6 4-10-10 Plate Offsets (X Y)-- [2.0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.16 6-9 >895 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.14 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 72 lb FT = 10% LUMBER - TOP CHORD 2x6 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- bottom chord and any other members. TOP CHORD 4) Refer to girder(s) for truss to truss connections. Structural wood sheathing directly applied or 6-0-0 oc 5) Provide mechanical connection (by others) of truss pudins, except verticals. to bearing plate capable of withstanding 427 lb uplift at lend BOT CHORD joint 2 and 322 lb uplift at joint 5. Rigid ceiling directly applied or 4-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) accordance with Stabilizer Installation auide. Standard REACTIONS. (lb/size) 2 = 931/0-8-0 (min. 0-1-8) 5 = 651/Mechanical Max Horz 2 = 218(LC 8) Max Uplift 2 = -427(LC 8) 5 = -322(LC 8) Max Grav 2 = 931(LC 1) 5 = 651(LC 1) FORCES. (lb). Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/971 BOT CHORD 2-6=-1129/862, 5-6=-1129/862 WEBS 3-6=442/263, 3-5=-9/8/1281 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8t 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. I Nn� •Pifase!"v!fagii to;lu fte`Ad I[]f RPSS[S� Sflffi".. FElitst7ft.Mi i ige6'.F1'dMS;g3tCN; FU![I jx,fi9Kt[DEk�Tltte. FeN! ks!q.LpTt3NCf tla rHf ttltl Po dxlrnt16111p (yexltF� ppital9." 1E'}r,NF T.fiA�!I1i F.. t�Nex:HtN {aele ei1.drsdkrris! sM.eata3elD, sd. JbTd ts't!a:1561l1,"dITSelfr kit WA alel!f!3:2I!®:11;>tl1{iA,>Ftla-FE4jA!N�,a:ltdt8t£jr'71Ef!i�iWY.tIPiWfla Sj'atli�Ft7'E�MG4jtl1FA4AIYhilbta!fia,at� t!rmsa:FWtataxtiagnthonyT. Tombo lli, P.E. ulifet`:!}ii;nsslN ctt�. �f;an:p®i sryd6!G+�!h �'�*tN t1?lltrzaglx!N:?!�*sq Cal..,gfilNttq[:`tkt11(Il1QtRtCe fritl >3 nq ltbWiF41, Te±oypafal as' 1€�6eta �t fi!Iae/talke finis; ittGv�gaailvq. NNegl,u/t�P.daea kliiaglk!Ilt At irpaimil l! 9 80083 titj ifugGttiq¢Npafteamr.ageNel sarAos5efweflagrteus ellgr'.x!ta?9ft�iiaytozFntNSeFisj ldtraafitiilryi6sttai.':FIuaSKAtte ttnnnabt{teeasuacxt. Rlllares 5e re;plmdi[::11cd dutsd9t i:els Ctuuatr,utll CesyaFl�¢nt u/ims Nmal[rN,w!:ss 4451 St. Lucie Blvd. dna•iil9e`mdlFtAeG�!tq!tel gxuni=ighs;plilsh!t@d.ihl1ns56lLq+ft{se!f ist6t fitlaltitq Qe4getas'rns S)aea Eri!aNtianfMlAvq, 17 n1ihlifdlxr:: al nifiek itTFFI' For, Pierce, FL 34946 feP7righ!'C2616A-I loot Trusses - Anthony Llamba111,1`1 Reproductionuitbisdetnmfol,inanylnrm,ispmhibitedwitheutiheminenpermissionfremA-iRealTrusses-AathanyLTraub111,P1. Job Truss Truss Type Qty Ply 73155 C01 G Half Hip Girder 4 1 ALA1 00500 Job Reference (optional) . e -2-6-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:09 2018 7-0-0 7-0-0 4-0-0 Plate Offsets (X,Y)-- [2:0-0-14,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.04 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 59 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 `Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 5 = 1160/Mechanical 2 = 1106/0-8-0 (min. 0-1-8) Max Horz 2 = 151(LC 4) Max Uplift 5 = -350(LC 4) 2 = -369(LC 4) Max Grav 5 = 1160(LC 1) 2 = 1106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1474/418, 3-10=-1287/420, 4-1 0=-1 287/420, 4-5=1108/364 BOT CHORD 2-6=-429/1307 WEBS 3-6=-356/162, 4-6=-496/1505 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 5 and 369 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 253 lb down and 218 lb up at 7-0-0, and 185 lb down and 122 lb up at 9-0-12 on top chord, and 359 lb down and 210 lb up at 7-0-0, and 67 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 3=-253(B) 6=-359(B) 1 0=-1 85(B) 11 =-44(B) woon �Ptesvwv;* 11.1fose11[C0f llnsfsrs%Url, R LINSt, NiTets¢ueGrlldes ste!I le nedtafY.ltThksdiA Aselnss <;ta Frg"sett(ix,SpsFr:7iaeal lte sed Deaf C9ltytseffismrs:ttaud'�sr;afn;zea trt3pen¢yrespasTs=!Mhs Rsdssipdae s"sgiefmse+aLhdeetlC8ed5rzEerlr4l, t6: iesi[CnscarYos: (w9'mtsu«4iea;, sr'w>!4t! Anthony T. Tombo EEi, P.E. ed esxFl�s Trsshler[a3is".±.te}dGeCta,fetUssw'smlertd etednrni?gMsip_K,h6eiszsGc:`tlflr4 iSs Rfode'ulel t4lfwglelswllNd. rkopFa+il�'1s±18n!¢ttteUneddeims;inteem, tsedihr. shirye,u:s�eaa r�!'✓.at>lskll tsMnsyres�il-7d 80083 til kalu[Cl4pere>l6tlr�rr. [C eshs sefMueTCgea'3e perm ui[r1J.wsa+dets.Larerexpem Setetl Matzaka YSgrnl:skl it frsedstr[erert'xemtlFrturdrdtexe. Tttt4451 St. Lude Blvd. eeniue deEixlheheext eped qau�-+gyaroTiesn.art7. ikims0esye Ee ee: is l9t rie[d tror Uesgen.fCmss7siro rgincdn;htGq. tB sgihluel le�m ee es kfiut47PF1. Fort Pierce, FL 34946 (epyrigbt-w2016A-I Roof Trusses -Aefbony1.Tombe10,P,E, Itfrodurtion at this duumeol, in any form, is pabibild without th wiflen pumisiion from A-] Roof Trusses - Anthanyt Tombo III, P.E. Job r l I Truss Truss Type City Ply A0100501 73155 CO2 Monopitch 4 1 Job Reference o tional Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:09 2018 Page 1 I D:7chanXOWdZj5NfeYC2gEMAyq?A7-W8GIhpoZaO3fevUF9npkcfoTLZnJIMxpyydH VOypyge 2 6-0 9-0-0 11-0-0 2. 0 9-0-0 4x4 = Plate LOADING(psf) SPACING- 2-0-0 TCLL 30.0�1 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0. Code FBC2017/TP12014 LUMBER - TOP CHORD 27.6 Sr- No.2 Except' T2: 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 2 = 856/0-8-0 (min. 0-1-8) 5 = 570/Mechanical Max Horz 2 = 178(LC 8) Max Uplift 2 =-252(LC 8) 5 =-123(LC 8) Max Grav 2 = 856(LC 1) 5 = 570(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD I 2-3=-509/125 BOT CHORD 2-6=-213/398,15-6=-212/409 WEBS 3-6=0/371, 3-5=-834/430 NOTES- 1) Wind: ASCE 7-10; VLIIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B;IEncl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 4.00 12 CSI. TC 0.68 BC 0.58 WB 0.24 Matrix -MS 5x10 = 1.5x4 11 Dead Load Deft. =1/8 In 1.5x4 II 3x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.10 6-9 >999 360 MT20 2441190 Vert(CT) -0.25 6-9 >522 240 Horz(CT) 0.01 2 n/a n/a Weight: 62 lb FT = 10% 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 2 and 123 lb uplift at joint 5. LOAD CASE(S) Standard i #!anal•P'tmit 5muplltnitn Ct'd; tggfitgfSEs;f8i:rp.EEA(LtIIR#ftfOdOiilRi:l!AOY"W!p"3f19PR1FD£Y:51'fea h*611Pptswol ntlsni ndts" rf'sT.'s guile ktriry DNvi',tt[Ftt/T.Itzit MIL Mottle La ilkl5t est. Faita:x.ist stY.9. tttTA, edr Miiduvedn flats tte9le tstEhs atfg3hlt sfd. lsnlnss gtsla ial'aterjia,Slnlsyblataf; he seduaJiggnitnessawryhecee+s iztnsissdtal�ttr linlmsa:'3,+M Ct dtdpdCt fltlt?TIt3t%'.I1.4^tanB tT �idf, ttjII l�I. r1•at51si 61S�t AL tF�Ft][ JF:;!E!Ct'�Ih Anthony T. Tombo Ill, P.E. e.NneAtMs lsnshrark €y �:n;itafiil„l dfid—,Ct 0-"'l rttWoblttl ll4de scodlet Intl knvj Wit ta1111a.IN"I".]t'dtl€iw3 stfact 0 it 191s;iuin:.lW1.1.tlaryt:'s:'s"rC�a.11ortia; shn It of ttsmmil-I0 ,�', 80083 ' Cal itml Ptsl,:t nabmntir. lg ttsss stl Matuic3ttE6sptc:tef ulgr.¢s'atsddtteultas)etttlsd'd; ldo'v. Yxlsll � d li.In uiSM ertle4+tt A.'nJewdiviloi Rtl Atf lltitij91f1lII 1561a a�i3l tl'3t lkil%ti�EiB; ttntl ttLltlt}ittM AIJIySS �lindi['Yfi.lgltti 4451 St. Lucie Blvd. -titts.lu hiatdFntetgrl tgtdtgrehnlliqil ni win Gtthd. htTms[s it bshettis01141441 Nsiletf.vIstss splem fq*lydnrkt8dty. I f#4424 sums w is v6ol itlh1. Fort Pierce, FL 34946 • feprriggt��201Ak1goof Trusses •lrihoayLTomb III, P.E. fleptsdetlioaolihisduumenl,inanftoem,ispmhihitedwllhoullhexeitfenpetmissioulremA-iRunlTeesses-AnlhnnyT.Iambo116P.E. Job Truss Truss Type City Ply 73155 CO3 Monopitch 28 1 A0100502 Job Reference (optional) tun: u.[iu s May'l8 Zulu Print: 8.Z70 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:10 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-_Kggv9pBLKBWG33SjVKz8tLfwz35UokyAcMq 1 rypygd 7-6-4 11-n-n Dead Load Defl. =1/4 in U6= —0— 11-0-0 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.26 5-8 >500 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.54 5-8 >243 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 i Matrix -MS Weight: 61 lb 'FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 2 = 856/0-8-0 (min. 0-1-8) 5 = 570/Mechanical Max Horz 2 = 199(LC 8) Max Uplift 2 = -246(LC 8) 5 = -139(LC 12) Max Grav 2 = 856(LC 1) 5 = 570(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-704/260 BOT CHORD 2-5=-408/619 WEBS 3-5=-731/511 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 2 and 139 lb uplift at joint 5. LOAD CASE(S) Standard Mu00p•Wsmu3 lr tNNifit '1?IGDnIUSSES(SF[(EI?,eEeEte(lEUtitfOXO fgMf(tAOY;"tU!EM R(reOAIEDSk fI'fua. loth, ttst rxeaaas q(t hetsuNinnsDop Dwi,;RkiaN 4601 i.Eas)tgJ1.10mae ShOthNrsm. Lk!t;s a'sa.ist sMedes Me73P,mth, ftirtetmmttkmlid. sedsgmsedfttRm l69hksw'iR ismt:as Ces!©Emraetr(i.e.,Snesy EmratuStk std ememp 6D tt>:eseceswxsptgNadeSstieuitmmtpanNagNs}tas:e,+Ses 6m btipdm sirylmLmnlmpfntfee&lsdy mmlx lEFl,Rmlmurm nso3yia; k�'mr�:,ves: sa%4gh Anthony T. Tombo ill, P.E. and geAdis TnssHt cr r'r=isi isMnspasi's`rydi4t C*,ix�,Gs G.as's nd:�iNE aredu4e6r! 7esiEax,h6t ts<tps?iSt li4 dm 6ted3tiNvl aitisq:ela aEIt6l, ThgpmatdtEmlEmicds�34dl a;msrde Tnss; i+:€ i5n11iy,sMr,e,arciCie cdbniq mivOlmPmns}asi3iletet 180083 ' tit 1.illurlyu�trml6arMt[AQmxsstlMntielCutSemrtdasuesits.:etsdmmra'@ey(m�sntnSdst}IdNs jt;S!}pti:: rh71NdSKAae;!'gMSxtrMsmlean!i1761.sYtN;rsndit_Noail.fesd3tt:usMu^.:c,'nss�N>;mEmguaalitassgashdret,td:st 4451St.LucieBlvd. t1ltltf!StitrHRt!!IGthmd mpNiptel[tl_rt}Er Li psfiq lethd. iltbmss Ptsip EmEatu is F,9E GerailEip pesigN.estnsSpsfea EmeiN;rml mn kuitioE. l�spigN.ai ttras at uhfiNi it 7r41. Fort Pierce, FL 34946 A(opytigbrl2016A.IPool Itusses-AntbonyT.iombolllp,E,Aepseduttioaoltbisduumeni,inCRY larm, ispmhibitedvrishoulThe atitsenpesmissioalremAIAoelhusses-AetbanyLTembaIII, 01. Job ,, i Truss Truss Type City Ply 73155 HJ2 Corner Jack 2 1 A0100506 Job Reference (optional) 8.210 s May 18 20i8 MI I ex industries, inc. Wee Aug 8 iO:40:26 2018 rage l ID:7chanXOWdZj5NfcYC2gEMAyq?A7-w6hXUylfxQk3lmCdvW WIpXkLlw4xC1 OjVAUb_Yypy4Z -3-6-7 1-2-12 3-6-7 1-2-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 TCDL 15.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 3 = -143/Mechanical 2 = 867/0-10-9 (min. 0-1-8) 4 = -268/Mechanical - Max Horz 2 = 63(LC 8) Max Uplift 3 = -143(LC 1) 2 = -484(LC 8) 4 = -268(LC 1) Max Grav 3 = 102(LC 8) 2 = 867(LC 1) 4 = 169(LC 8) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC� 7-10; Vult=160mph (3-second gust) Vasd=124mph,. TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 2.83 12 4x6 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 5 >999 360 MT20 244/190 Vert(CT) 0.00 5 >999 240 Horz(CT) -0.00 2 n/a n/a Weight: 14 lb FT = 10% 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 3, 484 lb uplift at joint 2 and 268 lb uplift at joint 4. LOAD CASE(S) Standard Ya�ieg • Heesetl#eryHyt!!M1afk'Ad IDG; IiDSSBrSEIIFI b 6EAlAt SEWS 8 [DkGili[ks [USiORrDLt�'j A(k3DitEP;NFXi Inz, ieritr dedpgaeaden M eec! odes n ISislioss Desgr Drr+M1gQDs3;eri IF: Adha7l.luls Gi, t.L Ideeene SI!eikhre sya, Ddess stt2!vin ddd uHeTOD,se?7 HJi}komrar plr'es Sloth ueiheft TOO to lot adie. Asvieess Duipe hCuNQ.e. Sfraflp 6gl#.v;,tk!uelrsr yTDD ngresedsoowiroote01epol!sslud en:e#nrg lesg#dtllay'm M1e Mille. to, e,AtTDD#ly, Mee TPI-1. ltx kslgn nsmpnra,lelA:egcor8llxe. ssaolky Anthony T. Tombo Ill, P.E. G10SldA�s Tr4lSM1!Iry ialtilg lS lhefupHlitilihdtlx OYllL Ike OM#Ife'AJ'ISieey:dl!(he IdlCoy DeSip#t,a Ct nohddl#n[.!illY#dtle brdka!{iglel!smefM1l. Theey�e idthe iDDMn.fidd ued6sinss. mdrtieglM M}s'elrye, bsM1ileti#udkaels?s4dit-s hz!e!p�ti4:!:hd :. 80083 ' (kl d.;iDefg#!IoAu wor. Ali IsSlINI INTOOMIieponasmfgrldmsdit!klenieecp#MWayh.M.Wrpllistxl4MIAS1(Aowfutud!epomilplA — 4451 St. Lucie Blvd. IA4.1se food Ire ittrdyoed MIN woolly AN pat:ls iu:!lei TleTress Deslm follow 4NOT IN saldghu!gau,rwssys!!a biiear day Inllg. All og!da!d*as uem idiad!sTl Fort Pierce, FL 34946 (opptighl02016A-I loot irusses-AolhonyT.Tom6oill,P.f. Reprobation of This domment,inany fum,isprobibiledwitbudthe written Eormissionloan A-1RoofTmsses-AnthonyLTomb III, P.E. Job Truss Truss Type Qty Ply 73155 CJ3 Comer Jack 12 1 A0,100504 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:11 2018 Pagg 1 I D:7chanXOW dZj5NfcYC2g EMAyq?A7-SXO36Vgp6dJN uDdeHCrch4uv5N aoDJ 86PG6OZHypygc 2 6-0 2-11-11 2-6-0 2-11-11 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 51/Mechanical 2 = 494/0-8-0 (min. 0-1-8) 4 = 7/Mechanical Max Horz 2 = 91(LC 8) Max Uplift 3 = -30(LC 9) 2 = -262(LC 8) 4 = -17(LC 9) Max Grav 3 = 51(LC 1) 2 = 494(LC 1) 4 = 34(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & 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 30 Ib uplift at joint 3, 262 lb uplift at joint 2 and 17 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 18 lb , FT = 10% tGe!tit§ elenetluee§llrnrinl5e'kl eapF n65S8t'i(tlEl-s 6ER£la(ittllS6@NnTICIS(USTONrII>I]'}a(AIC3irEG;YiMr 1mm,yer4 hop§monen Mrecaeslsc attic Luis gn4sg,sdyl((a;u4 Ns Aduyl. Ls:Ss RL rE.IdaesreAe!fMkrens. Utlns saenice sletea IIdeTOP,ary M1Teeouenm§:Pes s6stiMuelUrthefaato be n1d. Asa Tins Desgt hpRRfl.e,Spendi(6SI3Rr;.te3 udnttiraO Rpesetls lsdupuRmlL§rol3sslnd ecl:eent§rt§ns1llltttfor Mr ln!gx{ae smpeinss a3p:n=lace MulR,aduTPP. itx anyannnpua,lsU:e§m&naysmdnry Anthony T. Tornbo 11I, P.E. auda3ldthif itcfsh!191{Cilai3§itIh RSlasiyilfgdH.tUele!.N.eO'+LletdA'II3eVjl�e�ly!{Lillil§Ut31t[4!,®Lk Reh3t AIN IN,53.Cudllel3!ti6aY'syR(e¢!f!�I. lee �insd e116e1g0¢ila.Ihllosedd3Tnss, utl3tiq ksdfi:yshRp.lahlleNtud Mrs§syilt43 hempS!13rd - .?80083 1(s1:ISa§aes:§a:telQe:IM!. L'a3:ssslaafti(ttNPeNlSeputiusra9piltioss3lasMllig(eu§aa31S31erylaamstlu$(Sf§sHlsEnihtlilwaS§UoereSn3v�eff3!p3nt!§s!dare.R.ICea;i3R:p�:nuaaennca3mao3upu,Ln3{en§,Eo;>:eraalRssr�pttn!R,aas 4451 St. Lucie Blvd. sfr3Nst ldirE!!yo(ai2n a§sRa sNturmio§ar dl§ornsimdRi iEeynss Crsip EssioR!IsNCi I`ve 6alasJCesi§3n,uirussps!sa6§umdarhetlL3g All mliititrslhrosnemeeMelRTlil. Fort Pierce, FL 34946 (opyrighl02016A-IRoalirusses-AnibanyT.Tombo111,P.l. Reproda0ionofibisda(omenl,inanyfornoisprobibiledwithautthewrineapermissionfiomA-]RwfTrasses-AnihonyT.Tomb111,P.E. Job V Truss Truss Type City Ply A0100505 73155 CJ5 Corner Jack 12 1 Job Reference (optional) -2-6-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:12 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-wjyRKrrRbcREVMCggwMRDIQ4rmueymOFewrx5jypyqb 4-11-11 4-11-11 LOADING(psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.04 4-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing �e installed during truss erection, in accordance with Stabilizer Installation guide. i REACTIONS. (lb/size) 3 = 171/Mechanical 2 = 562/0-8-0 (min. 0-1-8) 4 = 39/Mechanical Max Horz 2 = 118(LC 8) Max Uplift 3 = -68(LC 8) 2 =-282(LC 8) 4 = -34(LC 9) Max Grav 3 = 171(LC 1) 2 = 562(LC 1) 4 = 72(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & 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 lias been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0jtall 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 68 lb uplift at joint 3, 282 lb uplift at joint 2 and 34 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 26 lb FT = 10% w'del"I e;etlueyF3rrelle.ls•'6.Ig001fli arsEBn'IDEDiIi1TUMLEnhtillOtiffDs1Oxr3rtE1'j!(LNDlisE45NEai Ida rerdydedppdeOdenesdresAedesaat4sl:essDes:gagrarlyiRc;era@eAddy I.T.4511l,ri.teldexttl>°la'zeefe_DdessitI-isedddi'vitED' fT MITd, mass pkes shsll'r. uedfn WEohe!dd. AsaTms hill. bplsed¢.e,S,ridry bVw.e;,Pd sed is utTDDnpustfsee cramadne pal:ssindeu!ueeiys.yusilildrbr A,l!sigadda s'areTrus byrid rode TOO caq,'Ad 110. The teagaassmNlras. irrl:spcn.9lrou sdldllry Anthony T. Tombo Ill, P.E. M.S. r1ato t4!"IWe" isIt, respoOday dt*O.d. N Ornts r.*amed e?A Is, What Desiyeer, Wss spdd s'III,il:; ssith ke Wfirg.1,W MI. As yp:esd d ne ED ad n.fide st dhe iris. iad!51 W4 ss7pe, 1,*11 i, ud tmiy swat h.e:espwa Dad <' 80083 ' it, hietotive'ertbaEes's.Lidtletnldiyrs¢rwedsdeph mcnatr(<lpdhslcihrr71M1htAnerehs It,penelpi4ar_iF:lEs§asferrps^sihaTeseelb5sd3e1nuDeupd.l:risk::pup;asdMImsNn Nedu,aess 4451 St. Lucie Blvd. dud s,Undlie bendeye!dyea4waist itIII paislmbdlieTnss v-4.1spuenisNOT II, lxsarrrlgseydlnuSpal.Eyieserf.tatW&q Fd¢psiaed4rmesemEdaNURfI' Fort Pierce, Pt 34946 (opjright02O16A-IRoof husses-AnlbonyT.TomboIll, P.E. Beproduaionofibisdomment,inany brar,isptobihBedwitbautthe writteopermissionfrom A-IAaofTresses-AnthonyT.TomboIll, U 73155 I HJ2 I Corner Jack 12 I 1 Job Reference Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek A0) 00506 -3-6-7 1-2 12 3-6-7 1-2-12 , 2.83 F12 d. T1 5x6 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.00 5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 5 >999 240 BCLL 0.0 * Rep Stress Incr NO - WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -212/Mechanical 2 = 1139/0-10-9 (min. 0-1-8) 4 = -379/Mechanical Max Horz 2 = 63(LC 8) Max Uplift 3 = -212(LC 1) 2 = -539(LC 8) 4 = -379(LC 1) Max Grav 3 = 116(LC 8) 2 = 1139(LC 1) 4 = 192(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & 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 212 lb uplift at joint 3, 539 lb uplift at joint 2 and 379 lb uplift at joint 4. 6) 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: 2-3=-90, 4-5=-20 Trapezoidal Loads (plf) Vert: 1=-141(F=-51)-to-2=-90 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 10% 6'auar•EleesetluegHTreeiresk'A117Cc I1CSSES('irtlF116IG;t2tfE1fIS8CCFCi11GYf(8S10Nj ;179 �A(ILXCiiiFDiNEXi ler"i ierM dedp ramden ed re!AedrswsaisUess Deis 9srviy(fgG;!r3!k,Ws6saYl lei!>C?,LL ldercxiefle!sk'arene. Udlss sdlurise nsfelntlelDD,sn'( IAIegnW.,gu4s sSdiMrsedfardcTDDro deeds. As rlrns Destge 1eflrmise,Sgendrf6p.0,de sedree yM refresasseeuap—d de grd!sdnd erg!rerdg asgnsdlitlgd; de WON VIP Rsss dsgdsd rode TDDarlg, order 1PH.Thd!9gamnnghl".I1d:rg4ldmNs, idteg1lry cdeserldisimss4rn leinir lslhl rl3 wsililA.dEzO )lLde 0-rs0dMwu1, cdr dduirg oei ce5ah'.e rrmredta!I1Ld!tt( ansedsdW We WKI. ne mrlddelDD radar., Nell uedd!Tnss,udrn dadii. save e, Indldi-dkei s4dfGra res ti5a:nd Anthony T. Tombo llI, P.E. t r d d �, d s80083 RR Qd'e:eg DeYg^e!rrd ftaMsd!. All reRs selw!udeTDD reI lSe gimfusUi7 g!ildnesdtl!tnllig(rvga!u Sdetglat;nenec;t(Sf pSlisWeT ill cad SlG rnrelerzaWYn gererol p:larn_IP�I GSruaerr:p!u:h.mes ssdbuesYd!lfeu eeu;tu,Lns Defga Fnpre!rrad rfess43»Ir^uer,n:ess Zt sdudse Mid l i(wedr erdrss fivufie 1 dl Mies lesdrei neinss Cess fvimr is AGMA da?du Cesi u, crTmsS aE user e.o Sa10 .d11e wiued'eru3 uses detAd 101-1. 44515t. Lucie Blvd. Y H 7 r l 1 � 3 r (s P�'- !i P 4 %!' EdP17igb102016A-1RoofTrusses-An@unyI.Tombo III, P.I. ReprDriudion of This documenf, in ony form, is probibhed with nuf lht written pemission from A- I Roof Trusses- Whiny L Tombo 111, P.E. Fort Pierce, FL 34946 Job �) Truss Truss Type Qty Ply A0100510 73155 J7PG Jack -Open Girder 2 1 Job Reference (optional) 0./ IU S IVIdy 10 LU 10 IVII I UK IIIUUbU ICJ, n xi. VVCU Muu 0 ,U-0. eG GV ! V ayc I ID:7chanXOWdZj5NfcYC2gEMAyq?A7-32jHKj2nrQeW DHvXeNUEYYchGgfH56U9g?iNpwypyl z -2-6-0 1 7-M -(i 0 7-M Dead Load Defl. = 1116 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LLf 0.12 4-7 >688 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.15 4-7 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 34 lb FT = 10% LUMBER- I TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 300/Mechanical 2 = 1002/0-8-0 (min.0-1-8) 4 = 71/Mechanical Max Horz 1 2 = 146(LC 4) Max Uplift 3 = -129(LC 4) 2 = -498(LC 4) 4 = -54(LC 5) Max Grav 3 = 300(LC 1) 2 = 1002(LC 1) 4 = 111(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1:.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 129 lb uplift at joint 3, 498 lb uplift at joint 2 and 54 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 65 lb up at 0-10-15 on top chord, and 327 lb down and 119 lb up at 0-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Plate Increase=1.25 Uniform Loads (pig Vert: 2-3=-90, 4-5=-20 Concentrated Loads (lb) Vert: 6=-143(F) 7=-202(F) Trapezoidal Loads (plf) Vert: 1=-115(F=-25}to-2=-90 Lumber Increase=1.25 G'e!uq•llexetSur!glirrslirclle'AI VU TIMISrSIU111 ROU tft{1S8[GFGfII[Sf rJSIONj itW3'; S.IXMAg:E,SNEMi Ixa. ixAg d!slprulad!n ud xedeNesntkslraa 7e:!g*hnuier(i[�;Idlh drt1w71. resf711i,rLeduene flr,!taSreese. lidnsottwin>teledntlrIDG, ny M1TtkuecWlr'Gealilf:+med6r the lJGteHolid. AsaTrns Gesipfepux(Le,SHndq 6pleeer;+k sednorlGG represenverxa, adt9gralvsslnclerybFe;agny!esllll!rybrtld!s:gltdlk sareTnss d:p:ned eetle lGD odt, radxlrFl.Rs lesge n:eog!nn.Ixtapooanxs,smemry Anthony T. Tomho lII' P.E. rJ;sedr4islscssrx ear rnifiee isthauinsibli7diz OnaeReOuts ea iaad elm er lle rstildieg aesigr,m!>t nehndtie l4C,d!I,.aadHe bld Sa:fsg nde¢d Rol. lle cp lal[ltae tGg o>eea.tiefdneefhaTnsc u:letirtR�'w}iR!els.luhaetiea aldketig sliltfsa9 resrati5:li.d Z 80083 ' Ilst:9fxT Ges!5^,e�x2!<maen�l.t'�n'essr!an?6!te lGD eiltse rl�ius®dt!iddnsdtls telfgnvKeen Sdery lrarnEttn'6Gf teNlsEn14t r7i aad SE(A arrehlmlMg!mnl p�un_TFfIk aslertspssi's31ies salb5:st eLex Detlnx,11ns 9erg7 Fataa!rwlrmsVsAesxer,ueu 4451 St. Lucie Blvd. dveieiaad Sfabn20epd a}Fort Pierce, FL 34946 (apyright@201dA-I loaf husses-AmbonyT.Tombo111,P.L Reproduaiamolthisdomment,inaaybm,isptohihhedwithcutthe written pmmissionfrom A-1Rooffrasses-AnthonyLIamb III, P.E. Job Truss Truss Type Qty Ply 73155 J7 Jack -Open 8 AQa00508 Job Reference (optional)K Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:13 2018 Page 1 I D:7chanXO WdZj5NfcYC2g EMAyq?A7-OvWpXB r3eFZ57 W n 1 Odtg m VzDAACZhDeOtabUeAypyga 2 6-0 7-0-0 2-6-0 a 7-M Plate Offsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 4-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.13 4-7 >623 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 275/Mechanical 2 = 656/0-8-0 (min. 0-1-8) 4 = 64/Mechanical Max Horz 2 = 146(LC 8) Max Uplift 3 = -101(LC 12) 2 _ -220(LC 8) Max Grav 3 = 275(LC 1) 2 = 656(LC 1) 4 = 107(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3 and 220 lb uplift at joint 2. LOAD CASE(S) Standard Dead Load Defl. =1/16 in PLATES GRIP MT20 244/190 Weight: 34 lb FT = 10% d'ndvF•flmntheegHynriewtk'Al10CC fIDSS9('i1llFC)6(Di1A[fE111S8(OFT1PGtiS (USIOX�Dn]'j A(ANOdTfG;dEXi ferie, UrdT Win pmaensmdaeded.s md9stnssDes,nOaw'111[vius! IIA Xeiteyl. Ttrholl. K tdinsusk.11h'e tic UsIms its-ise Odle., rceTDD,w:p 911.kuece!nr F!r.n skill:+ enehs de TOD to he adid. As earns Desige Fenme(I.e.Spo.Dyhpnl;!ba ad.s myTDO apresmts is aapxee des. prdatslad er;:etetl.g ren.sllilayhr 6, lisp ,,6,smisTres dtfd-d"AeTOO idy,WeW.ILdes'pn nsmptims. Wip admits, solkinp Anthony T. Tornto III, P.E. and usednis Inn $rgal Wiling is lie respmsiOlq 0FaOisn"reO-seA"arial'PA Idle ldlfies Duilw,.hunted dfs. lt(,s.a ll(mdtit IH Wignit md Mt. It epprn 1dth. DID uaI tryTtdd in dheTnss.iad.til51. 11, strip, listdldin tit lnsig s4dEM sr nsp um.1TO i <80083 ' rcAI.D!oegoes.qm.d(m.eae.n'sassit unndeTDD.dheptilknots!rde6m,111i 01ftpedsettly manaRCfptliEd6yIft'dlfAnerderaukspinlpdnn_TP>tevmsaen:pam5anlsl�mh daauesOadpl.LmsDesp6gcladfnssNmhanr,,w'es> G4515t.0083 lvd. s2eMte ldi.r41po6dad epetdep.i. wlDiq lydl psttas imd.ti The Tnv Cropo Fgi.er is NOT thrt 14A.1 DedF-10— Sysne Eimur einjo 9y. Allrguiaterms stem ddadisIII1. 44 PIft. Lucie FL Blvd. Capyrighl02016A-IfoofLusses-AollonyLTombo111,1`1 Reprodudionoflbisdonsmend,inanyfoem,isprohihBedwithout the wtilteopermission from A-]Roollhosses-AntbonyT.Tomb III, R.E. a Job Truss Truss Type Qty Ply ,I,.i A0100509 7,3155 HP Jack -Open 6 1 Job Reference (optional) 2-6-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:14 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-s64BkXsiPYhylgMDyLOvJjVNPaV HQfuY5EK2AcypygZ 7-0-0 3 1 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.20 4-7 >408 360 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.17 4-7 >489 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD x6 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 115 Its uplift at BRACING- joint 3, 317 lb uplift at joint 2 and 51 lb uplift at joint 4. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. that Stabilizers and required MiTek recommends cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. I (lb/size) REACTIONS. 3 = 275/Mechanical 2 = 656/0-8-0 (min. 0-1-8) 4 = 64/Mechanical Max Horz 2 = 146(LC 8) Max Uplift 3 = -115(LC 8) 2 = -317(LC 8) 4 = -51(LC 9) Max Grav 3 = 275(LC 1) 2 = 656(LC 1) 4 = 107(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. l NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces $ 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-Oltall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girde.r(s) for truss to truss connections. Dead Load Deft. = 1/16 in PLATES GRIP MT20 244/190 Weight: 34 lb FT = 10% % loci TUSSES(Sfun6 all iir &(0tousoslopquta.;kulcVKHOWrNL YGE(ifSl}t rW10aPI3 eidfF)i li13i M1LiTIlSSDY. �9D1Y�'IA){Ir��l Rl�ef AlM4lfT,IG&Silo{r.L CtIlR3[f �i?4!fe48R@S4.II&ItSSEITRYISI SM:Ife1[ITDD,43'p pJTFi<ufMfrr!fxS iAdf t*andtn!&iDDla se relict. AscirnsDesile Efylmer(i!,Sse:ldl(hvef!?,A:S•dfeefrTDD npfeitflsfe�fe,�afd lye rrdsslucltaee:ifgfesgnslNld(he tle lfs:ir-'Ilf sere Tnss dfgaed eetle TDD afh, eadfrir�l. Rx carpassnnpun,IfdpmGnw<,sfnfnlry Anthony T. Tombo Ill, P.E. rd fteda5is hfss!afay ic,unpis ne rfaleeaanlryftto.,eehe oifxxrs.e hfd ^eAa;!ter;lfies bngaf:,s,lxrff!aeatuln,was,adnetf�+[.:a�g:aer:er�t of �(mE eT!af mb a,d eaTnfrafseeraeras:.�!fr;ne�a�.sa:eya, ifmncnfvua[ns:g ss�3sa!,a rnes;atnft s 80083 ' lxEja:ega9xaeu(xrteea. Ali ve"W.A,UhAl'uWentM.-ASKA,wefefreak,pfnal,ameTrte+;n>a:rcfgfm!ednessaessr�ainnafu�er,T:eskrgE,g�frciiffsspsahner,rc:e g451St. Lucie Blvd. faevi a ddif ttrc aa: creed ere if mnsr lTdlgfrtf lrx:tsei neireu r.ia ayuaf le ecT s asi e;;g , fn ess yra E g far r. c y2nln g cu ep:a a k;m uee a taa l,Tgbl. Fort Pierce, FL 34946 (opjaight02016A-IRoof husses-Anthony1.Tombo111,p.I.&eproductionOfthisdo[umenS,inanyform,isprohi6BedwithoutthenrittenpermissionhomA-1Roo[Tresses-AnthonyT.Tomb111,1`1. Job Truss Truss Type Qty Ply 73155 J7PG Jack -Open Girder 2 1 A0100510 Job Reference o tional mii1. o.c rar h May i8 20 la rnnl: 8.2i0 s May i8 2u!8 Mi I eK Industries, Inc. Wed Aug 8 09:49:14 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-s64BkXsiPYhylgMDyLOvJjVOIaYfQfuY5EK2AcyogZ -2-6-0 7-0-0 2 6 0 7-0-0 0 'CV N M aV LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.10 4-7 >863 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.12 4-7 >708 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 34 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 259/Mechanical 2 = 611/0-8-0 (min. 0-1-8) 4 = 60/Mechanical Max Horz 2 = 146(LC 22) Max Uplift 3 = -115(LC 4) 2 = -365(LC 4) 4 = -51(LC 5) Max Grav 3 = 259(LC 1) 2 = 611(LC 1) 4 r = 104(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 3, 365 lb uplift at joint 2 and 51 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)136 lb down and 235 lb up at 0-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 2-3=-90, 4-5=-20 Concentrated Loads (lb) Vert: 7=97(F) Trapezoidal Loads (plf) Vert: 1 =-1 16(F=-26)-to-2=-90 Guo-iry fleautEuoagHrrellexlk'Ad gOCE Ir:ISSBriEd(A'I.6Eg3AE TEN 8 (OrrAl10e'4 (OSTOMt rFltTf ::rN[�'.Eui4lEXiix�. iedr leap gva¢elen adred rates taltis Less gesi[a haviyliDO; ors the AeHufl.Io-rhaOi, r.E.Idneae Simnar a!o_ Osless sllerriss odd aath TDD,w'y ILTe'etasamrrieYsshil;tendiff htTDDtah Told. AS. TrnsOesyefapHa!{l.,SgeGdryGgdneeldeseolueapTDgrapreseefsIt mrwttdIt, pal:sslaadeoretalagresrenililitrhriEeles(erft�s: aTrass€epn=.1leIleMaa7,uderl?H. IN as�g,.nmpucs,ladxpcxranxs.sauosirrr AnthonyT. Tombo IIIA.E. edasedtus(sss4°aarrnliag i'lie resryasitili�Afka9vaer,@e()ruisrfisn dz•e9r>ISe r�I(iap Uesgu°,®lheswtendld lK,3al:,aedge leta ExEag rdeea917111a a!a'rAlie tgU a>taa.titld ascribe rest. ueb6utsdis ss!rye,iuhllsAnad Gnrx;sSiliEa C!resrac3ihal 80083 ' Iha Mke:•gOss:ra!a[d(s4:aM;.ANNors selmlhet&IDD ad IR pffl.s.1pildiandthe 106.1(eaposm Seel iromeaeajr6M1pHlsGbhy l?Imd S&(d nanhrea;Whr geatto`�.Emcz TP'tlh re;3:ns�sa:ines srA9a6n M3zlnsi L4slper,ln; gu ga rogaeerwl mess Nanh:�!er.w:ns dervin Infiedlyo.ro'd reed epa h1vidog kdl ger.:ninand IheTrss Us:mEnjour is 101b rndag 0e,gaa,arinssSOMEguau gal arilq. All ronkdAfaros areas Met NMI. Fort Per Lurie 3494 (apyright (D 2016 A 1 Roof Trusses -Anthony1. Tombo III, P.E. Beprodudioo of this dowment, in nay form, is prohibited without the written permission from A-18aof Trusses -Anthony L Tomho 111, P.I. Fort Pierce, FL 34946 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTL01 i CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, .Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-9 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 1 772-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC J Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & 2 BC (Typ) 0 r` ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) i Pm�,�Flinrr�eq'sFm'r•4e'AtU'JFfa�S:S�.Ef EC}iiA 1l,T.tii54Fi�[dF�tS;CS4jNSh'�c'1'i.4tvA➢;Si�dk#"kri t'.r��,rp4sosf+S �,lr.:l�stoa'43 F,:Sf G,�s^—ro114ufCuld�,. e�se�P4,Aek��e:krit65rce na, fit.; r�asr sa`Da.q�:lE3, wIP ��ieAumraAigl�ea sillAe r"sei 5&alg3h1e5s�al.:AiAieast Qt9S:itlie?!r a SpuAr}fu ror,U!ualeetq,IAP.ey�radaame irf Kdn5a9esSia+'ap�e.NssiL.arlre0. ds>ai:cAtk ris�fa lrrs apxd F.fit�y wM Fil: iae9 t<psaieslPiai:3smu1r.5xir ms;4riaititl ' Anthony J T;. 7*0mbp 811 W.E. f39A38�4i1 if15ia[36ikdAuq R.Il!(N�Aa 1�'ul�8tl INF�.itdylflCVl�iHF,�FdlNtber: liYj FYS��.i.11p URYrid1M�.1�A(PIa1M 10;t�k.lfAj:9E!@}Ifvi_3r Ci�h2i B1ii1{1�6i'lq}(+'�Ak�gl1(s91 iYiW.3�i0f4ttq;;>irPj!<hSAE:€ti CidkgOg9bi'?!.!E.11eli:Ai�ill'j fry KA 4nIax,Prsgsx.ArNz. lrvas srts!lIieiCi oath YCTr>m6q++.:smltd`N D9Caps!sSdYridema<es7(it'T'.�`slNiri8 e5C kJ mis!uwcei5r;r�eu iea�s tf 1L:Yar'lettxiea'aAirarl imisdbrin55Asy irtu2try�(iFaeeie�asssMrnia-m[,ehu 60483 gapeiak eAMr,s Fa;e3utas cr�47s�ptnes�8nd.1.. FrsnDngsF,tsnik:l'St S+e-n96r:ig�er:arrsn l7s FApzurdrr 6aldrd.A raA.�wl mai it icfial SflE. 4St. C,U =oitPek .FL 34946 �QpiAlgbt 7a1�d.lAcgltausAmkQay7.1gr�aIItP1;;Aap,QdunSasQ1tS3sianrrt,inanyfsc,Fsptafrfbii¢Ev5�atlrkenorenp.trssSQrfrgnA•tia¢?iraueA•ArFhtn�f:ioabai15P.f: FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 24' O.C. 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. 2XG 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 (MIN.). PROVIDE 2X4 BLOCKING BETWEEN ell THE TRUSSES SUPPORTING THE AND THE TWO TRUSSES ON \BRACE SIDE AS NOTED. TOENAIL \ \EITHER \ BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH \ BRACE TO BLOCKING WITH \DIAGONAL \ (5) - IOd COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED G' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM.STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS UKAL TRUSS ZTn in AN ADEOUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANEILOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. ACK tJUM17, 2017 I STANDARDCONNECTIONBD TAI TRUSS I STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS 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 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOF ADDITIONAL PIGGYBACK TRUSS INFORMATION I SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. IBe j„Plrre hmm{Sllndxc Ne fal'JJp1MSS�iE1SE1'�. MR4lags 90-DiNis C9SWXti:"7}AiK1D i[@e. ixT'k�i tnfideWx7sm a:n nlmlefian Ski nrsGst�e@ee�r{r@@�i etda.LTen�1U.t=lde:mtt ed49axeu;tk+ss aka ttdteerteT,@;rai p [;ipaeuf�E a d='ff riet6ii �rF@'mtirc'l, iul xtau{a%7'+"P4SpsriShigsxi'l dseadiiftyi➢@x inruswtrrS#cr&rK�+fiud�ysntty•nyixs7+Sy,�ka 9e#xa:1x A•fi isle>.r35 trpxnfmrbt �'+seh ,i?#1. 7'eedt:�neis x{res InW a,sd ass; e+ivS :{ Anbiony Ti Tombo. 111; RE: 'ofau rf�isTrnsiKa 2'Giy'ie ae•nSrss3'rt+of �e)nr MCiwr%oz4rrdrp_-lf:2fRvlfssgixcp!r.cti,�a s�uaS �flLx,RxIK©dde'asSM;Itiaet�e mf FLTSra{Sr�ax��a m:erJmiJleia aCitau �r%f�yr�Ea{.vye;asa��xuEhm�l�d�ee nfrrs7�7af �'8i?083. $e�y;;pimy.4"I tHhedC.: A.Noaw A 'Wvv204 t.om Wl p"ms;i!hwliq (sRSeA3$id9h'"11#R'.Ilil't'i.td!8FP.1}T @d �E,A�eEEiGFRtd�if {i7+165 Pft 31 d1"ati4F:e:p3tLS {,iM8$ t't'n Ifni 6p"' 661,5711"Rd61R 4lif 4=arxadt'*c t7e(wsa, rgred'asam u�4p s":peke artred. ;k irssst ayattpeaii fin 3�`,d Ots p�r:,aT'essSgtlratx4451 $1:_. N- 6e fiW.. Fort Pleme,: FL 34446, oppfyll 1N1661Nod'nsusA7506p1,.(dm%OI1)P.1:NtpcdCnzsall@it �0.uatclap9p;nrmrsproE,6itrlwAlmtt}ereaeapusrrs<iealSacA•1Ica ill sses clbu}Llemba30,1`1 I JULY-17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD FORT PIERCE. FL 349d SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X4.5") WOOD SCREWS INTO EACH BASE TRUSS. 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. GABLE END, COMMON TRUSS, 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. Anthony T. Tdsr,6o III Boos: 4451 St ah Blvd. Fisrt Prerc ' FL. 34446 rEBRUgRY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST., LUCIE BLVD. FORT PIERCE, FL 34946 772j�409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A (NO SHEATHING) N.T.S. a� 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 NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. P �2 SEE DETAIL 'A" BELOW (TYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. �ViSlieUi the �rrittea peimssmn?mm A•I TaeiTe®tses:•Aatkasy.T,ieaeio IG,P,E• Mtimisl T ,ombo 111, P.E. tpai 80081, `• 4451 St Lude Blvd, Fort Pierce; FL 34946 JULY 17, 2017 1 " ""�'�""" "" ""' `"" """ 111" STDTL07 (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-( WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24' O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY LIND�....,���, DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. i CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH I NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 0 0 000 iA -44 :V,w ude �a kaee a. xa ,�6na.6.l Yndirxnr.7mkrauT Tantx'Ik10 {' ,AW,ony ttjc bo ICI,, P.E: 80083 4451 $t.: Lucre Blvd. 1=art F idXe 'A 34946 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 TYPICAL-2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VERT STUD SECTION B-B A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 409-1010 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. VERTICAL 2X6 SP OR SPF STUDPIBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED G' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS 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) 8d NAILS MINIMUMNG , ROOF B 3X4= PLY2 4 STD SPFOOD IBLOCK 1 SHEATHING I v w 1mvv n i / * DIAGONAL BRACING ** L - BRACING REFER / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / / 1. MINIMU GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - lOd 2. CONNECTION BETWEEN BOTTOM CHORO,OF GABLE 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. -- 31 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. TRUSSES @ 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' 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) - STUDSjWITH (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. DIAL. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10.1Od AND 16d NAILS ARE 0131'X3.0' AND 0131'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. END WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL AT BRACES T 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12"O.C. 3-8-10 5-0-11 6-6-11 11-1-13 2X4 SP #3 / STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2-8.6 3-11-3 5-4-12 8.1-2 2X4 SP 42 12' O.C. 3-10-15 5-6-11 6-6-11 11.8-14 2X4 SP #2 16' O.C. 3.6-11 4-9-12 6-6-11 10.8-0 2X4 SP #z 24" O.C. 3-1-4 3-11-3 1 6-2-9 1 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGEDIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. 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. IFEBRUARY 17, 2017 - I T WIDTH 2XIBRACEEONLY IL I STDTL09 NOTES: T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER BOX OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2XB 10d 6' O.C. NOTE- NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS \/� SPACING } BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS �OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I=BRACE 2X6 2X6 T—BRACE 2X6 I -BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 IT BRACE 2X6 2X6 T—BRACE 2X6 I -BRACE 2X8 2X8 T—BRACE 2X8 IiBRACE T—BRACE / I —BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS cl FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS STDTL10 i I I TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL NIBLS(0131'X3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK i USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) RZ;9 rl;29 s ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' OIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) I I THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 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 (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). J BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL STDTL11 4 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN ram.; THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 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 HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 c� 0 135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6, 86.4 84.5 73.8 ri .12B 74.2 67.9 58.9 57.6 50.3 c� Z O J .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 ri 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 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3S') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: NEAR SIDE 3 (NAILS) X B4.5 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY Vt­l NEAR SIDE 45.00° 0° SIDE VIEW (2X3) 2 NAILS ANGLE MAY VARY FROM 30' TO 60' NEAR SIDE NEAR SIDI NEAR SIDE II NEAR SIDE 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 a Lf) ri 162 72 58 i 39 i 37 i 25 i J = O .128 54 42 28 27 19 Z 55 43 29 28 19 L!l.131 z JO W .148 62 48 34 31 21 J J_ N Q M Z 120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J 0 148 57 44 31 28 20 M NOTES: `1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30" WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICCABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE I 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 ❑ESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. I +r�+r USE (3) TOE -NAILS ON 2X4 BEARING WALL IUSE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR Sl TI TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW MAY 15, 2018 1 TYPICAL 2X2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4na-lnln 2X2 NAILER ATTACHMENT GENERAL SPECIFICATIONS NEW 2X2 SP NO. 3 ATTACHED TO OVERHANG WITH (0.131"X3") MIN. 3 NAILS NOTES: 1. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NOS RECOMMENDATIONS. Anthony T. To�,5o3ll, F.E; t 80083 4451 St Lug L BW6 .Fbi Pleree, fL'349416 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES wrrr' A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ■ DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4. O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 121. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C L 104 F BREAK • 10d NAILS NEAR SIDE �1�1 +10d NAILS FAR SIDE y' TRUSS CONFIGURATION AND BREAK LOCATIONS FOR FOR ILLUSTRATIONS ONLY I X' MIN 6' MIN 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 S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). 00 NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TOTAL NUMBER OF NAILS EACH SIDE OF BREAK � X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF� HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738' 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 q$' 3657 5485 3346 5019 2829 4243 2898� 4347 FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS I STDTL16 0 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 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 NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' CIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES -(SPANS LESS THAN 409 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