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HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 Cn U PFi:772-409-1010 10 U FX:772-409-1015 p� l� RF www.A1Truss.com 11 AFL' ORib�RPQRATION I TRUSS ENGINEERING I j BUILDER: RENAR I PROJECT: MORNINGSIDE v W a COUNTY: ST LUCIE Cfl O €� LOT/BLK/MODEL: LOT:53 / MODEL:CAYMAN 1763 / ELEV:B1 / GAR R a JOB#: 73566 i j MASTER#: WRMSCMB1L15X10 OPTIONS: COVERED LANAI 15 X 10 (NO VALLEYS) Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others__ --=TRU55E5 _- AFLORIDACORPORAmON RE: Job W RMSCMBI L15X10 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 40 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0119489 A01 8/30/18 13 A0119501 B01G 8130/18 25 A0119513 D01 8/30/18 2 A0119490 A02 8/30/18 14 A0119502 B02 8/30/18 26 A0119514 HJ5 8130/18 3 A0119491 A03 8/30/18 15 A0119503 B03 8/30/18 27 A0119515 HJ7 8130/18 4 A0119492 A04 8130/18 16 A0119504 C01G 8130118 28 A0119516 HHA 8/30/18 5 A0119493 A05 8130118 17 A0119505 CO2 8130118 29 A0119517 J5 8/30/18 6 A0119494 A06 8130/18 18 A0119506 CO3 8/30/18 30 A0119518 J7 8/30/18 7 A0119495 A07 8130/18 19 A0119507 C04 8130/18 31 A0119519 J7A 8/30/18 8 A0119496 A08 8130118 20 A0119508 CJ1 8130118 32 A0119520 TO1GE 8130/18 9 A0119497 A09 8130118 21 A0119509 CJ3 8130/18 33 A0119521 T02 8/30/18 10 A0119498 A10 8130118 22 A0119510 CJ3A 8/30/18 34 A0119522 T03 8130/18 11 A0119499 All 8/30/18 23 A0119511 CJ5 8/30118 35 A0119523 T04 8130/18 12 1 A0119500 1 Al2GE 8/30/18 24 A0119512 CJ5A 8/30118 1 36 A0119524 T05 18130118 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 renewal date for the slate of Florida is February 28,2019. NOTE. -The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSUTPI-1 Sec. 2. The Truss Design Drawing(s)(rDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documental provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo 111 PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documemsl are specialty structural component designs and maybe part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional Anthony T. engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Page 1 of 2 �_ A-1 ROOF TRUSSES AFLORIDA CORPORATION RE: Job WRMSCMB1L15X10 No. Seal # Truss Name Date 37 A0119525 T06 8130/18 38 A0119526 VM03 8/30/18 39 A0119527 VM05 8/30118 40 A0119528 VM07 8/30/18 41 STDL01 STD. DETAIL 8/30/18 42 STDL02 STD. DETAIL 8/30/18 43 STDL03 STD. DETAIL 8/30/18 44 STDL04 STD. DETAIL 8/30/18 45 STDL05 STD. DETAIL 8130118 46 STDL06 STD. DETAIL 8/30/18 47 STDL07 STD. DETAIL 8130/18 48 STDL08 STD. DETAIL 8130/18 49 STDL09 STD. DETAIL 8/30/18 50 STDL10 STD. DETAIL 8/30/18 51 STDL11 STD. DETAIL 8130/18 52 STDL12 STD. DETAIL 8/30/18 53 STDL13 STD. DETAIL , 8/30/18 54 STDL14 STD. DETAIL 8/30/18 55 STDL15 STD. DETAIL 8/30/18 56 STDL16 STD. DETAIL 8130/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Dty Ply A0119489 WRMSCMB1L15X10A01 �TrussType Roof Special 1 1 �RENARMORNINGSIDE Job Reference (optional) A-1 K0011russes, Fort Plerce_.I- 34945, deslgn(malwss.com——Kun{6.21U s-May-1d ZU16 PnmT6:21U S May'10 ZUIdNI I eK 4 3.6 = 23 4x6 = &00 FI2 2x4 II 5,6 = Sx6 = 17 2x4 II 7x14 W20HS= 14 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.71 17 >641 360 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.30 17 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hoa(CT) 0.76 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T4: 2x4 SP 240OF 2.0E BOTCHORD 2x4 SP N0.2'ExcepY B2: 2x4 SP No.3, B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except' W3,W5: 2x4 SP No.2, W9: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 54M) oc bracing. WEBS 1 Row at midpt 15-18, 9-18, 7-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148210-7-10 (min.0-1-12) 12 = 148210-7-10 (min. 0-1-12) Max Horz 2 = -138(LC 10) Max Uplift 2 = -347(LC 12) 12 = -399(LC 13) Max Grav 2 = 1482(LC 1) 12 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2716/1647, 3-4=4515/2570, 4-5=4439/2579, 5-6=3690/2112, 6-7=-3643/2109, 7-8=6247/3440, 8-9=-7597/4126, 9-10=-2076/1389, 10-11=-215611372, 11-12=269211630 BOTCHORD 2-23=-1305/2374, 5-21=-257/518, 20-21=-1999/4064,19-20=-3014/6320, 18-19=377417833, 8-18=102612283, 14-15=1299/2350, 12-14=1299/2350 BOTCHORD 2-23=-1305/2374, 5-21=-257/518, 20-21 =1 999/4064, 19-20=3014/6320, 18-19=-377417833, 8-18=102612283, 14-1 5=-1 29912350, 12-14=-1299/2350 WEBS 3-23=11567767, 21-23=-146412649, 3-21=-659/1598, 6-20=-1689/3032, 7-19=664/1413, 8-19=-2642/1325, 15-18=108812335, 9-15=-11051529, 11-15=671/501,11-14=0/265, 9-18=-292415988, 5-20=-813/638, 7-20=4291/2281 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-" 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 100 lb uplift at joint(s) except OH- b) 2=347, 12=399. LOAD CASE(S) Standard 3016:53:022018-Page 1— xpAnG W u3JSYILZRWyicZF tl Dead Load Deff. = 518 In 3x6 = PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:2341b FT=10% I¢I6hYCP10umndnlpn"-VgMpAmglm�':dtlPloll.labGllPlvneflstst pdn. MpObdnCeR mnq.mml6mgJlPvr4'ilrxl luuaT-nWu91:n118160,4"4 bpwmWUIC?.6iWfi 1 ehiuublttlWlhmlh4lWnbN4 baimlpvPfamxOr.lRxllbP^-�i4Wnglnnpcmtompmd4pbWM;uaMtl,rymiEOtkWInPi4 W,eL,aL}minC,l[9mlabiM.Llnpm;up,n Ylalmneiudtl8} Anthony T. Tombo ltl, P.E. dad4;frtnbgldP.qi;nrt;pvbMd4],w,40.m'IdaadpxvhkGlAugn,vSMNd41tl.MZdm;bii hxy o1, n11M11.1,@yiCd41p1dgWluddln;cblcgladT;R'q,.bbOPudh,;sl JilLhrt@aW;.d 180083 41x@xlM;xdLmm. tlnxsmw@4IlmdtlFvmsWpel4mde,Piaq LvlznYgwxvuv(tllpd4dtlp111dUtlm.;xendkpmipNmx llHputin;Rn'Ifrhaf[11.nlbupv.LntMP4pvvNlmdaalexvvMt I 4451 St. Lurie Blvd. tledulSa41lingdapdgnb�111tl11mn4dnl hlmshvp[gmnm IC141Ylgtele,elmifrytvblvnlq Nmq eq�a4xnvenlddhlKl. Fott pierce, FL 34946 6ppi,li 0 70161-1 laotLosses kllogl.lom6e Ill. It. repmlomiolol%ildnmwol,inulfmm,ilploli6ned@it6emldr vrincrpmmifueohomhl lodlnnn-kl6omp LlemkolrylJ. Job Truss Truss Type Dry Pry RENARMORNINGSIDE WRMSCMB1L15X10 A02 Hip 1 1 AO119490 Job Reference (optional) A-1 Hoot I n055eS, tortPleree, FL 34946, deslgn(o)attm5s.com it Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 12 7.6 11 2x4 II 5x10 = Inc. Thu Aug 40 16:53:03 2016 Dead Lead Dan. = 12 In 3xfi = 4x6 = 2x4 II 2x4 II 6x8 = 1.5x4 II 3.6 = 65-8 6-b-8 I 17441-0 54 248901 550.0 -61 19414 -2 4--0 38-0-0 p1� Plate Offsets (X,Y)- I4:0-3-0 Ednel I8:0-8-0 0-2-81 I9:0-3-0 0-3-41, I13:0-24,0-3-01 I15:0-0-00-3-81 I16:0-2-8 0-3-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/de8 Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(L-) 451 14 >896 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.99 15-16 >462 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 HoQ(CT) 0.56 10 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 220Ib FT = 10% LUMBER - TOP CHORD 2x4 SPNo.2 *Except* Tt: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 *Except* B2,B4: 2x4 SP No.3, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' W3,W6:2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-12) 10 = 1482/0-7-10 (min.0-1-12) Max Horz 2 = -126(LC 10) Max Uplift 2 = -335(LC 12) 10 = 335(LC 13) Max Grav 2 = 1482(LC 1) 10 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=270311619, 3-0=4181/2350, 45=-410612368, 5-6=4156/2478, 6-7=-5484/2973, 7-8=5430/2965, 8-9=-205611382, 9-10=-255611526 BOTCHORD 2-18=127612361, 5-16=-1901256. 15-16=-1553/3453, 7-15=-283/281, 12-13=115712198, 10-12=1157/2202 WEBS 3-18=-1 114726, 16-18=-142812649, 3-16=-492/1316, 6-16=-5367734, 6-1 5=1081/2362,13-15=-105812407, WEBS 3-18=1114/726,16-18=-1428/2649, 3-16=49211316, 6-16=-5367734, 6-15=1081/2362, 13-15=-105812407, 8-15=-1904/4121, 8-13=-1174/422, 9-13=625/541. 9-12=0/330 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=13ft; at. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will 6t between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=335, 10=335. LOAD CASE(S) Standard xdqMv4v„yhmevb'FI nob I0S46ji811C0anJllNX00[apmfbrl0]Y{b;A'lllrrrn'rJEPlva lelr4uPly,vtlmd,ddnnb4ns0¢,npmg8[B,dm WIL WhglFWen,flmli. n,. 0d¢+Nrm mdnbmp,mr 141nwAg34s J8Mrurmhm¢MNd lnl,n,pYpLpveQa,SIA:ryLp-Y,bvingld!q¢eYlnm¢upmyhYmlqu!llnynvlYgYdrn4tl4nivinssl�mloMlW dO.ebL{L ll'pwgeevN9mC+vyurtl0l Anthony T. Tombo 111, P.E. dwYd,1.n+6rgWlignbmN`44nYPe0rutb0.ahcexvMvvebbagpnq,e,vb MY441V.b KdbbklvYq M+gfPn iNBpv44baldn•kBq,YbrmsvlbgbY�pugamYOmndhwsyil9Mbnga Lrytl 380083 I blalep4nyvdfdngi.LvvtbmvbRgpbPvmnuf PJNnxq,dMgrmlgnOYpM.vmn80r1lNob1p111dUova,tlnaJlptlpgc AltlSn+bnymmAfmneOMn[LLnrdupe,l."+, M'Po}ueml G,uWv:nv,vns 4451 St. Lucie Blvd. [Ivvbl�dln6tWRdgnbmegq 9pnnvv4rel Minndep0gimeblLibtalep0 �,elnn0pvignvivpf^ab N�14v:IhnvenMNvlM1I. Fart Plerce, R. 34946 (oppip110101f411Yollnsses Laogl.ivmhllB,LL Aepmfr4ia0Ylnislomnm,ioorybxilpm634dvn6rnoeminnpelmiuinhen A-lhdlf m+o 1e gLlombolll,ri Job Truss Truss Type OtY Ply WRMSGMB1L15X10A03 Hip 1 �RENARMORNINGSIDE 1 A0119491 Job Reference (optional) 182018MITek Sx6 = 2x4 II 7x611 19 18 15 ' 14 12 3x6= 46 = 2x4 II 20 11 8.8 = 3x6 - 1.5x4 II 3.6 = 6543 11-10.10 16-0-0i W14 ( 2 22-0-0 28-9-0 38-0-0 6543 I 5-51 I 47-0 3-0-14 Dead Load Defl. = 7116 in I Plate Offsets KY)- r4:0-3-0,Edae1 16:0-3-00-2-01 r8:0-1-12.0-1-121 I9:0-3-0 Ednel, f14:0-2-00-2-81 116:0-2-12 0-3-01 f17:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.39 16-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.8216-17 >555 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Hom(CT) 0.48 10 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:224lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2'ExcepY T1: 2x4 SP M 30 BOTCHORD 2x4 SP No2'Except' B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3,W7,W6: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14.9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148210-7-10 (min.0-1-12) 10 = 1482/0-7-10 (min.0-1-12) Max Hom 2 = -142(LC 10) Max Uplift 2 = -350(LC 12) 10 = -350(LC 13) Max Grav 2 = 1482(LC 1) 10 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORO 2-3=-2701/1638, 3-4=4183/2394, 4-5=-4111/2412, 5-0=4198/2578, 6-7=3873/2180, 7-8=3837/2173, 8-9=-1915/1300, 9-10=-2563/1551 BOTCHORD 2-19=-129212359, 5-17=-265/347, 16-17=-1354/3171, 13-14=118412207, 12-13=1184/2207, 10-12=1183/2210 WEBS 3-19=1111/732, 17-19=-1442/2643, 3-17=519/1323, 6-17=79111010. WEBS 3-19=-11117732, 17-19=-1442/2643, 3-17=519/1323, 6-17=-79111010, 6-16=-461/1183, 14-16=-1288/3106, 8-16=1494/3533, 8-14=-2174/826, 9-14=721/619, 9-12=0/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=13ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Porting. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except at --lb) 2=350, 10=350. LOAD CASE(S) Standard rdn.lhm,m,.�: tlxllpcl nsmryuFnariurmdmlxnmEmxianr;r,rlr-umtlm rdr�uPwnxwmmdwn.nl amps q{rt?mmw.vl E<bptdud vMw= _um�av- ma MID4 Y el4vv<anbn lffiM dbhl3AbbN4 n+ImtpnrphpmeA Spmq LpmM tlutl gNv.rmmibvaAmtldRdmWtliq'+um1m{oWlgkdr 4awnjilmthr�dbblWaj meliLl lbap ap,ehC iwd^.htmmeJ Anthony T. Tombo 111, P.E. dwd4il+s lerpkE itY,eymNdmdtlOM.NA.n'tw"nm R4 bhlF lAmiM' tl vyndtle.bSdtlhdMYal M,efAr imyvnEdtltdlmm�wdtlrma 616gh#q xmn bmdamdhbrldilbtl n 3tnd 180083 hatdxypu;smfeeme L1.x�mmr4ROmhpb�mlpldnmJb4lpfwyastlethiaa9YflNNtlpnlmYUv,MnNbFmitgly_IRIan.YmyrcSiaidMmlLlnl Gupr.l.ntOnpupvdlms4inn.'rf[ 44515t Lucie Blvd. t4a+hr 14vdlr+btmRmgme.mnh 1rnnuAd rn loss Gvxfgmhl[16W,ds[�,vinmfrt+aNwegMaq N4eNh:vt reml4MblM1r Fort Pierce, FL 34946 � f+ppiAbt A3tAlIAlledbmseo-lmM1vepLlvmEdll.Il. IvpwdeEiv+vlrndvmmeN,'mvglviwispivll'oed+riflvNOebiine+peimissinSvmA-I ledlnssesAhuSvvFLlvmlelA,pL Job Truss Truss Type ON Ply RENARMORNINGSIDE r WRMSCM81LISX10A04 Scissor 1 1 A0119492 Job Reference o lional A- i Roos Trusses, For Pierce, FL .34946, desIgn@aimuss.com nun: 6.210 s May 18 2018 Print: 8.210 a May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:04 2018 Page 1 ID:Id 0OXyyT61BI TXoljwHHzefvK-aSAOM1g4Xsl_~T?k V6x7LRbyYM3LI?CmgWOyiczD 4 i1-a-0 20— Y-2.1 12-11-12 1a60 194A 25p4 30.315 IN a9 p ll 5411 SM �F 5411 I T-2-1 6.00 12 f sxs= s s sxs = Dead Load Dell. = sns in 1 I 5x6, 5x6. 4 4 7 1.Sx4 c W 3 1.8 13 W 5xl2= a 75 14 12 1 1 a 1 2 3x8 WMOHS� 3x8 Mr20 11aT 3x4 3.0012 3x4- 1.Sr1156 II 1.5x4 11 4x8 1.sx4 II 5x8 1.5.4 11 4x8 // LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) 0.54 13-15 >845 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.05 13-15 >432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(CT) 0.64 9 We We BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight205I1h FT=10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4.SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-14 oc pudins. BOTCHORD Rigid ceiling directly applied or4-7-12 oc bracing. Except: 4-8-0 oc bracing: 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 9 = 148210-7-10 (min.0-1-11) Max Horz 2 =-158(LC 10) Max Uplift 2 =-363(LC 12) 9 =-363(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=467912796, 3-4=4312/2515, 45=-3133/1773, 6-7=3133/1773, 7-8=-433912540, 8-9=-466412815, 5-6=-300511785 BOTCHORD 2-15=-2389/4236, 14-15=1802/3597, 13-14=1797/3633, 12-13=-1799/3634, 11-12=1812/3599, 9-11=240614248 WEBS 7-13=-818f756, 7-11 =2721634, WEBS 7-13=818F756, 7-11=-2721634, 8-11=328/457, 4-13=8161750, 4-15=268/626, 3-15=-3271476, 5-13=639/1239, 6-13=-63811238 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=13ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconourrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=363, 9=363. LOAD CASE(S) Standard _— Nhnnr We„mewa.inmlW.de WA.',o"Ynnmm•Nurn3igrilllnjrtilllflMfrlpl'Allan(m111(Ifr]]lirl[P,fP;4Cmcrfi4rpr.aamdrtl,w,.mun,MWWVd[ffWmLWrl.fmbnruana,fren Turn,m:alusnex,mmmnamnro4 avrinuruq,fgnrP,.fxmpOp.r muanm>em ..mFinamrO,aragm,rota,rmeag4minpem,ey�im,IWnmmal.mminl.nmp nvopmwpmav�.maa1 pnryionY T. T—bo 111, V.E. d,naMlm,my Mfy i,run:pvbbramTuemO.n',r.Nvd,,HamlYmf�aP.',.mmaatlm144L'dmWly'fqM,WIFI.mggnliO�IWdm6tlmamim��3ef tr[[vZmge.b09tivd MalaCYmnYaute.a 50ixi. mtaY,lpnRa+femnw.l"nnreu.mnm vlmpaR,�WPIad�am4JlgGgamfaeR44.m.;Gµ4aag�IdYflnrh,Nfp®Yplmt All3,lrtpui=nuNhxv6Yr:n,Avpr.Im,0.y,Lyaeeffm,rm4 eat, I 4451 St. Wde Blvd. 1oMu1R,91rrfumgMgoswoghdpM�mFel0.lnu[ry[gam41fIS1a1g4eryr,vircsffca6p,aaelWlq NIkmxen18N61FL � Fort Vlerre,R 34946 (.ppilhi f77P16Ll Wllussrs-Amlaepr.romps N,ll. lepmdoaiarel0isiommm,moglmgisped3nNrbCemmernnee pnmissimbamd�l @elLmm�IVEeerLlemlolP, Id. Jab Truss Truss Type Cry Ply RENARMORNINGSIDE A0119493 WRMSCMB1L15X10A05 Scissor 2 1 II Job Reference o 0ona1 —A-1-Roof-Trusses; Fort Pierce,. FL-34946,-design@altruss.com Runr8210 s-May 18 1.Sx4 c 3 B M12 0 4x8 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2'Except• T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-7-10 oc bracing. Except: 4-8-0 oc bracing: 8-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-1I1) 8 = 148210-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4676/2810, 3 4=-431412537, 4-5=-3129/1785, 5-6=3129/1785, 6-7=-4341/2562, 7-8=4660/2828 BOTCHORD 2-14=-240214233,13-14=1831/3605, 12-13=-182713640, 11-12=1829/3643, 10-11=-1842/3607,8-10=-2418/4245 WEBS 5-12=-1278/2430, 6-12=8501786, 6-10=-262/633, 7-1 O=319/445, 4-12=8487781, 4-14=257/625, 6.00 F12 5x6 = 5x6 i 14 13 3x8 MT20HS-- 3x4 � 3.00 12 CSI. TC 0.67 BC 0.84 WB 0.93 Matrix -MS 6.8 = -8.210sMay l8 20l8 MiTeklndustrieslncThu Au(, yT61Bi TXo1jwHHzefvK-aSAOM1g4Xsl_vwrT?k_V6)C IN-" - 11 1 S- -17-&1 d 5x6 J 6 I.5x4 i 7 11 0 1 d 3.8 MT20 3x4 1.5xpt5il4 II 1.5z4 II 1.Sx4 It Sxa 1.Sx4 II 30.&15 4x8 11 DEFL in (loc) I/dell L/d PLATES Vert(LL) 0.55 12-14 >826 360 MT20 Vert(CT)-1.0712-14 >425 240 MT20HS Horz(CT) 0.65 8 We n/a WEBS 5-12=1278/2430, 6-12=-85OR86, 6-1O=262/633, 7-1O=319/445, 4-12=8481781, 4-14=2571625, 3-14=318/465 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and G-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANS11TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=369, 8=369. LOAD CASE(S) Standard Dead Wad 11.=9116 in GRIP 2441190 187/143 Weight: 198 Ib FT = 10 remq.lh,!eM,gtlrrtrb'NIMFnriL%jfntllj ariLRlxilfpFPT[p Cb10Y!-0.lrj.n[i WEr-hc irryhuPn�.!.4!tauneR tattle ph rylrt2;o1h1Mr11wbgLLld Lm Mre .odm!An.rz!94tl MI[d h Gltlmmre!m`•+df+bmOnMHJ.lfrlrupnphpwp f,V 'ryGrv+;bssY gN9pa .or.crdbOdWWyrnnprc{Wtl%4 Nl ptlbuj!In!IRntl!ed!I[0 elr.!.lal 1t Pa!vep�mMim� ["J mthony T. Tomb%III, P.E. W. tl3 lm YyNk%nbmp.Wn dbb,v.bpm'taMMary bWEaf4oitx bntl2 dbMJa igda, WW, W. al%I Thn K dW W" W.. 9NNIW, Wl nq h0lm%,db,u1,UGMb Wdd.tl E80083 bbtpOn{s Mfe4eV. i8msttlKa4WWbrM,tWpJN tlb4J1g4e}n!OYglhvGn'Id;p1l�hllldlW n,Ee,NlpiYpim_II�163tiY.,tW09!dLLn!dYp,r.Im,M!yeLymalfmt/a,tcnn.e4 4451 St. Lurie Blvd. legglb,lh.6amrMq%arimghtllrnnYHrcl blm[aPp[gh,nbrpthritq°s.1,m 1 ,SiCahr�wdgMa%aryYriMm,m Kmlefir Fort Pierre, R' 34946 � GppipElDlOId A-1 fvvlirvaes�An,Eavyl.lvmEv01,/!. IepivdvOiuvliliilomnem,uully,m,if pni3dad Yudvdarxnnevpamiffivvhvv A -I laoiLena-Avt6vepl.ivmloN,L[. Job Tmss ' WRMSCMB1L15X10A06 �Tnuss`fype Scissor �QIY 10 �PIY 119494 �RENARMORNINGSIDE Job Reference (optional) A-1 Meer I fusses, "n ererce, FL 3494b, deslgn(dallmss.com dr Hun: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 38.16:53:05 2018 6.00 F12 5x6 = Dead Lead Deft. = 9/16 in 48 9-10-0 1941 28-1-12 38-0-0 9-10-4 9-1-12 9-1-12 I 9-10-4 4x8 Plate Offsets (X,Y) - 12:0-1-14 Edge], f4:03-0 0-3-01 [6:0-3-0.0-3-01 f8:0-1-14,Edoe] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.10 12-14 >416 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.68 8 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MS Weight: 175lb FT= 10% ' LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 148210-7-10 (min.0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-4676/2809, 3-4=-4314/2536, 4-5=-313011786, 5-6=-3130/1786, 6-7=-4314/2551, 7-8=4676/2830 BOTCHORD 2-14=240114233, 13-14=1832I3605, 12-13=-1827/3641, 11-12=1832/3641, 10-11=-1837/3605, 8-10=2423/4233 WEBS 512=1279/2431, 6-12=-848A79, 6-10=254/625, 7-10=-318/464, 4-12=-848/780, 4-14=256/625, 3-14-318/465 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=369, 8=369. LOAD CASE(S) Standard rvxq.�dngtl bnll5in'AM1r9lnflpCiLLR1181(W'AAetlm10Y(aT?l LaLi .dWrba. rsryi4Pn,scndrttlun.n,l IM¢T,.gl0�d M144.1. tab4rEWvm aenlA, ,. YtlmM 9bd blfo w} 4lnumimlba YSh IN41]Pbq�dl l,anulan(4M1a p,,yn.ep LpmYM1md gtpp!,pei,b,rt®F.+tM1FY,Wmd,gwgnyNtlerl"M1ln¢db,a¢t LrJdmbif9mlptl iM lL6unnmpunbdgm4vxvumHl Anthony T.TOmbo lll, D.E. d,utti,fm lrNl..bpi,brtyna'sd4U,n.40.ai4dsLdaxtleM1ldrarM¢e bmtltl415.14dbbblavq WetlfFl i4Mdi4RpdnL4 tb,imv W,49bPq va,f im944tltrnyilfh4 N+agd t80083 bltl'gL,{aNLsve 6leAvseaer4lWdM1pawtmlld:NntlM14.11glmram'1nLVa �mnlw4ihlndnunN.,w4l.tp4va ml6M.le npai.anWMntllmAvpe.LmA,¢4gavNL,uL,deee.ui,: "51 aL Lucie Blvd. aunu14od11,fax,b,pMmmb�ghdlmnbbd 4L,udnlFgmv Llpt441q.apn,el:ns1r4a61bmder4W I4 pdatlbmnnitlmlbltn Fat Pierce, FL 34946 GppiIhOID16A I loelimses-AmlagLivmlvillAl. Irpmdvdioadtlislvmnvl,wevplmm,ispmlTAedriiEMfta rdnbpmmissieabvm411eolTmus"itz�opT.1.9 IILL(. Job Truss Truss Type Dry Plv MORNINGSIDE AO119495 WRMSCMB1 L15X10 A07 Roof Special 4 1 �RENAR Job Reference o bonal A-1-Roof-Trusses,-Fort 'Pierce-FL-34946, design@a1Wss.mm - Run: 8.210 7x6 = 6.00 12 Mil 3x6 = 6.6 = 2.4 II 1.5x4 II 3.00 12 3x8 8x8= 1.5x4 II 11d-1010 E1-210 23}2 16:53:06 11- Dead Load DeB. = 3M in LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ver(LL) 0.44 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.82 10-11 >559 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.46 8 nla n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 220Ib FT = 10 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1,T4: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 *Except' 82,84: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. Except 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 4-13, 5-13, 5-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation crulde. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 8 = 1485/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -365(LC 12) 8 = -367(LC 13) Max Grav 2 = 1491(LC 1) 8 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2635/1604, 3-4=2700/1747, 4-5=-1822/1250, 5-6=365212302, 6-7=-374312165, 7-8=4677/2738 BOT CHORD 2-17=-123312283, 4-14=-313/657, 13-14=-125112421, 6-11=276/340, 10-11=232914220, 8-10=-2326/4219 WEBS 3-17=467/341, 14-17=-1125/2283, WEBS 3-17=-467/341, 14-17=112512283, 4-13=-10331798, 5-13=-413I69, 7-11=850/751, 7-10=01293, 11 -1 3=-66511840, 5-11 =-1 595/2992 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=S.Opsf; h=13ft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60'plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nommncurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=365, 8=367. LOAD CASE(S) Standard lvu9mmlm9Yimlem'NI%f nfifR(IOWj6lifLLlfiY511N:dIIftln5i9p(CrllaRfik:ieili Irt lerObug Mv,IndrttlrannBrlrm Lnp bmglRtidtle3Mvll.IrebQltbNen Levlln m. Mn�phn'w9etlwEen9, j Yd,Yvufrrlf•+ItlrhmimmnlpbKd bi4mpuP4rwe{rr.lndrybaul letlngNJrtpvwvwva�tlml�vuwdgwrllnyxWagkmivyndmmj, ImsLy0r1ub144ah,riv4}I.lYlxpwapim4tlrymNonvvoJ91 Anthony T. Tefllhv 177•P.E. clmtlk:tm,kgldf�rp4b,wpm4Jaldm Nm.NOreil�sa,Nxtlxbbrtai OvBr,emntlmtlttPi.LMWmW1aYq M�wf R1.➢,wA�dtlmnpWm6tlnrtld NvvW.y L^Grm9v NMldmdNnlJibd,vE >80083 m N19bi"Wcar,a::Neas,lmtlhEUul6Pwvmlrld�Pubu69 rut. nS4nlbvws,VfPWJtlhlnrtlWlarrMe:illpntl Plm 4.I kbulrz�MnlJauwlMndLLmburyr.Irm MPLleeNim.:raWcvv.u4!s I 4451 St WCIe Blvd. rlvvlu Wudhr4vmgMwwtlertlwhdrxnmtl,H hinunuxr8m,lslcimldlgkyv,xln�fi3l6rmdm(ba1 lOryea•kumwldole011" Far Pierce, R 34946 � G 110106k1lvalLvssn-Mih i.1vxlv06Pi le ndvdioldtludemmi ppip vv/ p e,uorimgispmlliledlilEVNRl nineepe�sder6ec41ledinsus�4vdrvvp Llvv1v01, P.f. Job Truss Type Oty PN RENAR MORNINGSIDE ' WRMSCMB1L15X108 Pss HIP CAT 1 1 AO119496 Job Reference (optional) A-1 r000f 1 msses, i-on tierce, rL 34 o, aesgn[aattruss.com Hun: 821 U s May 18 2018 Print: B.210 s May 18 2018 Mi Tek Industries, Inc. Thu Aug 3Q16:53:07 2018 Page 1 20.1140 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-?1sX 2tygn72mNa2gtYCj7JrEc_92LjBiabK7jyir7A 11dJ1 61-11 tt-1-10 166122 1511 2332 3a4-11 38ba 79Jq 1� 4-11-15 6-11-11-108� 238 I )-1-9 ]-]-5 9JJ-0-0 r 1416 6.0012 5x10' 5x811 20 19 ,u Q 11 3x4 = 1.5x4 II 4x8 3z6 = 6x8 = 3x4 II 4x10 = 3.00 12 axe = 1.Sx4 Dead Load Den. = 318 In LOADING(psf) SPACING- 2-0-0 CSI. UEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) 0.48 12-13 >957 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.90 12-13 >507 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) OAS 10 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight 246 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T475: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 *Except* B2,B4: 2x4 SP No.3, 135: 2x4 SP M 30 WEBS 2x4 SP No.3 'Except' W7: 2x4 SP No-2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 241-8 oc pudins. BOTCHORD Rigid ceilingdirectly applied or 4-8-13 oc bracing. Except: 10-" oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 5-15, 6-15, 7-12, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 10 = 148510-7-10 (min.0-1-11) Max Horz 2 = -159(LC 10) Max Uplift 2 = -359(LC 12) 10 = -362(LC 13) Max Gray, 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-2721/1649, 34=-2695/1686, 4-5=-1883/1280,5-6=-1590/1234, 6-7=-3886/2415, 7-8=-4665/2990, 8-9=-451712737, 9-10=4689/2737 BOTCHORD 2-20>1302/2377, 4-17=-225/587, 16-17=-122212400,16-16=-619/1610, BOTCHORD 2-20=130212377, 4-17=-2251587, 16-17=1222/2400, 15-16=-619/1610, 7-13=518/621, 12-13=-1677/3641, 10-12=2333/4230 WEBS 3-20=266r250,17-20=-l17512215, 4-16=9611733, 5-16=3001626, 5-15=271/106, 6-15=13401496, 7-12=839/889, 8-12=-345/505, 13-15=814/2158, 6-13=-183213531 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=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANS1ITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at j0int(s) except Ot=1b) 2=359, 10=362. LOAD CASE(S) Standard falW[I[IaI..,r>—isaRbv. fe4YulpumndwnIjjr, jhgkftxpdit%mmtxmltivaftlLMmrBenMMnu 0invM xtld tl10P a5 reeqrbbF=SW 4t ArIIa1mn1 Igrxp.SMl rulvwwrr++NlF.dbmaP5YN4lsnnuoantgwP.l.ycunf try.rm�ogm:w=aom�emrtln+^mm*corny axlflYmpea,�t sew:Mnamosq.wrmt rat nnnopw.w>)am�n wean patfiony T. Tomho lll, P.E. rA,udelin YWt'L91YIbMubEl;ImMa0.0.mYrhktllFxrbl�lfigpu4a'am„naem6C1SWNWFaYAM,bIIM1ltt9p,atlmM,tlafi,tl d41mvYL�Ab!4 n.gblulAmndY,mlJihb la3'.nE 280083 Ymrgxtgedln•IR.levtlsmafahiilW6rmmmlplluttl014NgIq n�glrmv�I;ph,tr1%IRVISInmKn+gblelpdvu PA Yn.LmlaNmlNNu[YlLnlpupv,i nl3npLgevnllmcrvlexv vaal: 44515E Blvd' IeNYlddlila�q�Mnnnant9htllnKv�tl��r111nug1ntgemblClhlaY.,p M:ta,clvSl Egas[vrlWlq N1p'elidFOnnitladbMl. � tort Plce,FL 34946 . (1 MOt0lfklflllhlssn-Arlal Liomfoid PJ. Il ahmoldekdwvlxn,iolll PP4 / P Imb,il PldIDnedvirtedee rrira pelminilvhlnbl rooflmurlmbovrLlaMolO,Pi Job Truss Truss Type qry PIY RENAR MORNINGSIDE WRMSCMBI L15X10 A09 HIP CAT 1 1 A0119497 Job Reference (optional) &0012 5xioc 5x811 3x4 II 19 18 1.11 3x4 = 1.5x4 II Us 3x6= 6x6= axd II 3.00 12 8x8= 55]x�e3i= 1t'T-1T�,,�2 61-1 61n I 1ss 0 Is0 I 2I 24-410-1-1140 0 26-01 l IM ' oalo LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 `Except` T4,T5: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 `Except` - B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` W5,W7:2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 241-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 5-14 2 Rows at 1/3 pts 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 9 = 148510-7-10 (min.0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 9 = 349(LC 13) Max Gmv 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2728/1635, 34=-2684/1656, 4-5=-2044A363, 5-6=-1783/1297, 6-7=-3589/2235, 7-8=3752/2106, B-9=-4708/2721 BOTCHORD 2-19=1293/2385, 4-16=-256/571, 15-16=116912366, 15-30=-73311782, CSI. DEFL. in (loc) I/defl Lid TC 0.64 Vert(LL) -0.5311-12 >861 360 BC 0.98 Vert(CT) -1.0311-12 >443 240 WB 0.95 Horz(CT) 0.63 9 We n/a Matrix -MS BOTCHORD 2-19=1293/2385, 4-16=2561571, 15-16=1169/2366, 15-30=73311782, 14-30=-733/1782,7-12=-231/391, 11-12=2324/4260, 9-11=2320/4250 WEBS 3-19=263/256, 16-19=120012207, 4-15=812/603, 5-15=316/617, 6-14=3716/1603, 8-12=-8797776, 8-11=01281, 6-12=2586/5315, 12-14=-1702/4204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=346, 9=349. LOAD CASE(S) Standard Dead Load Def. =7116 in a�T I PLATES GRIP MT20 2441190 Weight:2341b FT=10% x tiq'Yw:ebvnfJr hll UG: anSa({Na"1fl133(N41r[dFaT[Ni4IURi01YlA.Oti diva leMi&AN tl �rMNnnhi Ilna9nyl,RPdml(uer1.14E,ltgna $Ck __L4oNe 90i mR9 j Wif amem!%+rtlxt -ib mnpmp tlai u 0¢ql Pnmp !,cWPfwalrlmssY gNPnp a' .nr�rlhvtltlr%.+evimin,alrtiR'mi pfmn}i iyaa mmoeq,wru gar. 11 ,p:m esy mw�maa} Anthony T.Tombo l!!, P.E. NnetlYr lns Yghmp' hn% .hta 4hp m0 nS+Td px ftk" rare hMNtlh m,m s M4 m41 xelnh N0.1 i "WdNNPrimWi tlht-1rt1tyi9 memammd a'O'.b p7. a80083 hUR+p'M{xnl oq+h 14 n1aNbmrgvl'imi uirdtlonn9lWge+Nrnfxnknva TPlMkkHITNSW tln:Wllmxp9 ihl YSmeq npaAhei6+(l1.nr Wapn.inrMP+a'+nmrmvr+rrre.v¢ 44515L Lucie Blvd. EennkThtlll GatlrPrflwb+gghqnn mYH aeinah 7w hl ihl+l+pk%a r fyi• [rym tlmr>a%amPS 4t men H+tlnllVi Fw[Pie¢e,R 34946 6ppiAM®4AIPA I favthmsseaAmly 11,IvmE+I1tP1 Pepndvmv+vtOndvhmmy v+rylorm,nprvlihnedmpAMMivnRepelvnsven4+mA I Iedlnlui A 16vo1Livm.vill,Ll. TmssType Oty Ply RENARMORNINGSIDE ���russ 10 Hip Structural Gable 1 1 A0119498 Job Reference (optional) A-1 Roof Trusses, Fart Pierce, FL 34946, design@albuss.com Run: 8.210s May 182018 Print: 8.210 s May 182018 Mil 6.00 FIT 5x6 = 3.4 = Sx6 = Inc. Thu Aug 3C 16:53:082018 v 3x6= 4x4= 2x411 1®6 70 1.5x411 5-8 1i 3.6 = 3x6 = 3.4 = Dead Load DeB. = 114 in LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert( 1) 0.13 13-28 >768 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.98 Vert(CT) -0.60 18-19 >467 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.47 HOR(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matrix -MS Weight: 220 lb FT=10h LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-6 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-18, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection „in. accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-11-10 except Qt=length) 2=0-7-10, 16=0-3-8. (Ib)- Max Ho¢ 2=-126(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-268(LC 12), 15=-205(LC 9), 13=207(LC 13), 11=-163(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 16 except 2=920(LC 23), 15=1213(LC 1). 13=455(LC 24), 11=365(LC 24), 11=355(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1447/1023, 3-4=1135/916, 4-5=-1065/932, 5-6=-8451799, 6-7=-730/752, 7-8=43/372, 8-9=-52/358, 9-10=60/337 BOTCHORD 2-22=719/1235, 5-20=296/374, 19-20=A62/952,19-29=-149/412. 29-30=149/412, 18-30=-149/412 WEBS 20-22=-70711118, 3-20=324/315, 5-19=-486/479, 7-19=-150/578, WEBS 20-22=707/1118, 3-20=-324/315, 5-19=-486/479, 7-1 9=1 50/578, 7-18=9191601, 15-1 8=-1 1091468, 8-18=301/105, 10-13=-255/396 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=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;. cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 2, 2051b uplift at joint 15, 207 lb uplift at joint 13, 163 lb uplift at joint 11 and 163 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss QtY PlY AO119499 WRMSCMB1LM1OTAW �TmssType Hip 1 1 =RENARMORNINGSIDE nal 5x6 = 3x4 = 6x6 Q Dead Load Defl. =114 in 3x6 = 1.Sx4 11 3x8 = 3x6 = 6.6 = 3x4 = 1.Sx4 II axe — 34 = LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udett L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.31 13-15 >900 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 13-15 >502 240 BCLL 0.0 ' Rep. Stress Incr YES WS 0.65 HOrc(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 3-1-0 oc bracing. WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 77010-7-10 (min. 0-1-8) 13 = 184510-7-10 (min. 0-2-3) 8 = 348/0-8-0 (min. 0-1-8) Max Hon: 2 = -114(LC 10) Max Uplift 2 = -217(LC 12) 13 = -547(LC 9) 8 = -254(LC 8) Max Gmv 2 = 801(LC 23) 13 = 1845(LC 1) 8 = 407(LC 24) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1201/635, 3-4=-683/377, 4-5=-536/410, 5-6=-316/619, 6-7=-109/492, 7-8=-346/567 BOTCHORD 2-16=389/1020,15-16=-389/1020, 14-15=-88/338,14-23=-88/338, 23-24=-88/338,13-24=-881338, 12-13=3771453, 11-12=-377/453, 10-11=-360/257, 8-10=-360/257 WEBS 3-15=550/509, 5-15=-385/689, WEBS 3-15=-5501509, 5-15=385/689, 5-13=10727780, 6-13=-77111049, 6-11=-664/250, 7-11=-5961918, 7-10=-323/295- 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=42psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2, 5471b uplift at joint 13 and 254 lb uplift at joint 8. LOAD CASE(S) Standard Iq PLATES GRIP MT20 244/190 Weight:2021b FT=10% rEmm. Meld., .xd,IdM nmJ n mr.y s..q.re..x.vp mti d nn.Wn onus![T.IIIeG(91pd121T'.1mG. dlrlee.lvErk w dmmM,dnnh t _ prp9 Igrtsnu. ft'esitl�.ae mt,immmrn .,dik Ike.tmn md.a t 0pmrq.ep t><ue,ue�rm w nme,nmmi .vmsedwrdvmaaq+enq,.gm,x�pe 4l pddeuj i rrma dm0q taatkl me,' ap. co rms s nddq ".T—D MihonY T. Ili, P.E. tlad6il 4qI Nq-hmryitiNOhOnn.trO+ehehmd if tr1elr Bnlgm 4mqudhla.LK I M9F^ tlhldJtlo-kN d01 0.eegbGq u1M,Nil@64 g sl.h1 3600a3 80083 'T..'I6l trM1YxrxaR tle0„rt i 35itle[ 41W ddr"m,crrdh dM'rulOgfgeMMlklTdminr.IdliMpnl Ifln aMvmlY �d?rm Rth, i!'nI�1 Y6= d4eLni E,up,,,Lrsi HiS+u}ane+nmitlMvms aiv in uurn e,n,a 445I St. WCI26Yd. ,Sniul4Aq Gfm9M,u,vv,4lhAMm41re1@tn k„[ry,m ilndla9q 1m L rna!ga dmrMbq N}`iMYv lSsdblXl. Fad Pierce, FL 34946 (oppirM 0 2016 A I WIT,..... Amlavyl.k b.1101. e 1rlSrrylh.1rl11,PJ. Type my Ply RENARMORNINGSIDE ' ;W;�;���H�P SUPPORTED GABLE 1 1 A0119500 Job Reference (optional) A-1 Koor I maws, tort Pferee, FL 34948, eeslgn(,yal W ss.com Kun: 8.210 s May 18 2018 Pont. 8.210 6 May 18 2018 MiTek Industries, Inc. Thu Aug 30.16:63:10 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-PcYgd4vr6iV8drJCL?5wLCNN105cmnDdOXp?i2yicZ7 1-0 77-0-72 26-11-4 32-2-8 38-00 39-4-0 1 17-0-12 16-10-8 S3d 5-9-8 14 5.6 = 5x6 = 31 30 29 28 27 26 26 24 23 22 21 20 19 3x4= 3x6= 3x6— LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.47 16-18 >379 360 TCOL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.3616-18 >492 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 19 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or (41-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 8313 oc bracing: 16-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-8-0 except (jt=length) 16=0-7-10. (lb) - Max Hom 2=102(LC 10) Max Uplift All uplift 1001b or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except 19=-300(LC 9), 30=116(LC 12), 16=-217(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except 19=681(LC 24), 16=593(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 14-15=-335/528, 15-16=-661[799 BOT CHORD 29-30=-150/382, 28-29=150/382, 27-28=-1501382, 26-27=-1491380, 25-26=-149/380, 24-25=149/380, 23-24=-149/380, 22-23=-149/380, 21-22=-149/380, 20-21=1491380, 19-20=-149/380,16-18=-597/551 WEBS 14-19=-594/823, 14-18=-677/471, WEBS 14-19=-594/823, 14-18=677/471, 15-18=3631528, 3-30=-116/252 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for roactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load noncencument with any other live loads. 8)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29 except Qt=lb) 19=300,30=116,16=217. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Dead Load Deft. =1/8 in PLATES GRIP MT20 2441190 Weight' 235 Ib FT = 10 k U, lot rw+lilr m1i C31RM5MUri, Mtlatli LIfIN9 U700'"IN "i%iAUMV4a nu 64 W,MmnnOn iknp h,>rRM9 With 'IT Wa 11 hvna.�e4b,rn.9YUCe xmluk PAo-h Wd. dm NAun *' l5nkKK1 I. `.�p,gsnt 4 Izi r boi,cl' emdoudN'yny„puiabbkKpd4fefh kkN hl?)Mr AI Rim eve{m,b��at-�',tr,RW, Anthonybrd� T. TOm601[I, D.E, / \ W d�:ln NryAtry4+nWrir'tdN4 NClxitnMmlR "+r'4911�? hHadPapLgeKell4iefE3l.WWiflf 16gp,Ndntft WFlI�R Abin+khd+iltn4*--En¢9kn9ile0umn'tm8-'Yd 980083 ■ \\ m y W �� a �W 4P dSry Wp m dbkYg4 p vbp A hl d K N+uN.4 4p m i Mih mBtlMd� tl31 aft. wMplym tl tYah v,w 4451 5. W ie BIA. l/ ,OnaulMb[vn,igdlgwunryq pm bMM le4n 0.uyFgMrl l5i5,WHI GrSwr 4Yw epRdn4Wcn L,gpi,.X lav nuhfnlc:Rt. foR Dier<e, FL 34946 b ,i,MC2n6AII0 T.iupk0 EkmEaN, /J. le rztivmvvdlLe44mmvW P ) P ee3lc�m,n�vdi!'vN�a6vm0evmeepamis kmA 11ev16mnkAee21.1asdalq EE Job Truss Truss Type Qty Ply WRMSCMB1L15X1O B01G Half Hip Girder 1 1 �RENARMORNINGSIDE A0119501 Job Reference (optional) /+-1RoofTrusses, Fort Pierce,FL-34946,design@aluuss.com Run:-8.210 s-May 182018 Print:-8:210 a May 182018 MTek lndustrieslnc�ThUAug -3016:53:11-2018-Page-1— ID:ld_OOXyyT61Bi TXoliwHHzefvK-to52gQwTtOd?F?upvjc9uPwXIQPrVB6ncBZYGUyicZ6 -1-0-0 7-0-0 12-" 7-0-0 I 5-0-0 ' 3x4 = 'i.axo II 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.09 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.14 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20171-TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 784/0-7-10 (min. 0-1-8) 5 = 1096/0-3-10 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -237(LC 8) 5 = -323(LC 5) Max Grav 2 = 784(LC 1) 5 = 1096(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1131/309,4-5=3121175 BOTCHORD 2-6=-331/945, 6-12=330/968, 12-13=330/968, 5-13=3301968 WEBS 3-6=0/678, 3-5=-11511397 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=237, 5=323. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 237 lb up at 7-0-0, and 110lb down and 122 lb up at 9-0-12, and 1551b down and 10211D up at 11-0-12 on top chord, and 346lb down and 64 lb up at 7-0-0, and 86 lb down at 9-0-12, and 100 lb down at 11-0-12 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=-54, 3-4=-54, 5-7=20 Concentrated Loads (Ib) Vert: 6=345(F) 3=176(F) 10=-110(F)11=155(1`) 12=-65(F) 13=-77(F) Mad Land Dan. =1116 in PLATES GRIP MT20 244/190 Weight: 57 lb FT=10% Nan Me4eger fA lli]rnM1{n11FWrj HYiLLlWlftf4T411fn1919Yj4Lf14,n[P-AIIA"Inw lr4f4uprvntlmdRAnnvtr,I VA kr.glRsT,mdh4Mrl lxne!!1tl %WWY 6dm man. nAAvbnO.vj m40ovnjwsnn ndwU run Wvd4 LLrtmr k*1nve(1I 1FA iqup M.d patlmrdvmtlgwnlnyn lXefL ftW'dW'e'N% train 0, U.0. WrTni. N hpmv.lm qry nm KY v! Anthony T. TMbo III, P.E. rIrYAOrlp SrgbYq trrtyv:,xhndtr0.xttr0.:„MApOxtrWYq Oapx emadtrlY.tr�W0eMdlaYnN,vf ml➢vx,n'dtrlaNmbY o,AYLotYlmghdgn:,I �MOmvnrYvgJmNhvyarYlvd 480083 blefalMyed4eXm L°msuYa6IDOMbptlmmlpiWvntlmPJfq(gsv4fEgN'sMY;IN,ry[BWhM1IdItlIpMnN4rmAPIm RIVM.i�m,a-k:aivlbndYlmpvpr,l of Orpa¢umlmtramm,ent 44515L Lucie Blvd. aanufbtllraxA geiyne.,m,rhmrn«md,n lvinu raq[gYmhrntrWYycpv,el Shc:Yainm AorWy NgMaAY.rmmnldatl YlRl: J Fort Plerce,Ft 34946 b EI®ID16A-I WvIT..w-JAI I.Ivmbill.pl. b Mveivr dnndvmme p6ri9 vry p m,murform,ispmh3dednimvnme:mneepnmisuvvhOm A4 fvvllnssss-InEwrT.Ivmko04fL Job Truss Truss Type Oty Ply RENARMORNINGSIDE ' WRMSCMB11-15X1O B02 Half Hip 1 1 A0119502 Job Reference o tional A-i Rooi I cusses, Fort fierce, FL J wIt, aeslgngalwss.com Kun: 8.2113 a May ill 2018 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30416:53:11 2018 Page 1 ID:ld_OOXyyT618i TXo1IwHHwfvK-to52gQwTtOd?F?upvjc9uPwZBOMLV12ncBZYGUyicZ6 9-0-0 I 124o 1-4-0 9-0-0 3-0-0 5x8 = 1.5x4 II 4x4 = 1.5x4 II 6.6 = LOADING(psf) SPACING- 2-M CSI. DEFL in (foe) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(L-) 0.25 6-9 >567 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.36 6-9 >397 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 H0rz(CT) 0.01 2 nla n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-64 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 519/0-7-10 (min. 0-1-8) 5 = 434/0-3-10 (min. 0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 2 = -128(LC 12) 5 = -128(LC 12) Max Grav _ 2 = 519(LC 1) 5 = 434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-426/140 BOTCHORD 2-6=-261014, 5-6=-262/302 WEBS 3-6=-341365, 35=-580/505 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3).Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at --lb) 2=128, 5=128. LOAD CASE(S) Standard Dead Load Deft. = 3/161n PLATES GRIP MT20 244/190 Weight: 60 lb FT=10% e�mrmae..ry raw m•umnnarrsC>tnrramy:msarsanwmloq-crrlmm[,�-corm.. t,mpn,yw�+mmamm,bml sabe,o.,ymr,mmm.rt.t.amru�trm 9rx., .rune,. caa mmt, y n1„m:mM nmb IbmmbM�tl4 brim[IMpbpvepe ynm/bpbl mNvmrla ge,pompaiCmRM�mtlgs,wartyN:Ivl4minptlmuj,tmstyMbbN4�ry.meVtl b6aP bm"a8m9vtl•.r+.+�nia! Anthony T. Tomb. 111, P.E. m ne dk[ tinm mlxn[mmpc3nr tlm nm m dads mcm Atl vmirlbn anipx mmh4dM1 XtK IWfaYryv4N0.L lbmp[Ndm IN Nm hdim dm.," l n, uKA, h"cvNhmaAilbm dbu!gtl r80083 m ta4rppnlrNfemm 4vmkeuvminmM1rnNrNdomdn.PJ4nrgb!eha,pbsv aw�ApWddf110mnamM.r[mfmpmlpdav lKl63arbnw.m'Na[NImuILGn[bupv.im[Nvy,tyuv ltmtdsvlwv;eM[ 4451 St. Wtie Blvd. [ReN,a0otl11rG1.iE,y,d�brmlgnNlPn Wild Fort Pierce, rt 34946 [eppiaAl D Ip16A�1lvolinsse-Avnoq Lbmhrpl./J. Irpndvdimvlan/emmrm,iv rutimm,rcpsdLdednNvmller�mmpemndmhaml�l lvollmuo-dvthmpLivmholO,LL Job Truss Truss Type Qri Ply WRMSCMBIL15X10 603 Monopitch 2 =RENARNGSIDE A0119503 d' nal _A-7RQof Trusses,. Fort Pierce,.F.L.34946, design@a1Wss.00m— -Run:-8.210 s-May-182018 Print: 8.210 a May 182018 MiTekIndustries, Inc -Thu Aug 3016:53:12-2018-Paget— I D:Id_OOXyyT61Bi_TXoliwHHzefvK-L_fQ2mw5eKlss9T7TQ8OQdSloppiElUwrd5owyicZ5 12-0-0 1.5x4 II 4 3x4 = 1.Sx4 It 4.4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Verl(LL) 0.06 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Inv YES WB 0.43 Horz(CT) 0.01 5 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing direc0y applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 519/0-7-10 (min. 0-1-8) 5 = 43410-3-10 (min.0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -107(LC 12) 5 = -191(LC 12) Max Gmv 2 = 519(LC 1) 5 = 434(LC 1) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-599/184 BOTCHORD 2-6=4701484, 5-6=-4701484 WEBS 3-0=0/274, 3-5=-5521535 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end verfiral left exposed;C-C for members and forces tL 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 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=107, 5=191. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 62lb FT= 10% rap.cram!w.qurr,m.a•uuernasufvrnllurienwumunonmla!li amuurssun•urn. ul,empwmammnau.rnn;tmrcnsG,.bltnc,dmle.rl.Innm,riwmevnGs,ne. wnrmn.�mm�.e,no.ny tllntmxupMvlih bmlYJbbNJ.lrllmr4vpignelle.$oglrysKr,mulanlarronvbnmpmomPd'm!�n!.e'%mp:ullpi,mrap9m:yelnvl,pAnmIDlnh navlRthwnwvpn!Ngms':r„Wtliq AnpBony T.T=bo1II,P.E. rinetleefmrbyrab: gnmrnred:IgYmOnn.bO.mirlaRtl,}YvmLYy Nrys.aSmmeemOC4Comedl+fAv6n:leL nrprnC[mnBnemEaln:tlblmtY;I6glYgmµmn'IvmnlMiJihtlrcN+bml[ s80083 mdfalMlcvlfe:,,n.1'-unMMamlWtlmPmnmlpl.ImrtlmPa9[,pass$[elM1n4,i4V,•raN6lhInNSWcknWbPMPem R,INn:LnPn#!nnoebb[L1�mk0PvlmfG+�4/evNlmeraietvvivt 1 4451 St. Lucie Blvd. ,eu.luldvdllaGtm TqW bmeglp4rwmm�n lhtnnG::P[gwblClma'Imiprcpv,vimslryRa6wmtlmltl4 Nq nlbmmnbadblmL u Fon PI.M. FL 34946 6 1107016A Ifootlnsses-Aolhm Llomhall.pJ. le rode4ioe el4isdemneu,iau ter is rohidihdri0mne rrinea ermiuior hamkl ho u7 leA7nueo-LlemlolgP.L pYril Y P 14 p p ob Truss Truss Type City Ply RENAR MORNINGSIDE WRMSCMB1L15X10C01G I Hip Girder 1 1 A0119504 In6 Reference (optional) ..-, M001, ,,asses, Van r,mw, � .rr esiyn u(�a nmss.wm Run: 82lua May it; zula Prnt: a2lu 4x8 = Inc. Thu Aug 30-16:53:13 ad Den. = 118 in 5 3x4 = 1.5x4 II 4.4 = 3x4 = 416 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Verl Q -0.11 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.21 6-8 >999 240 SCLL 0.0 ' Rep Stress Incr NO We 0.26 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 81 lb FT= 10% LUMBER - TOP CHORD 2x4 SP M 30 -Except- T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No-3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-9 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-10-7 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 = 1431/0-3-10 (min. 0-1-11) 2 = 1477/0-7-10 (min.0-1-12) Max Hom 2 = 80(LC 8) Max Uplift 5 = -438(LC 9) 2 = 467(LC 8) Max Gmv 5 = 1431(LC 1) 2 = 1477(LC 1) .FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2659/819, 3-15=-22861765, 15-16=-22857765, 4-16=2285f765, 4-5=-2622/802 BOTCHORD 2-8=-701/2310, 8-17=700/2334, 7-17=700/2334, 7-18=-700/2334, 6-18=-700/2334, 5-0=-643/2263 WEBS 3-8=0/679, 4-6=0/658 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Opsf; h=13ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 5=438, 2=467. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 237 lb up at 7-0-0, 110 lb down and 122 lb up at M-12, and 110 lb down and 122 lb up at 10-3-4, and 261 lb down and 258lb up at 12-4-0 on top chord, and 345lb down and 64 lb up at 7-M, 86 lb down at 9-0-12, and 86 lb down at 10-3-4. and 342 Ito down. and 41 lb up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 4-5=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-176(B) 4=214(B) 8=345(B) 6=342(B) 15=-11 O(B) 16=11 O(B) 17=-65(8) 18=65(B) Ponrnx+v�9rmY Po-HI1UnElM1(u611PgfaillMl{t(OFSbrnfOF;Jlll4in'JiNCFft�YfCbe 1nl16appotlndidrMers,t gnp®n41n11bbYlryllnbCglldn-s,Lnbk, Ed,ebnnrWtlebla.oy btn°•'nnMnYlbmgbtriMnN,tl4Nr1„n lmnrgnxN gKLrl Neznitru+nnlEl,m mvnmPndhp4w,d,ginmlmgPSnryNbl�pdtr�yl �LlmintrabNakPFl lNr pwn@m btlagmSx,SUM'br d ud3,rn,'s Pllmllbgl h,npnl4plhOnn.Ee R,a „(aTd px Pohlgq Mryn h,wntlPoltl,LGnIPobClmYapulenf Ptl hpg, Itltr ROMrnbdl d4,ImtY,bdg4Y�snq bromhdm'ag YANhmpd-3)d Anthony T. Tombs 111, P.E. ' OrhYq MPeoloem iunnaanbNCMhP'��=rPYYontllNOb{fnryn�ngFd m101!pbilyllnlwlynu,yaevlbprt Pon+lI,IYMvhxyvllnnlbn(itn,Ropr,lnrEn {+Npzvallms4drtn exn r80083 44515E Lucie Blvd. rtmAu1dM11r Lxmyetlgvs�5ryry11AT*MALL 4lnuduP[elewnl[ItrYY�g Nepenl.+nfry+rbpwivllWq IA,q!uxAtmnemldNOlM1I. � Fart Pierre, FL 34946 (v hD10AA�I hvILYun-Amtvr LhmEv OAi. He nlr4ive dlEndwaw pnig r p m,uverfvrq.ivp,olTnedriAvmdevnrteape,minintraa A�I IvvlLeem�AoiEvvgt.fbmlvm,f[. Job Truss Truss Type City Ply WRMSCMB1L15X1O CO2 Hip 1 1 �RENARMORNINGSIDE A01195O5 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL_34946, design@altmss.cem Run�-8.2t0_s May 18.2018-Print8.210.s.May-182018.Miieklnduslries.lnc ThuAug.3016:53e132018-Page I ID:Id_OOXyyT61Bi TXoliwHHzefvK-pBDoFSxiPdujUllB17fdzq?oBD3mFo44V2fKNyicZ4 -1-4-0 9-0-0 10-0-0 19-" 1-0-0 I 9-" 11-011 I 8-8-0 o' 4xfi 4 4xfi 3x4 4 4.6 4x6 = 1.5x4 II 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ve it -0.27 8-14 >846 360 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.48 8-14 >477 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except` Tt: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-1-7 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 = 700/0-3-10 (min.0-1-8) 2 = 781/0-7-10 (min. 0-1-8) Max Horz 2 = 95(LC 12) Max Uplift 5 = -161(LC 13) 2 = -200(LC 12) Max Grav 5 in 700(LC 1) 2 = 781(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1005/600, 3-4=815/657, 4-5=1011/603 BOT CHORD 2-8=-376/811, 7-8=376/815, 6-7=-376/815, 5-6=376/810 WEBS 4-0=-35/265 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=S.Opsf, h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp'DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 5=161, 2=200. LOAD CASE(S) Standard Dead Lead Defl. = 3116 in PLATES GRIP MT20 244/190 Weight: 76 lb FT=10% RMlMxLngdi RULxinNar,NolnAiiitfibLta'.Mn(!fi)ni aT:T; Lt[r �S911rhe tvYea pi dmrirala.rvt ]ng6my(nC,rMYWrl.l hiltia vKkn oa ,0e. Vsd 9iW y W45uvemn,edSM .tlbRutNlsk YLA L Oe p(Lud'S"y UpMNad In pvutt :4.dhld'xlndegYaYlrty kldiS Wl µ de t.*T 11M Oelexli tluY41. N. LA 1Ytliymuwv mi0q 1-d-my T. Trento Ill, P.E. Nmd4etn 5r4b.f IhnMrvhl dh'J. tl0 eclavd Yxh Ndn5BnIP' k',Wddfi,ICS SalhkdieYryn4¢1 MI 'M4'gr tlp194vJn.Mi dMl irdigM'30.'q MNM YCA ifMfu. Wd,hd YB6aa3 6ihl iiu er4ary 4 .'W.thR9ddedeNlrxlmh YlYlYxvcMdnrµgnMdi] lP W91A mek luea,Nma TO 44515t. Lucie Blvd. rt..lx4f.dli fr4.4 PidWYVOtiglldllvemm� eL iktmeM'h q¢mI�rCIMWtlrik}m t s.IcaL-IYvrd iMJLy. Y14Ya9ar mnlMlntf6l Fort Pierce, Ft 34946 � M M®]OIdAlladlnsses�Adhve i.Pvm6v IILP E. [e mdva vnolf6isavmnN, vv! to a md3Ned.ilhiul@e tdnee eimissivr6am Ml lvalinvsn�helEve i. iem6vili,PP PmP Y P i� P P f Job Truss Truss Type ON MORNINGSIDE ' WRMSCMB'IL15X10 CO3 Common 1 [lY 1 �RENAR A0119506 Job Reference (optional) rw,r. o.a rva inuy ,o taro trim. o.uuamay ro cu romn un muwu...''... , nu nuy Jv..:":l42Ula 44 = 4x4 = 5.8 = 4x4 = LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/den L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.45 Ven(LL) -0.14 7-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.30 7-13 >750 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017riP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-5-7 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 = 70010-3-10 (min. 0-1-8) 2 = 78110-7-10 (min.0-1-8) Max Horz 2 = 99(LC 12) Max Uplift 6 = -165(LC 13) 2 = -204(LC 12) Max Gmv 6 = 700(LC 1) 2 = 781(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1 1581777. 34=873/579, 4-5=-869/577, 5-6=-1142r764 BOTCHORD 2-7=-612/1014, 6-7=-594/977 WEBS 4-7=-269/531, 5-7=-3081363, 3-7=-343/383 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=S.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=165, 2=2D4. LOAD CASE(S) Standard Dead Wad Dell. = 3/16 in 6a PLATES GRIP MT20 244/190 Weight: 84 lb FT=10% xvmp brvYngNt,MYIlrpt: uviYa bkYvxnv9,egnYM:KvLLebM1f,6nPlMvIpnfivMnslpPH.1.n*tNe hb"ge YMrulnMsps:qJnw-hue,,lnhmdirvemmymlry.: MgWrixNMV4mSCIx.inmbbnll.w W..Wnnr.omvrRm gntfi01Y oill, P.E. .dbN'ittNww1.4 l aaww tlY v ",.00Nar d 980083 YlauYaphgmtlrlrmhn.xtl i4Po,n"vlYtl46i4rpmm^uu..tlNdb",psLww�+Out.,hF{4mwlmulGxeTivp,.auiyv 44515L W[Ie IN& rfYWlmrtlhrrr�rY^/�Avv tightl'RvbmN M1lmr0.rb[9�pIfItrWq Mpe,vlaafr�a6ry. tgMlq NpLa4wenn Hatlulnl. Fon Pierce, FL 34946 prh IDlbkl leeflmssez-rv8aeyi.los6Jll.Pt tepgdo4iorol6ndommm,uoglvYisp,otiEdeditlEentle rrinupe,minixhoeklkAtmusremooYl.TamFolO, ri Job TmssType Oty Ply RENARMORNINGSIDE WRMSCMB1L15X10 �Tniss C04 Half Hip 1 1 A0119507 f Job Reference (optional) A-1Hop1_1Lusses,.Fort Pierce,PL34946, ' deign@altruss.om— IRun_8.2O-slday-1820_18Rnnt8.210s May-182018.M 1Tek1ndustdes,Jnnihu.Aug30-6:53:14.20183age-L I13:ld0OXyyT61Bi_TXoljwHHzetvK-INnASRyLAx0a6ScOarAsW2X?5dM5iWNDJ9nCspyicZ3 11 19-0-0-144-00 S992-0 8-0-0 46 = 3x6 = Dead Load Deb. = 5/16 in 4x4 9 5.8 = 3x6 11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL. 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017rTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 695/0-3-10 (min. 0-1-8) 2 = 776/0-7-10 (min. 0-1-8) Max Horz 2 = 247(LC 12) Max Uplift 6 = -197(LC 9) 2 = -188(LC 12) Max Grav 6 = 695(LC 1) 2 = 776(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1103/624, 3-4=774/392, 4-5=631/427, 5-6=-636/485 BOT CHORD 2-7=-811/963 WEBS 3-7=-376/434, 5-7=-4991738 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 CSI. DEFL. in (loc) I/deb Ltd TC 0.85 Vert(LL) -0.27 7-10 >840 360 BC 0.95 Vert(CT) -0.56 7-10 >404 240 WB 0.85 Horz(CT) 0.02 6 n/a n/a Matrix -MS 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will It between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it —lb) 6=197, 2=188. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 99 lb FT=10% o .a n�we.s,p miirdcmwC�mu-twuurma[nwmcnfsm{mrwsr ,rarm.. u+raawa©�w,m.a�.bi raps,«n rt:®mubrirw grf6n nMx... om�d�d. w�l amo } mi.wemr�tldr in mime. uls t emnrpwW pnrtye,imue mmP xvm pvdmrdMom.;+nvynv mddamint;dmu�r [r[r mteospm tn�n[ .Pairgwvm,..adm Mdhony T. Tombo tit, P.E. M,udRf PrS MI fgkm qu.yyytlmOn mOrv! ds¢ge}4 mlWrgpn� b mddib4Cm� Immdhxq MrWRl Tgyn tlmidJd mV tlmi WW41alAaT. t'la WNgW§a P'3-nd s80083 maagon;ewrmxa.. [. z�da mim.dmx snr.dd�.sdmwaan..pmfe,Rro.mrpuv,dgmmvumrti.+.smy.mirir<nn mmrmnfmnuraa[u mduaatmz3ar..Pc.mrm.wa•e.sv: 4451 St. Lucie Blvd. sxemddiWh odmsP.dged.nmrhmranma,ei LeL.ut sg y. nmimr.ddo W r drt vpmdmihaq mq:lTlYm rmenmi Fart Pierce, FL 34946 m L k®1JI4AIfoelGeoes-Ilni6m 7.tomhalryPi to demvovbd sdvunem,nvs imm,rs wl3nedrd6emtde cones evhavdllevltrnses�Aetdon LlovEv III,PJ. vrh P Pv I P Psm s' r Job truss Truss Type Oty f N ' WRMSCMB1L15X10CJi Comer Jack 10 1 �RENARMORNINGSIDE AO119508 Job Reference (optional) n-t Moot t ruses, rorn rterce, rL .weeo, cesigntaa iuuss.com nun: u.ziu s may la [Ola rnnc o.zlu s May la zuin mi i eH mousmes, ma t nu Hug uu LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. SOT 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 = -3/Mechanical 2 = 166/041-0 (min. 0-1-8) 4 = -16/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -3(LC 1) 2 = -70(LC 12) 4 = -16(LC 1) Max Grav 3 = 12(LC 8) 2 = 166(LC 1) 4 = 20(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=S.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0L=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 bearingplate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard ii PLATES GRIP MT20 2441190 Weight: 6lb FT=10% Fuml.hw M,itlr M1'fte�nTiaj'riutrjmlltNW{Mlll[atmOY(L'rl}uRr.F,�ntr t¢uryhspruammd�tl,in.pl prpY gP[s?a:41Aur1.luYRrtNmn AedYMnr. ok'b I MJna�M my Min.'. Ydp iwflchhN' Yrtmi 6nry bybbpr.Swe/ bp.'w nm rnvbvm dbpdnLbgvebtmrnWorybYr gebseter bp±Mummnbp.wvnll. brwpnnvpmpdgminntsmdYl MthDny T. Twbo 111, P.E. tl,vtlMlm bvl YFy brngvrvb, dOePm.hO.ailt6mIN.M11'M44uFn bnnxatlM1lll,bY.tlbbitlbYalnbullM1l bryy, dbledmtidi dbNttpld'g1:4n my bml4uvihMpil9Ybn'Na=h!d s80083 M1MJvrggxtlfenM eemmpnbROadbr'+TmvlNdn�tlbptllry[epu�adlbanutd4Jtlp111tl W1erNunYblmYRds bl6.m.bngmi:m�YCdbLmbtlpnl rMgb}avnllms YSMeiv, nYu M515L Lucie 81vd. RenurditllidlKnlrpxiwbnvglldR:amd�LL 41nuYup[TrmM1rElhlady0etyn.rtl.+sf�e.a(uesdvl YL9 ��yaNYrm.en Wadb1111. � Fort Pierce, FL 3E946 (e ht®711lkI1volLesses-Aml l.ies6eel/l. Ir ivdvnivv vhEnlvmve pPn °w p n,mbplmo,nprdluedniavdWr.nnevpamirGer6eolFl teNbnurAebwrLlamEoiO„P.L Job Tmss Truss Type ON PN MORNINGSIDE AO119509 WRMSCM81L15X10CJ3 Comer Jack g 1 �RENAR Job Reference (optional) A-i RooLTrusses, Fort Pierce,.FL-34946,.design@a1iruss.cem Run:.8.210.s.May-18 2018 Mil LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rFPI2014 Matrix -MP Weight: 12 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" 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 = 60/Mechanical 2 = 201/041-0 (min. 0-1-8) 4 = 30/Mechanical Max Hom 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -72(LC 8) 4 = -27(LC 9) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(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=4.2psh, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2,4. LOAD CASE(S) Standard feYnN,utl 7d hh•IletinNarli nfPl al:ILLRURrfO/1A[nl9ltltl-GRJ'ILR�.Sa1n-ba L,E/hJprv,aAmdad,m�uPol 4v{+A,:rgIQC,dmldu/l lmbnlEWm YMYA, m'n�be ntltl 6100 } Gla�memlk+Y9Y tlmhTAxMdd.heleum➢PfryartQ WI6prt',be0 mAnrmnsevaPwtlhpex9tl,9ax'xlnymJla(khl tlmss{1�L•PelomiWal/deRFl hL Pnuap:m.htlximBon n'osr Anthony T. Tombo 111, F.E. drvtlk+4n mg4Yy'b,q,uumintl4Pw bP.v'ear,DectlrYah WRIM9x' m„mtltl4uCb Combdbxsrnl,dl8t m9i^[tlm�AedaA,tl etlbimsNb9b[q '9 be0tlmdhgil[bm 0.assatl 180083 tr44PM{edee:ab Lo-n:oMv4lSdhlrnoYWN'�'mtlbbll9tml:ax YACvvmn l'C�bindllnnrdveafbpmtR�+v'Ikm:Y.myn151a�olbMfLLnf hup i.ntM3+Lravvfrm.I+%ee ,vin 44515t. Lucie Blvd. ,fxnu 45d11a4smgeJyesr¢YI Yldlnnbi,LLlY,InubxPfTx^hmtrrifalWye,nlnsslrCaFgwdm/M!q agLmlYnveel6aNbllN. Fort Fierce, FL M946 � b k®701d ki Gdlnssa-Mean Llcmhdl6ll. le mdeaioaolendouvenl.uu lu4i/ ml3dedvtlhemle runev erniYdaohonll loetLmev-1oAon i.iemlolll, l.1. PPia / P 1 P i r Job Truss Truss Type ON PIY ' WRMSCMBIL15X10CJ3A Comer Jack 1 1 �RENARMO.RNINGSIDE A011951O Job Reference a tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MITek Industdes, Inc. Thu Aug 3016:53:16 2016 Pagel ID:ld OOXyyT6IBi TXoljwHHzefvK-Emvxt7_aVGHLmmmiGCKbTdVEREgAd7WmTGJxiyirZl 3x4 = LOADING(psf) SPACING- 2-" CSI. DEFL, in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 3-6 >999 360 MT20 244I190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-0 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a rule BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 9lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation.guide. REACTIONS. (lb/size) 1 = 13610-3-8 (min. 0-1-8) 2 = 881Mechaniral 3 = 42IMechaniml Max Horz 1 = 52(LC 12) Max Uplift 2 = -31(LC 12) Max Gran, 1 = 136(LC 1) 2 = 88(LC 1) 3 = 56(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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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-" 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 1001b uplift at joint(s) 2. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 3-4=-20 Concentrated Loads (lb) Vert: 7=75 r�a@.re..myer tr'rine=nsnf+nmRetnr:mmrmrnunrmlmlfmre,aucr_�. Un'm ma moon m4Ymcbnnt Y9l1WbNM hNa n11nu 1v11 fqu0.5an4 bomdWud gU1r nv¢pa Anthony T. Tombo 111, P.E. dmtlMl LgWEnlrtrml^ubWa40w.d0+a'nfaSAnievtrrWg4aty trwNabICS,FdMWlllrgvl,dlM1L 3@ivEi610BdahH abim1eh69rTg4nnM Y�nREudbvq�FChd. NCYfIa 180083 h tXlg4ttR vdrw"15e a....&M oft "cm d'J ' am W69 ruWnLlvl ltrvm,ttYfraJNY9mlYnamMnvlh,pv1'l mle:acl.:ry .l Wkm amimr y,I.nf 44515f. Lnde"Vd. ay.tudfatlln trl'v1gdT1vv59her waW Ml�uunxt@emnrctnxxyk,pm,vlmvtrt•4®uav@r99 m�amrtmnnlr+dnmL Fort P1mW.LR 34946 4 N®1416k1lavlhvues-Avdvn Livmdvlll Pl 4 udnaiudtlilimm�n,wav Imgis ivd38ed Paden Mnrdna emiein6l@411vv17muo-1ad,n L6mlviA,ri PRII I P I P P r Job truss Truss Type Oty Ply RENAR MORN INGSIDE WRMSCMB1L15X10CJ5 Comer Jack 5 1 A0119511 'y Job Reference (optional) A-1 RoofTrusses, Fort P.ierm,.FL-34946, 2x4 = 411-11 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 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 FBC2017rrP12014 Matrix -MP Weight: 18 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oo bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 112/Mechanical 2 = 268/0-7-10 (min. 0-1-8) 4 = 59IMechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -80(LC 12) 2 = -69(LC 12) Max Gmv 3 = 112(LC 1) 2 = 268(LC 1) 4 = 88(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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard hull lA,u M,gtll d4111t!IiTifijllllll'iu[uINRI[[dpn[pf111(hj 111Ph2xi5dtlli Mw feb(htlPle,aJmdrzdlnnu2l RI{10mq(I db Wlll i,n IL1Ae LmIM Imb VPJ uj W. WLYmadr[', Jdk I46n11rM•dJ.kl4m RUPlgvep. IP:nlpepnrm Wuntln Pe Ms autl4lr,Mdtllgfnulnymd Wlkdinptldssjl C1h'Inb691tl1 gxIM11.lhlrcP swPp�n441 meMnM91 Anthony T. Tltmbo lll, P.E. do,da[rm hgd'fghd ry:bN!d4A,e b0.d[d+edgtlrb4Egpevpv dmhnldlCb¢;dbbdlaYnnhsf011 bhpn2tl4Wdahtl d44mhb6glrt01dy mold dhdlildb4 F Is.tl a80083 41eYgM1[[udf4:,RLa,�enlrbl[hdbpalmtvlPO'u[Y2WAq(yrmYghkvOw TIPl4JdhllldWle[NxeWblmtl RA'r-'1r+IkmtLm}aL!Sne16+.ntlrLni Pupt.I.ntM;t[q¢eollmtblrse,ain 451 St.Wcle Blvd. nunul6dii itntgedmh.dghdlmntdvini rglnu64�FW�nitthli4aphcra 1s110+eNmtln!pll>f Nmtl1'mrhmnPMadblPl Fort Pierce. FL 349<8 bprl,h b 2016 A l hdfinnsrs-dnlaqHu,11111.P1. lepmdlaiordtlislomvvLmnglma.isp,olli!elvillemlrni!hepelmis44hleA1leolLnuv dclonit.IemlolgP.L Job puss Truss Type pry Ply RENAR MORNINGSIDE WRMSCMB1L15X10CJ5A Comer Jack 1 1 A0119512 Job Reference o gonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.00m Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 46:53:17 2018 Page 1 ID:Id_OOXyyT618i TXo1jwHHzefvK4yTJST ETsO8zwLzGzjZ7g9c6gWIv4Mf?70sT8yicZO 4-7-9 4-7-9 3x4 = 4-7-9 4-7-9 LOADING(psf) SPACING- 2-041 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.04 3-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.05 3-6 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 15 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ulde. REACTIONS. (Ib/size) 1 = 202/0-9-8 (min. 0-1-8) 2 = 119/Mechanical 3 = 62/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -3(LC 12) 2 = -78(LC 12) Max Grav 1 = 202(LC 1) 2 = 119(LC 1) 3 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C 6denor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 100 lb uplift at joint(s) 1, 2. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 4, 34=-20 Concentrated Loads (lb) Vert: 7=45 rmrreuempdrd Mxi uPnmwCdwrlard¢mn4taaoanmrodi ¢*u7tn rrrmra,. o-hbdpr a deem.reu,uaw+¢uwl¢gvm+entity¢rtmm.,sbas,nc mmme. aaa mma �r Wlpovmplbf MbnebMRr4b�dd brLnr Popfryaede L}xajMudnglnrtpmr FadMFdWWnpxmgeyntltlgbMMpdMuf,r r.pna ,a¢mmr.mmi a�pwepan.brymevxsddar Mtbony T. Tombo 111, P.E. W AMlmtL grelry�M,nryvlbrdMMm MO,m,dxad pHaM 101, R ff M.ndNMWN WMbep MyW WIFI Mypndd% OW W,"hon, 6CMw W Y'09bMT nd 180083 ' MYdryM1v W(ernle p.!ets WureM¢9 dbrmWd.0 dMWhq GepmLMrbs M 14d W1 ,tlrealMrmipdvAbu, vinyw meelWndLLnr[vdpr.imrh�nLganslrm�/aNr^..nn wYr� 4451 StLocie Blvd. ,frv.iulArdh b+m Pd�me�murlptllrnn Mtlei hrnssb,y Gne,tl ALlbb'UrPe p i Rr(+1!wt r4Ay Na3i¢49.mmnIdN 60N. SM.4 Fort Pierce, AL34946 Oplriln®]!IIIA l laelimse-AmlagLlumlell611. Peprtdemorolr6idomWm,megfwq apop lnede Wonnr vndeopermisuerbao4l ledbnsn hinyLl'.blO,P.L Job Tress Truss Type Plv WRMSCMB1L15V D01 HIP GIRDER �Qty 1 1 �RENARIVIORNINGSIDE A0119513 c - Job Reference (optional) A-1 RootTfusses, FortPierce-FL-34946,.design@albuss.00m Run_B.21 3x4 = LOADING(psf) SPACING- 2-0-6 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 SCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017rFP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD 2-0-0 oc puriins (3-8-11 max.) (Switched from sheeted: Spacing > 2-0-0). BOTCHORD Rigid ceiling directly applied or 5-10-9 oc bracing. REACTIONS. (lb/size) 2 = 98510-M (min. 0-1-8) 5 = 98510-M (min. 0-1-8) Max Horz 2 = 53(LC 26) Max Uplift 2 = -592(LC 5) 5 = -592(LC 4) Max Grav 2 = 985(LC 1) 5 = 985(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1667/1089,3-15=-1464/1016, 15-16=1464/1016, 4-16=1464/1016, 4-5=-1668/1090 BOTCHORD 2-8=-947/1444, 8-17=961/1463, 17-18=961/1463,7-18=-961/1463, 5-7=-914/1444 WEBS 3-8=-241/420, 4-7=240/420 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=S.Opsh, h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 2018.MiTek CSI. DEFL- in (loc) 1/deg L/d TC 0.72 Vert(LL) 0.11 7-8 >999 360 BC 0.52 Vert(CT) -0.10 7-8 >999 240 WB 0.16 Horz(CT) 0.03 5 n/a n/a Matdx-MS 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=592, 5=592. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 144 lb up at 5-0-0, 58 lb down and 86 lb up at 7-0-0, and 58 lb down and 86 lb up at 8-0-0, and 108 lb down and 144lb up at 10-M on top chord , and 188 lb down and 202 lb up at 5-0-0, 47 lb down and 68 lb up at 7-0-0, and 47 lb down and 68 lb up at 8-0-0, and 188 lb down and 202 lb up at 9-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Wads (plf) Vert: 1-3=55, 3-4=-55, 4-6>55, 9-12=20 Concentrated Loads (lb) Vert: 3=60(F) 4=60(F) 8=-188(F) 7=-188(F) 15=-58(F) 16=-58(F) 17=-39(F) 18=-39(F) 3x4 = PLATES GRIP MT20 2441190 Weight: 65 lb FT=10% R xeitlp.MUM,prmee3'll UtflnSgjiNGjWJLLRWYfNiI1ItG(619Yj 0.TTliORt:Ja kc rctlyiilpiex9mNeMutnnPoel�nf rn{ekxiylfr edtr WlL!x4g121tivneLM4!ren,. N.RlbdgedntleID M YIIeYu•sbelYhnffi},nitrbmfUl••d(4Y1nu Eory6peepe,fp:W(Lge�4WxglnnpmMimYopi Jdpelntbdegwbinym9Jt(khlncCh�gRlms1y41YYe NJeI(. We1M1L 1Y4'pnuvpanbtly 9aSu0Y4p Anthony T. Tombo lit, F.E. elad9ULrik NNIE9hhrteW'WO;dSOnn.hYldvrrxad gfc61cY91u9w.eS:emeelh YLLT.mibe Wl,YgNtm3lM1L ix4Ten'ihlNNwbarxdGlmtY1K9Y•dFrm9e.bmtrxerhreildt Ltln!rxWnel a80083 Mrtie1M(cufftRe,nmxWMYbIWtl6ptlmrmlpd9'ygYWptlbt[eery9S'glLaGee:m',rd441hnlrl YnnednNbpntlyli m!t5e:YnepnM9rtMbMkLlnf ltlpe.!m:.kpFgievltme4%n+e,xin "51$L Lurie filed. efeMmlbdhYfuMgedgnvmSqhmMnmba him�dupFghmhrpitrlxdUlLYa,elnss!�eeYtgnM2mr WYq Nep^.ladbBYenlYNbml. Fort Pierre, IL 34946 � (eppipEi0M16MI iadtnsms-Amlaq Llomhetll,PJ.bpnlvdimd4isloavevl,'vmplvn,ispmE3iYd Yuhvmmevmiupmmisilev6vml-IImlLnm-AVGvgLtemlolll, PJ. Job Tuns Truss Type Oty Py RENARMORNINGSIDE WRMSCMB1L15X10 HJ5 Diagonal Hip Girder 2 1 A0119514 Job Reference o tional ! nw, uubse>, con nerve, IL 34946, eeslgn@aluuss.com nun: a.z1u s May 18 2018 Print: 8.210 s May 18 2018 M7ek Industries, Inc. Thu Aug 30 116:53:19 2018 Page 1 ID:ld OOXyyT61Bi_TXo1jwHHzetvK�Ka3W90U7Te CDVLNOmlCSFTKeEMzJySRVzYOyirZ_ -1-10-10 3-9.9 7-0-2 1-10-10 I 3-9-9 3-2-9 3x4 = 3-9-9 7-0-2 3-9-9 I 3-2-9 Plate Offsets (X,Y)- f2:0-0-1 0-0-31 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.25 Vert(L-) -0.02 7-10 >999 360 MT20 2441190 TCDL . 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n/a n/a BCOL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 31 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide REACTIONS. (lb/size) 4 = 70/Mechanical 2 = 37910-10-15 (min. 0-1-8) 5 = 178/Mechanical Max Horz 2 = 141(LC 4) Max Uplift 4 = -56(LC 4) 2 = -150(LC 4) 5 = -97(LC 5) Max Grav 4 = 77(LC 19) 2 = 379(LC 1) 5 = 178(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-392/94,3-11=366/123 BOT CHORD 2-13=-158/346,7-13=158/346, 7-14=-158/346, 6-14=158/346 WEBS 3-6=-383/175 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been. designed for a 10.0psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=150. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-9; 77lb down and 61 lb up at 1-4-9, and 32lb down and 41 lb up at 4-2-8, and 32lb down and 41 lb up at 4-2-8 on top chord, and 63 lb down and 35 lb up at 1-4-9, 631b down and 35 lb up at 1-4-9, and 59 Ib down at 4-2-8, and 59 lb down at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-0=-20 Concentrated Loads (lb) Vert 14=-%F=4, B=4) xedq�huArgYlm!, ylln[`nbSSrYllat62WIflYSICa'AA[tl(eIAbPL1�WR[�bia♦te¢iJPp�dmdrtye@t�tlr 0.:p0,rgjn^Nb1rL11IWRr2Mew AMieY's AM!be Odtl bRA,uj tlidom®ryASY€Y ,tlkOrnOnie�rLL 4,ImsbphAwfi-.S hPae,I,LWnorl4Arymisonv/aiEMP!h!A�A�nMry dllph bNPiMirP1 i.pMobT-0,JlN lril.'e[PNr+FuthdgpT+ vEd$r Anthony T. Tomb0111, P.E. HmdlnrmfkglW cal bmA !dJd!dbNrv.b ArvisNm irp binlAy Mlp! b,u,n d tax bK at itawba, M WML b,,ddMlnNmbe dbI tMWrlafa}wp mn.4t ila, ddlArb pUnrE z80083 ' Wa., ivaMf.E,d Lsas!tlWbbt[TNh Mwv.1Fn am W"WyM4',IrhS.. (doi!ykdNp lnnl W.'a Iwm P°'dPl 14IkL YmPmi lh!NMeE4linip9tv.t.nfA!!PngenW lm!YiY huMin 44515E WBlvd.. ,Aenu 4Ntl11 4Myed,p-orinphdlan WM1H hlnupn[pn hlLibbJaiO L y6rtyvmdel4tlfA aWA+'*!dsm mldNbihl FoFortR. PI¢rce, FL 34946 bpphh®IDlbbl ldetlnstn-bllnryl. iemhdlA,Pl. lepmlomae eleis/Anmd,mnilmm, vprd3uN�idAndevdneepemiss er6Am41IvoILmm An1.y ➢mtAIA,P.0 Job Truss Type Ply WRMSCMB14L15X10 �Truss HJ7 Diagonal Hip Girder �Qty 2 1 �RENARMORNINGSIDE A0119515 Job Reference (optional) A-1Rod Tmsses,Fort Pjeroe,.EL-34946, design@altmss.com Run, 8.210s-May-182018.Print:.8.210 s May-182018 MITeklndustdesrinc.-ThUAug 30-16:63:192018-Page-1— ID:ld_OOXyyT61Bi TXoljwHHzefvK�Ka3W90U7TesCDVLNOm1C5Fwge85NulySRVzYOyirZ_ -1-10-10 4-74 9-10-1 it 10 4-74 I 5.2-13 1 214 = 1.5x4 11 3x4 — LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/clef! L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 ' Rep Stress Inter NO WB 0.44 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 143/Mechanical 2 = 519/0-10-7 (min. 0-1-8) 5 = 307/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -145(LC 4) 5 = -50(LC 8) Max Grav 4 = 143(LC 1) 2 = 519(LC 1) 5 = 307(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=818/130,11-12=-755M55, 3-12=-755/145 BOTCHORD 2-14=-230f748, 14-15=-230f748, 7-15=-2307748,7-16=-23(f748, 6-16=-230f748 WEBS 3-7=0/285, 3-6=-790/243 NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=107, 2--145. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 14-9, 77 lb down and 61 lb up at 1-4-9, 32lb down and 41 lb up at 4-2-8. 32lb down and 41 lb up at 4-2-8. and 56 lb down and 87lb up at 7-0-7, and 56 lb down and 87 lb up at 7-0-7 on lop chord, and 24 lb down and 35 lb up at 1-4-9, 24lb down and 35 lb up at 1-4-9, 20 lb down at 4-2-8, 20 lb down at 4-2-8, and 38 lb down at 7-0-7, and 38 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 5-8=-20 Concentrated Loads (Ib) Vert: 13=72(F=-36, B=-36)15=-9(F=4, B=4) 16�61(1`=30, B=-30) PLATES GRIP MT20 2441190 Weight: 43 lb FT=10% Tvi, m4mnb rb uutmmaf'1RllrlaeuuRul(lrouneN(manimnl omaectrl,e.lurytropw�an+sdutlun.bl Gysmr.q�m,nlmisnnrtlmaoutldv YmiM Wu�me detl mlro } Wleomv con Mh A*ft1AUW 4t ISOMS Wofi mega irm%V, Wx ymun uvmyam a m ydnum lVf m gvWuul3 bMpdb wj 1 gml.%Up .wo'M Ibt'r vaF htlgmsten waup Anthony T. Tom6o 111, P.E. NwdS In}g6.cgnbrzyvhmtlbPnv.bOmsrlrtrtl y4 bblG9pulwr mxeaibKmRelbWlana{M1a11F111 mAn tlbN4mlgbtl rimMSYIFA W',4vMSM,AbWhmiildYhn3!nd m80083 ftw"N aaitv.t9vbwrtlnbROAbyanbvlwa dbtWglmwwYwtrnmm;0ry11Ndhindxrinnlnvl}pmdwly—RI4msY.rtq,.¢k9uvlbmttl4l:nsbupv,lmsmvn6yama1lmsr .a vNs 44515t. Jude Blvd. dnam ldWlnnm'mN.A4lb�glrtlllmnmAH n,tnndvpfgamor4fhbt,Iismn,rtiwaflaagnwtml4br agNr.Ikmbnl4NblM1i. � Fort Pierce,R. 34946 e I u®1011A1IadLnler-Aall 1.temAa01,LG le mleaiaaaltlnlomnm,u Ira rs mlid'nedviPomae vnneo nminioa6em 411oelOnsn-AaWee i.iemlv0l,Il Job Truss Truss Type PN RENARMORNINGSIDE WRMSCMB1L15X10HJ7A Diagonal Hip Girder rtY 1 A0119516 Job Reference (optional) A-i Keor I msses, Fort Pierce, FL 3 v,;6, design@aluuss.cOm Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:20 2018 f4 Dead Load NIL = 1181n �0 0 `'__ 3x4 = 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.09 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.22 6-7 >541 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.02 5 n/a nla BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 44 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 181/Mechanical 2 = 57210-10-7 (min. 0-1-8) 5 = 305/Mechanical Max Hom 2 = 182(LC 4) Max Uplift 4 = -128(LC 4) 2 = -137(LC 4) 5 = -26(LC 8) Max Gmv 4 = 181(LC 1) 2 = 572(LC 1) 5 = 308(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-1 1=-1 139/161,11-12=11001183, 3-12=-1079/194 BOT CHORD 2-15=-272/1068,7-15=-272/1G68, 7-16>272/1068, 16-17=-272/1068, 6-17=272/1068 WEBS 3-7=0/309,3-6= 1092/278 :UYTfY 1) Wind: ASCE 7-10: Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psF, h=13ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 5 except Qt=lb) 4=128, 2=137. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, 46 lb down and 381b up at 4-2-8, 32 lb down and 41 It, up at 4-2-8, and 59 lb down and 85 lb up at 7-0-7, and 56lb down and 87 It, up at 7-0-7 on lop chord, and 24 lb down and 35lb up at 1-4-9, 24 lb down and 35lb up at 1-4-9, 18lb down at 4-2-8, 13 lb down and 40 lb up at 4-2-8, and 35lb down at 7-0-7, and 38lb down at 7-0-7 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) secfion, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 141=54, 541=-20 Concentrated Loads (Ib) Vert: 12=45 13=24(13) 14=78(F=36, 13=42) 16=-18(F=-4, B=-14) 17=64(F=30, B=34) rmxq.eflt4.tgxy b'n ucrnmsrqumardE.mnuaxneumlatrma)larEr,xrm.. rehemprmxd„sxn.bim,mvs,.atur,�b+awAl.anrtw nbsat oas mwa mlro.xr Glelmw MtJfY.Nbb1�bYH1YeMfEcgt(ryaep., xxgfapeeFptssOxgAOtgemdverupmObplwotlmeenl-aW�q>bInAAMtYa 1. IM�nbWOIImHVEI 'Ytp vryn¢�W9xd'ME3'1 Anthony T.Tembolll,G.E. tl,uddulm 6rgra bE OerztMvxp.dbb,ebAm,tlsRN9YvbrelGpMTa.mhmnJh0.bQ Ie,bHbApMtMIM1L rngptNtlbnpaxmhll d4al teFJx9lxsSmq..mlt9mtMM4 ltiYh'W'0 580083 MMialBnyn AfmvY ila»HHxbROmlbpxntaEpdvmndMbthq Lep,efLnrGwmx701jpxJNhlnnnWn•MsealhpAplve lM1l NSe,bngrmllfmnl6enf44n,YYpe.1m,Y,pLpe fl hiLeev;sY„ 44515L Lucie Blvd. ❑ealulfotllnY4xtpttltpemeyllxlna�NYt,t lhlm,G�,YFrymneGlhblxEt �,,,rmsElxaF,p i rHaq NgaJaeMremilWbRl' � Fort pierce, FL 34946 (oppiphi®701h41lealrnunAmlaryLlemhv 111.1.L pepndmiwehd'nlommem,mnplmm, irptohidnehneemrtevnnevpumieuxhom41led4nu✓Av�6myT.iomEolO, l.f. Job Truss Truss Type Oty Ply RENAR MORN INGSIDE WRMSCMB1,115X10 J5 Jack -Open 4 1 A0119517 Job Reference (optional) A-1 Roof Trusses,. Fort PJerce,FL_34946,design@altruss.com Run:8.210s_May-182018.Pdnb.8.210 aMay-182018 MiTek Industries,Inc.-Thu Aug 3016:53:21.2018-Page-1— ID:ld_OOXyyT61Bi TXoljwHHzefvK-ajigwrlkXSuaRXBNpoVIWKHySsimMFwl_4bvyicYy -1-4-0 54)-0 14.0 I 5-0-0 3x4'= 5-0-0 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 4-7 >554 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >650 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight' 18 lb FT = 10% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 113/Mechanical 2 = 26910-M (min. 0-1-8) 4 = 59/Mechanical Max Hoe 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -98(LC 9) 4 = 48(LC 9) Max Gmv 3 = 113(LC 1) 2 = 269(LC 1) 4 = 88(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.Opsh h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncument 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 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard feeydrvMrytll b d'41n4'a'1➢Bf�IRjWLtRWINFpArnflflOtll tlT'rll:e[P..wW-Iec lvh4tigNuelmadrt�untlM1 ! }Itluq'rtv^,�dd!! 11.1 YrytLWv LMMh Id tlMm 9Jtl !N®.aj dltlmomrYe AiIN NbeblNtlpMJ.3lebulolphpe+w 1F 1(6m+`�d4tlMRm PRMIo.uFaaOrcpdnudlqurule+imultivi8'dlrsptldfrNl, u{�rR1 ,dNCUII.,Ne1M1I rv4eP M'M.id iw� l��l'I Anthony T. Tombo III, P.E. eirvtlSl Ln kW1a61bd�geilm;tldNM.40.n'IeMdmdaddYy0il4e dnNetlblx,NS:WdW1aYq Mivf ltl.n Olmtl/dnod..xu tlbr vNK�f.Yayv9 dmUuNtluiiltMbiulasl'ntl a80083 44La1Mgzdfw:mk ns3�M,6YdIWNbxIDutmlrJauftlt•4Ngngma SMlih TY,.WdIMGIdWlnknufV"'J. 44j1$t tnrle 0n,d. tleduldoalSeadwyeaep tl.mghdlMnMtl„L nelnv G.y[gx�u4Tbl.Yalk:pu..4,.'sflca[q�,MemiWlq mgmadtmvenlanJnml. Fort Pierce. FL 34946 ( 110191AAL1IvolLvsses-Amly LimLai4r.l. le mbaavdtlisdvmnm,mm inm,is ivh3uN.inemnerrine! eldnivvhvm4l levlrmuo-AvWvv Llvdvlll, A.[. Job Truss Truss Type Dry Ply RENAR MORNINGSIDE WRMSCMBIL15XIOJ7 JJob Jack -Open 6 1 A0119518 1. Reference (optional) esyul,d Iuuss.com nun: e.210 s May I ZU18 Print: 8.Z1u s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:212018 Page i ID:Id_0OXyyT61Bi_TXoljvHHzefvK-ajigwrtkXSuaRXfkVpoVIWKBKSoXmMFvA 4bvyicYy -14-0 I 7-0-0 14-0 7-0-0 Dead Load DeB. = 118In 3x4 = LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC, 0.85 Vert(LL) 0.17 4-7 >478 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.22 4-7 >386 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20177fP12014 Matrix -MP Weight: 241b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 164/Mechanical 2 = 340/0-7-10 (min. 0-1-8) 4 = 85/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -117(LC 12) 2 = -79(LC 12) Max Grav 3 = 164(LC 1) 2 = 340(LC 1) 4 = 126(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- i) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 1001b uplift at joint(s) 2 except at --lb) 3=117. LOAD CASE(S) Standard tay�hee4mttlrmvah'}mGf mbaf�In1N]LLIFnn4C&N[tl[61JIi1-Wr])LAArT,BAa-6a.lurp4app,rtnMM,@,eni AB„pla.yilk:vldluNII.WNRILWnufL4 N A2empatl peTAny [J,um,Imnf6,Nl rE lYihrcp bA4brPan.h�Camtaxa.x:Lt(inmry,mutl mlEBrtpmW vLaYml�m�Am"�9�'�Pdm1Y'micTtlaAyMt YlM14 mROal(M fi19tA P'm�mgmm��m%YI n al4 mrdtgpnlpn trimmd.X* Rul01d14airvkWML rngpmtl jr, 0 tlmhdi tlh rm YTGgIrLer Rip mlmn Wlmap JIDY4 Anthony T. Tomb070, P.E. .r�,rt h AalYai YrNm4rR"M_L1vnr6aRr GAIGUghpeHoref pdtl tlmbW9GWmWlp hkpmpxNp11 k101111dW1eertly Nbpmtlp4w llFl e4a.h.npnimmofMfhlmGvpr lvu]np4gvnwllmspapher uFm I 430013 44515t.lvice Blvd. nealui£rNry.Laa,pMrpuatmgymtenlnd rL larnu IFgaq ItAClfxlllathpi fytreFgmatlei YLbq WrgYa4YnmmWue1bn11 m Fart Pierce, FL 34946 Lppxnh107011 A�l hvlimrzs-AmlogLiomhe lhll. IepMvaiwdthiNmvmem,mverfmµispvBhUednlhvmthe mirtnpermisuevham A�I1ov17mus-Av%mrl.Iemlvpl, l.L Job Truss Type ON PlyRENARMORNINGSIDEWRMSCMBtL15X10A Pss Jack -Open 1 1 A0119519 Job Reference (optional) A-1Roo0Trusses,Fort.Pierce,,F.L34946, design@altruss.com Run,8.210.s-May_182018.PrinC8.210 a.May-182018 MiTek lndustdes,tnc 7hu.Aug 30-16:5322-2018-Paci,4— ID:ld_OOXyyT61B_TXoljwHHzefvK-3vGCWN1OOR3hDW2WJkgktRar8aaLcO8Pid7LyicYx ,. -100 7-0-0 14-0 7-0-0 I Dead Load Deli. = 3fl6 in 3x4 = LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.16 4-7 >527 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 4-7 >316 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mahix-MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabil'rzer Installation uide. REACTIONS. (lb/size) 3 = 203/Mechanical 2 = 41510-7-10 (min. 0-1-8) 4 = 95/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -97(LC 12) 2 = -34(LC 12) Max Grav 3 = 203(LC 1) 2 = 415(LC 1) 4 = 136(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3)' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 3, 2. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-54, 3-9=-54, 4-5=20 Concentrated Loads (Ib) Vert: 8=45 Trapezoidal Loads (plf) Vert: 8=99-tc-9=54 rrdr m,vdngYr ft'll onnN8r"nTmdl[IFWt[naAfrinl]Y(61a).11[i'i@ArIm Irt, fitp jantinn, uonim mnilt,u4nL"RC.dkhfinn lahikPLM awk!n &I"N 9dd mm..4 kud.'rxHM,dkminnh4la.lm:ooghp.epr ymer ryvn;e:uin'70"nehm@PvdmrMovtl,gve.M.'waefkminK6MuOa'ormrnft a .1, wo K1+%1nnvr,n Ydgmb ndai Anthony T. Tombo 111, P.E. d one: lms m h" x mnycom dftonn.k O. sr ds era Wq kn . Nn dm Km s waeWr.rq n4 mmL 1*nrKdm mommmtlrudmTn:.W69 V£^i 9lm m n ba "k Ya3tn0 s80083 rrwlenremecaa_esasdr.trlWdmpaxsW pdiu.:amnnegWmms,n9mam.;m:wdwgmdunnrc ndrpwpmyien.estizreni,v:mu,e..lnkupaln: k,phpsewrm.r,.kxn.a:, 4451 St. Lucie Blvd. wvdurdudhrrdm9dgncrRghmp:nMnl @Imsk �Fgorvrnmliigrcqm,vl:rslnoFgrmdmr W9 NgxiaN W:nerSslb011. � Fos: Piere, R. 34946 (oppi1610101/MI [adlnsses-AmlaryLlomlo Blri lepwdea000ld'ndoamem,wrglmaisp:ol3dNviWemdrvrinw le:misuwbem4l lwlGnsesAnd�oryLlomlo N, F.L Job Truss Truss Type city Ply WRMSCMB1L15X1O T01GE Common Structural Gable 1 1 �RENARMORNINGSIDE AO119520 Job Reference (optional) A-i Roof Twsses. tort Pierce, FL 34a 6, design(O1a1truss.Cem Run: 8.270 s May 18 2018 Print 8.210 s May 18 2018 Mil 4x8 = nnnR5- 3x10 = 3x10 = Inc. Thu Aug 30 16:5322 2018 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) 0.09 9-10 >896 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 HOR(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 89 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 43510-3-8 (min. 0-1-8) 9 = 413/0-3-8 (min. 0-1-8) Max Horn 10 = 145(LC 11) Max Uplift 10 = -196(LC 8) 9 = -190(LC 9) Max Grav 10 = 435(LC 1) 9 = 413(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 m. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 7)' This truss has been designed fora live load of 20.0psf on the bottom chord in a0 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit -lb) 10=196. 9=190. LOAD CASE(S) Standard req.lamrvar6'r a h-n n4m'hCit"$Eft®a1tN8.N> Tb*6* poem nlnnNMSNSOnpPmq(I[C,d ft~JSmktl Msw 4elm r. peer eln.r+aetla bMay Nidaamnrwrlll NwWf RINK WJ r NnrpmpN,me+µ.lewryLFer.bue gIDpupam mtadnr kitbony T. Tomb. 111, P.E. tl,uema lark, 'I.,.irhrary.Nlgdb I..hpMVMxed pmbldfog puyc S mwiv l40oC Nar4l1 rAMeNAI %'Fude&MNaUnrn dW h,Mdg1#prkgr.am06me1hnndAlbh dv Ynd r 30083 Niadq Nrgn Nfemem. ipaN Wen bl[mNiLPxmrrNlddundN.M16g4epmltlryhS. R(S1l,lNNINmNIW nerrh:wblmi Plnu.ININWrt+mpai3ans Nemudmn rNvgr,T.nrNTpNPavNr mYnvknn;nNr I 4151ar.Blvd. AeMuirrnNll.LtmgNmnbNNThrprmnMd,rL llrtnu N'n yomn1p16b4>♦F am I3!I�nErymd rMdA6 NryslueekumemldNN11N. Fort Pierce,, R. 34946 R. (ehiilA107pIAA1 Gvllnsus.Gnagl,IvvAe N.li lepnlvmivvleiEmrLiemhvN,GC Job Truss Truss Type Ply RENAR MORN INGSIDE WRMSCMBjL15X10 T02 Common �Qty 1 1 AO119521 Jab Reference optional) Aloof Trusses, Fort Pierce,FL34946, design@attruss.com_ A car-12 4xe = 1.Sx411 3x1o= 1.5x411 3x10 = LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOLL1.25 TC 0.22 Vert(LL) 0.09 9-10 >887 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Hoa(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 430/03" (min. 0-1-8) 9 = 430/0-3-8 (min. 0-1-8) Max Horz 10 = 143(LC 11) Max Uplift 10 = -195(LC 8) 9 = -195(LC 9) Max Gmv 10 = 430(LC 1) 9 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIr160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)10=195. 9=195. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 75 Ib FT = 10 ledqMUM9YrPo-11 Lmf RAa(xOEIj O'd1tIFIMtIPEfA[YSf1110Y(¢1])!(n(Se:Olri ln.fellh Plvntlmdrtl,fsnerl,ulvy�lr+q{RWdWlll l412rtiv 8,eku OLubmuY0du4e10..u} elM1mmin Yntr�v1tr61T]4l NiLlntm,pnq,frace(uSpo,g4polm¢tlng149npwmoevp¢rtlhr�vvdWvel9rtyeWtlgl:mlupdhssJelnulrklnMlpDupd fit 4MP mFm Mgmkmnvotl Anthony T. Tornbo 19, P.E. dwdMlmlLNlnh3u6�Wuvl�etd4Pv[nvOm',efavdvYeM1Mlfq Ou'1> trumOtltl PLtlrSdO,hdlvY ideC0.l IN9Tm1iYIWdmEed dILI tWWlliiR ¢9 M1MbmvlLnlAEA4,eNci;rd :a0083 mMYgMpedf2n4.Lelt�nMlIYIIOdbrx�imlptlm�IWpEA�(ga9SMlIinWASA1'W%lllt�ldlnln:dreNYprtlplaelMhatY,rtyeayA9„elbnd4Lnf Rvm,l nthr�fyeepllms rr/hs•tlft 44515L Aurle ENIL rcnu1hd11vLa:mvyd,msvrtdghdllvmntl,d hlnudn[ymmllplhlfAg9¢pn,rtlnufrykvGVwtol W5p IDgk>+viue,nldW 61141. Fort Pierce, R 34946 J 0ppipn 02016A 1I.0W.er An0nyT.h.b.1101. lepioduaiae vloirdomvinl,ivmplergirpvAAludxddmMe vrinevpemiiniee henbl Avvlirnuv-AeMvvri.Ivmdnlll, l.1. Job truss TmssType Oly Ply TO3 Common 1 1A0119522 [ENARMORNINGSIDE'WRMSCMB1L15X10 b Reference (oo0onall ..................... . ..... .��,.�. ...-. ��y„moo .,.�.,..,,,, w a,xdy 10 mw mi 4x8 = 6.00 112 4 1.Sx411 3xIO= 1.5x411 3x10 = 1-010 0-10-14 1b2 7-a+ajU tole b-11�1 67-a 0. 121d l 1J-0 w,.. nm nuy au 1was:za z... 01-tz LOADING(psf) SPACING- 2-" CSI. DEFL in (too) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(L-) 0.09 9-10 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 9 We We BCDL 10.0 Code FBC2017fTPI2014 Matrix -MS Weight 75 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W3: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 419/0-3-8 (min. 0-1-8) 9 = 432/0-3-8 (min. 0-1-8) Max Horz 10 = -149(LC 10) Max Uplift 10 = -196(LC 8) 9 = -196(LC 9) Max Gmv 10 = 419(LC 1) 9 = 432(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-141/261 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit --lb) 10=196, 9=196. LOAD CASE(S) Standard r a,r.n�mm„Irlmx.m�urxfnmaFwalarauw¢rrcai¢nano.@ri;unusu,uuri..l�etlynnm�,m ex.,,,mlm,aw®mylm.7dmui.rLlw4rturx axKw _oamm..m act hmo, y xi®+a,l'�v4hvdbhlnnpKL4,Im,by,W,eeA-F>'If7�N h,K dIIWvPomv.vpmtlml,kimdy 7cywlYryYhlnptlmsijl Ly,tlwmROulr.b IRL IYMPm+�aFmid9vxn uaAB'I Anthony T. Tombo III, P.E. ' 4vtlM}m mRklAnnh,edwJlx!tlh9.x.hprui,dxed xfwhmlWppuip, h,matlh141ix vIh4K1aYsl:Wnf}xL Lpp�KtlhapdmkY tl4t vtLagldinary mKm,mtin7"mym yx4na 280083 hmary MlxM4Nm. Ales,mmvhRO, Nh uw tensgO4J1n(xp.use lh.,W)WO04MrAwcaikeNt""J.>,.NH&h,8enyuz:lumvmOmn644m Gvpsiw, inp4rumllmlYol,xnv'ti� 4g515L Lucie Blvd. ,leriu rdxdllrewxyxa,wW" h tllprm WoM nowt h,v is rpl Nwnmx 1 f"5,Mt W14 avpY kd .nldmdaml. Fart Pierce, FL 34946 Lpp4n®711p1141}Inssx- W6a"7Li"m5"06 F.I. lepmde4im"lend"mmm,i4"glww,up�opTbedriNednevnllmpemhuxhowA-1lad+murAldx7y.Iam7om,LF. Job Truss TlussType qty Ply RENARMORNINGSIDE WRMSCMB.L15X1O TO4 Common 1 1 A0119523 Job Reference (optional) A-1Roo1_Trusses,.Fort Pierce, F.L34946, des1gn@a1uus&com Run:.8.21D.s-May-182018 48 = 6.00FI-2 1.5x4 II 3x10 = 1.5x4 II 3xl0 = LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in 'too) I/deft Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 VaF LL) 0.09 SAO >887 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6 G-0 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 43010-3-8 (min. 0-1-8) 9 = 430/0-3-8 (min. 0-1-8) Max Horz 10 = 143(LC 11) Max Uplift 10 = -195(LC 8) 9 = -195(LC 9) Max Gmv 10 = 430(LC 1) 9 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat It; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; centilever left and right exposed ; and vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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-" wide will Bl between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)10=195. 9=195. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 75 lb FT=10% rrdq�Mub^Mermu•d'f4nC'rnIIfarf[01n O'dllrtb6r[n:111[nlnllx{'IL1a;PL[P.!:oln'Iva roil4uPPndm,drcl dnnd,limdniphnglrtC,dd WY1.ImY9rrlKen�LmbY, m.9dn,pbnu4tl:IndID9,a} Cr0ouYr>Ktl4bwrbbrRObk4 rnL,ulmp[ryee{u.Spdp4pum}maduginnpamma{dmtlb PtlnmbegralgnyrWdrbdlnptldwJelnn LryMndipl }.ndlrt Mtnmm�pimWSmm+xt,+ttlazi Anthony T. Torebo 111, P.E. do ddeLn,bnr I", X&ngpIt gtld PmdP ,Idrt4 drb WdgWW..rdnMtld K In Md4, WdxINk W WL➢,rrmcddiWdatrtlnrtldlnt Mfiq Yrtmssgtdn94r W"01 b dngotlnrd :80093 dWxgbledf2nb.1'n,m MrdlWddpamsnlp4dmltlmdldq(gwmf[Gtbvcn(glfrdliilNhlgd Wmrh eufblmJplm rttl kSv.Y�rySYfnu W61gdl1,mboplm, Pap°°slrmtdvlertm,bn� 4451 St. Lucle Blvd. Rmtlu WdlnLmmegd!n.umMhAlnnmtld rttlmabpP[gwe1CI4 Wdg4pa,nin!srmrfgmntlmr Wr9 N4'atdbmnmtldmlPl" � ron Pierce, R. 34946 Gppi@IOt011Ml heidnsse,-k1lcepLLmlolO. p.E. lepnboioe ohlitldnnentinoerimm,ispo6ldedriihoNMevnneepfmieiloahom Ml Roolinsseo-Fei600ri.IomEo III,P.0 Job Truss Type Ory Ply RENARMORNINGSIDE WRMSCMB1L15X10 T05 jTniss Common 1 1 A0119524 Job Reference (optional) A-; r , —u .... run nml u ,l•vw+o, ueslynwalwss.com mun:o.brus Mayiuzuiurnnuu.Zlusmayluzulamiiex 4x8 — 6.00 12 N 3x10 = 1.5x4 II w Inc, Iml AUg Wl-_.53:242018 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.16 7-8 >493 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.13 7-8 >603 240 BCLL 0.0 Rep Stress Inrr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 60 lb FT = 10% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of twss WEBS 2x4 SP xcept' to bearing plate capable of withstanding 100 lb uplift at W4: 2x6 SP No.2 joint(s)8 except (jt=1h) 7=183. BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 208/0-3-8 (min. 0-1-8) 7 = 468/0-3-8 (min. 0-1-8) Max Herz 8 = -118(LC 8) Max Uplift 8 = -89(LC 9) 7 = -183(LC 9) Max Grav 8 = 208(LC 1) 7 = 468(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. rmN�lh*+mn^IN brM1'Nnrf mSRrssba1®aIIRbBI[NRAfAnSIt�Y(LL1])t,n[F Maf4'4s lvlt WPPmmmmtMemm� l.,vlr,QY+.ylRlidh1Lu11 Inh4tltdem921he +. ptlnf rY+9etluhlW.m} GtRmumt'M mIDx,mlmtraOhM+W. 1111e+u Rij,4puep 1p+rl¢6fmrjm Wr glEB ymm+„anpmCmphantlgamgnpnlPOlkmlxptlhvylvtynXnMlroMM ql hPy.+wnRmhtl tmQmf.xmMq Anthony T. Tombo 111, P.E. rdn+941 Nlir I 611ig11N.,M dNCm.m O.mlrbltl p]mb Hxgm(tm b memhOf,b XWftMj.T W,WRL h@gym tlh INW gW dNTgv Mrtghfi,011 hn0m, nt hn'Adk hmt>s'kry,f :80083 ' hb4vi M19T mlfR+De. Nv3tmNamlOhNbPmn+mtpLu•Idh6rthgngvmll,yy,,ypntjplfpWJJglAatllgl m,MnmlY peMplm lxld5vihlnpa{191tW(Gnf3ilfl dupa.I ntG;LpmmltnuFaml,.a:;nSi[ "51 St. Lmle Blnk M+Ivl�tlhate'mrrM5m4xmglltllmxmdni➢einu G43[ywubintrlflyk;ym,alm.ISlaa6pxntgWty Ng WdeueamtimlbRN. Fat Tierce, FL 349<6 (vpplipN®1pldkl lvvlLrsus AAvgLlvmEa O,Pi lepmdomioa vtlbisdomgm,inharlmm,ispmdidixdriM1vmtle ninhpemusubhem4l1vvl0vuuiA.yIbmdvlrypJ. Job Truss Truss Type Ory Ply MORNINGSIDE WRMSCMBIL15X10 T06 Common 1 1 �RENAR AO119525 � Job Reference (optional) A-1 Roof Trueses,Fort.PIerm.FL 34946,.design@a1Wss.mm- — Rune8.210s-May48201SPdnt.8210 US = 6.00 12 LOADING(psf) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 7.0 Lumber DOL 1.25 BC 0.52 SCLL 0.0 ' Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FBC20171TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' W4: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 7 = 23510-3-8 (min. 0-1-8) 6 = 357/0-M (min. 0-1-8) Max Horz 7 = 103(LC 11) Max Uplift 7 = -95(LC 9) 6 = -140(LC 9) Max Gmv 7 = 235(LC 1) 6 = 357(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-123/300 WEBS 3-6=-183/305 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=S.Opsf; h=13ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3x10= 1.5x411 DEFL. in (too) Udell Ld Vert(LL) 0.16 6-7 >490 360 Vert(CT) 0.13 6-7 >600 240 Horz(CT) -0.00 6 n/a n/a 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Ot=1b) 6=140. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 58 lb FT=10% (eml ltginglllnrtam 11 WDUIS INUnatiu NMn(GGIACrimPutl31P4lB6FNERIm letll4dgrsmdmdrtdem.ti;lm+Onp6vyy001dW1dr.rLlaNltllMemrLa Mn,u Bdn�A .iuutldn4100,aj tllumxmld++dthMWYMbMNL 4rNmOnTigsepr,$emry6pw4Ludngmrnmmmlmrq:an Pmrd'+YmIA>e'AmM+e^I�6replM+r{ElnsslgmlmdED OII,nb0.L lYirvPnvepnWgEvmxyuMJry Anth y T. TOrib0111, P.E. dadtl3lmnYgUN bm mju! Mk, 0na.M 0.m'1r d".ik dLq In r.. and d reXtu X d4+Wdhdq Nrd M iYgpvdd 610rdwWJ,u diuTmvb95giad..tr4.1., bta9t o ",M hhngatifdgd 180083 e.rnnh�gmdrmr..a.»m•immr".'.mmpbmnd.,Wkqrrme'sAnvan;Inn,IdlnuquWin nm�n.ma mdWme ml oustrnirs�uanw"eletnsnrvw.T%SovW=Wm�su,nr.V�.0 I 4451 St. Lucie elvd. ,m tlenuldndgr Ldm rydmbmmgh Are hint Mim+4u;Csmap1014rf1+lEnpe,vimlSNtlCqimwAv Fort Pierce, FL 34946 bppi1dlO7plOMI Ivvl7nues�hnagl, 7vmhe N.l1. 8ep�dvmvvvl6ndvmmem,bmylmap+plap3ue1ri6vrldevlinmpnminirhvmA-I lvdbnms�Ao6vefClbmlvOi,Gl. Job Tmss rmssrype ory Pry RENARMORNINGSIDE ' WRMSCMB1L15X10 VM03 Valley 1 1 A0119526 __ P.C., •�-••••.....,,.,�.,, , ,u, , L,,.a..., way: qu-a,uu�a.wm nu¢ o.uu s may la Zulu Yams a.ziu s May la Lula Mi I eK Industnes, Inc. mu Aug 30 T6:53:252018 Pagel ID:ld_OOXyyT61 Bi_TXoliwHHzefvK-TUyKmC5FaJO0w8yVkfsRSMV2S3JRnhLrgNyHkgyieYu 34-0 34-0 4 2x4 i L5x4 11 LOADING (Pat) SPACING- 2-" CST. 13EFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) nla - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) nla - n/a 999 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a We BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight: 11 lb FT = 10% - LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOPCHORD Structural wood sheathing directly applied or 3-4-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/3-3-8 (min. 0-1-8) 3 = 95/3-3-8 (min. 0-1-8) Max Hom 1 = 52(LC 12) Max Uplift 1 = -15(LC 12) 3 = -42(LC 12) Max Grav 1 = 95(LC 1) 3 = 95(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift of joint(s) 1, 3. vwru.m,gw e 1 48➢W6r1fL�Si`,CILLNdffUWR.En""Y!Mn11iNN435fYalMNTR��felntlrttnti,4ntPNPhngllm.[tl4.AnIrIvM@rLlEeae0Yle6,ia'ffirsEe.NeNeYT4N! Wi4mspmd]xpdo-pxdek,m r,nm,Ry.rymP Ndhp�}m,M.elr-rn.e,a,enmv,amYunsw,yv,ympmtre,gaa Yqx paanalam...b Ut lKmq,na.ryatrrgos ,,.n+m AnthonyT. lombo ltt. U. A!* d dtisim,bMl yl G, y.vti gtlNpx b C rc,.AMdgnt 44dg0. p..YbuV gN K, ar old,IM m`lm u .l lM Ngp,ddblP)dry6dd tlbMLtr4gb9iY dvgyYLL'd.dtdgdrludn,pndJ}d Y hl.:Wlad.e M(Map:n.n W.Nww% �+mMr.em,dtrl ryr.pa, ld'A Wam xv"N I41MM J c,uux.,MN�mIMmn,rpw&s,aaendo-nn.crvw.umnwuw.mim Mn6,e s..&n L80083 ft., l".CMd'."4 islh drdapdK'Yunvhup( m u,l-s ld6prngm..•ntW,. F0.9 I,atq 01J dW—vd6 Nw 4451 St. Lode Bird. (eppipu'J 1016k11aeltnssesi 6mLh.6 KP1 rep edevod eil6stludmdd, .ovp(am kp,v6T'hlp Rwl Bx ridedpnaviae6emA l lod Lnu. AvPodvrl.lemhd0l,pE Fo¢ Piece, A. 34946 Job cress Tress Type dry Ply WRMSCMB1415X10 VM05 Valley 1 1A0119527 =RGSIDE al A-1 RoofTMsses_Fed Pierce.FL..34946.design@al Wss.com— Run: 8.210s-May-182018 Print:-8.210 a May-18-2018 MiTekinduslnes,-IncrThu Aug 3016:53:262018-Page 1— ID:Id_0OXyyT61Bi TXoljwHHzefvK-xhVLY5tLdWlYIXhHMOgTal8kTdgW8b_31hrH7yicYt 1.Sx4 II 2 3 2a4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ve I(LL) me - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 19 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOPCHORD Structural wood sheathing directly applied or SA-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 169/5-3-8 (min. 0-1-8) 3 = 16915-3-8 (min. 0-1-8) Max Horz 1 = 93(LC 12) Max Uplift 1 = -28(LC 12) 3 = -74(LC 12) Max Grav 1 = 169(LC 1) 3 = 169(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shaven. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the. bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. mq rx+mmpy W Y't{49nP.f6ffELT,ri.CuuYStftdla5n[epCYpW)lu,itll4FL'f1'ba raAwpp,.+exsad,N.a,wm*msNwmq(RBm2¢entL1,W@rtl✓ ImeWvw. Ynm ectl mCp.ary Wiamee.aY,adu.v14m�1eb,Sl h,lm,hp 0!nrmn}YWmgl3,Runnnpmu,tmrY+,.r,epeegmp�YmmYapa vpel kpinsl3mydeEnE tr4penseN.Yvgzec,. ^kkr Anthony T. Tombo 111, P.E. o1miY,4n bmr Ptgamnyn.Y'vftlmt YmaYomuam,ambWmdulr YmuuamvGbIXd4MtluW9 W,WIM1LhgP, dam1%e1gW a4lnn HdYii�a4 mT_1'Ladkr9dJYm'mN�'L}t D80083 Y WforG4gm If mmY Lob Wplvbl!JMSymafalrm'dYtv�Iv,EamYbasatLWH,'hlNAol9(In,FVM}Iendp/p i141 Kn4nMWl,nWIMamIm,M}v .rest AITn'dUntYadG_,o'nt 4481 la Blvd. Om?,vd,dh,fvragMTiri3ggqpa,6Mrl3Gnt4upf5a„urllmidlymyn,el nt$�vlgxrdml m>An u,gmatrnn,rlih,lYln1 Fort Piece, FFL 34946 � fery:I1M®MI6A1Ivdbnus�ls%m{LlvmEe 04LL lepedvnivadusdmwu,ivmtlum,ngvlAned m8lavl BvnAnrnmisilvehomN balhnu,�Aoavgl.leWv0l,ii Job Truss TwssType RENRINGSIDEWRMSCMB1L15X1OVM07 =QlyPty Valley1 A0119528 Job R fe ence (optionall •-••- • ••••-• _•• • •_• a,at+=..wn, nun. aclu s may 1a zma rnm: u.ziu s may 1u zula muex Industries, Inc. mu Aug 30 Y1;53:26 2018 Pagel ID:ld OOXyyT61Bl rXo1jwHHzefvK-xhVLYStLdWIYIXhHMOO?a17vTY2W8b 31hrH7yicYt pan 1.5x4 II 2K4 G LOADING(pso SPACING- 24)-0 CSI. DEFL in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) We - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a - n/a 999 BCLL _ 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 We n/a BCDL 10.0 Code FBC2017/TP12014 — - -Matrix-P-- - - -- -' - - - - - - Weight: 27 lb- PT= 10%- LUMBER- TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 7-4-0 oc pudins, except end verticals. 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. (lb/size) 1 = 24317-3-8 (min. 0-1-8) 3 = 24317-3-8 (min. 0-1-8) Max Horz 1 = 134(LC 12) Max Uplift 1 = -40(LC 12) 3 = -107(LC 12) Max Grav 1 = 243(LC 1) 3 = 243(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-177/310 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; E(p B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at -lb) 3=107. LOAD CASE(S) Standard ray NeeHaanry as tr 1 rL%nIORtl(k.TaIpIITrWtTA4�AC1{n3ICY;A•a`�{{4pnlpgRT'yy luhhyp+nleldrtilwlx0vinu GpG ry(IpPd44Mry11,:M®.ILGh,nu W91Mne 0SVM+u m�.Xabi9 ay ///.��\ 1 W(n^m,d11M h11 db4l bb+G4h1 LnpF It�Hi1f4'baI.4W„ql']rtJnmsnn,l�edtre,Mmd„reugmpa5l.bdhyXNugalm 1p9akl'�m'..ckIM1It M¢amja�6yvLim, rva6M \ ndnetlalhn hat G=rNhtrnw+d!>fd4[on MCr✓loon^JM^ w{s'41�•^vi e5ravdb�i4b KdMbiKWuYw1eL A9p idblaofwW dblmb &iivOvl ^eg+.t•.e1^ .rtavi J,ObAnwb4ryd (yIhony T. To"o III, D.E. dl MWi llgbulM bR'nibp,am Wrylx i44Yq(+almnldP�4h1C>•�t:1Gri45yFTIYWln�6unlby91e1¢t nlllM hrtb AiCNm144n{Slm[Gipe: mfhus!+lmrpllmtYad+Np,mn .80013 UhblWlp,(eq, ,4muMa4n WN,p NgeinagtrdpsaaeM1LL RLmpgtgi,ohVi4MYelG qn-mSn6n[gaadmla6t L:m+lb n(dMb,lll. 44515t. Lude elvd. � Cepppa�IDldH Iovllnaerkd yliahe N,rE. Iry�Na:reod0udsaaen,tm7lmwnn^d�dtltbddoel2enAnp�misuthaa4lfogLbseo.lvmegl.ieado8t, 0.E Fort Pierce, FL 34946 JANUtARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC 2 BC (Typ) 0 ! r` 3ch Corner Jack's (2) 16d Toe Nails ) TC & BC (Typ) �1;MmReyi}rrm4'!IG-iFRA9{°lV[nH411liJ6t[[aDIGR{F.I;brofliLM1eAi�Ffyh IaYrbgMxn,JrNMnp Mimi6:q&.gil6yelNl�syi.hn&t! Lbmlkdldnnt Kurt*•JadaMiFiN� btelapwilm ildhnibbl@tYW.I ImtOrcpinim(Irllv6�Fepe}Eeu/ey19e}mL anpti l4piMApwrgxyb6GYg8ytlbfv}4Gwltplpbttp'..elp VA pMpnwM^thngraVe�u]tM fawy T: TITp I11. P.E. ni tlbx im b¢•Iom}bb:rW+trfitlb^en4I4(IP2i rltpexhtkiy�-�c.§N�dRP.h%otlbOSlkCaIaANIM1I.hW+tlthlfiNel#S vtblmtak9Gn.n'{0^M1malmv[YWNO &rr.�idL'fll 380093 b WNiNi�mM ie[tlmfleMBblZfhlgnlWNpbnlblNW Crtpd4ClHsf"niiPV,rS'NrlFifl,d'ilnMemrl6 Gnrtlivfre@itfa�#npe'�anafWp/b1Pp OCW.4mMgalR.meELrv�efaa,,M1p 9451.SL lisle Blvd. pxrukvlM:Wd3rdM^"^eghcp+neMM tribmmrpfnmt4taMM'1�G;e I iym.bpirr/ M6q llr�iri+ImnnnlrM1dvoH, � Fpt Pierc2;, FL ,itl9Y6 fe ht4.:016A�1 [blintut,Avd T, lvtiel�.Pl. mdvarould'ulraceet ie 4ra& elkdNrTetldvemly nmtixefrte4ltedLmetiAedev LlvtihaL111. 11'rl M trp +°} P 1 1 FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772r09-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES B r 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' OZ. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IDd 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.). i PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \BLOCKING TO TRUSSES WITH (2) - \ IUd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH, VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR VINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IDd (131' X 3') NAILS SPACED 6' OZ. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF IDd (131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I ARE VALID AND ARE TO BE FASTENED TO THE SCABS DR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TD BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. _ STANDARD GABLE TRUSS / UNAL 3Ml AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772409-1010 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. PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ 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) 66 (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LOS. 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. (PURUNS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Anthony T;Tomho III, P.E. W83, 44515t. Lude Blvd. "Pierre, FL 34946 JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. .GABLE END,COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X0.131'=10d 2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A'. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASETRUSSES r_ .E END, COMMON :S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF ATTACH 2X4 CONTINUOUS 102 MAX SPACING= 24'O.C.(BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4- X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. Anthony T. Tomboi71, P.E. ^..8W63 U51 SL Lude 31W. Fad Pierce: FL. 34946. FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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. GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X 0.131'=10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS -01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. P r2 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 3112 MAXIMUM 6112 CATERGORV II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 NUOUS#W/ MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF TWO SP MAX SPACING= 24- D.C.(BASE AND VALLEY) WS3(114- X W) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF PSF ON THE TRUSSES. INTO EACH BASE TRUSS. u.0wmti�k.bsae�n�T(emlmasmrsamalaxwsl:IclvnBla;mc6actrm...r,abmmm�a:b�aa.RlxmtlnY a;rawb�llea<ula..asw,x w�aua:me,+.nra.wl Y'i�osyA maM wbblFaabrtdl mv:sptgw4t yury w.+.;Ywegao Qaah..�pu:vlYri�miep..nlx:pluryYtla pdmuyti:ne,pd.Ytaepwvinl hr,vpowpaYegmn x:usf;,v ,14,ivm T. Tembo ill, P.E. tl Yb LnYgYY� Y�.T+tld,lYhm YC¢,vtaL9 Y[lfal'+e'T.ahok^JIYY:YIfvlYbbWra&d:M.A9T.1Y1'9dw6H'p Ytll tzhu9b[gmRaWPamibr9 Wbbn'#�.iTtl S86P6.1 tl{40q(m�mmllmcc L'mmmYrb�rYrrtrcm,v�Lmdb[+Afl(uWVmbaem tiQp504blflvrAi rR:mtlYP+n•Id'n PVl6msdle�N.+"ntl WrclN bmtlsm Ysrty S{amWt naYn:mty 445151. lode 61vd. F,nnlfladM(RC�+l+ptlw3gF01rmmbpelhMtPsm grte9talM4h',4}e &ntif+Lpwiq W4Alv;b.M'slmmlM664L Fort Pierte,ft 34946 � WIn;E10101411ddiesn-Adbvel7lvabiR/7: GpHmevvllbn(v:veeet6�lmaupvld'aedv�lvmd mubevpmntimtrm/Itvel4mmAmlv(t.hek 0,li DULY 17, 2017 I 1 (HIGH WIND VELOCITY) r,1� I STDTL07 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24- O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNLcn.„LL�1 Rwa�a �rwl o� 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. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD H I NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) mwmmrl �s np ibn Reaomv,ultmlorvp[y ila;z;W m'tl� glWm +comma:limr�wdrpmmy laarbmrvdbi:}.Im]+�p.+aba�, ;m:Imx t:mWltxl�[w4mdm w:fay Anlirony T.ITomiu IlL.P.E: WI Ya]I tbmflW IaNllv{wiydtlO bC.ee ]atnal q,eebWtyb }e,mtllm�9iR b0:Nb Wl{ddquhdiRi. Tuu{I ddbS➢eOnlMMwdMims Ngb+6;mrtR alllh'almlkmi J114N rYn1l�-a{r j'90083. ' Satdp9bWad4aeL9ctlrCsffiq:tl{Nodwpwtml Wtlundm:c4givylrsf[e]kecsaP, kinmmll[tnMm-netrpuvp]en mlitaiaotemmmaaLmdswt.s n6nP(4mamdMslmtr+m,M.s 44515t. Wye Blvd. MI m(¢1R1(AiA Vldraat T9N'bp+ w4lt T:Lglk{¢lGmm IrlbMdahis+ L iS,mm6lwAcrbdly l3gAf-lane adfml�IIN Fod PINW,R 34M � fw'.h@I]01[I.1{Wl nur.]MwllrYal mflr�rlW' JYrI..�.nLrb edn'fW�N�� •wrw Lu1.11W Ir�rrm La4uiivL�a1>{ 17, 2017 __ISTANDARD GABLE END DETAIL I STDTL08 e1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/lOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED 6' D.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - IDd NAILS DIAGONAL BRACE 4' - D' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - IDd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IDd NAILS (4) Bd NAILS MINIMUM, B 3X4= PLYWOOD 2SHEATHING X4 STO SPF BLOCK v * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. / NOTE'. 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH; SPF OR SP #3 OR BETTER WITH ONE ROW OF IDd NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4'-0'OL. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED S' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. B. THIS DETAIL ODES NOT APPLY TO STRUCTURAL GABLES. DIAL. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. IDd AND 16d NAILS ARE D13I'X3D' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12'0.C. 3.8-10 5-6-11 66­11 11-1-13 2X4SPa3ISTUD 16'0.C. 3-3.10 4-9-12 6.6-11 9-10-15 2X4SP431STUD 24'0.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12'O.C. 3-10-15 5.6-11 6-6-11 11-8-14 2X4SPz2 16'O.C. 3&11 4-9-12 6fi-11 108-0 2x45Pd2 24,O.C. 3-14 3-11-3 6-2-9 9313 - DIAGONAL BRACES OVER 6' - 3- REGUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REOUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH SOd NAILS G' D.C., WITH 3- MINIMUM ENO DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING (2) - IDd NAILS 'TRUSSES 0 24' OZ. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON MWFRS. DETA FEBRUARY17,2017 I T WIDTH 2XIBRACEEON Y IL STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL T-BRACE / I -BRACE MUST COVER SOX OF VEB 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 M946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / 1-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIEO CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 1-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 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRVRY 17, 2017 .4 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1ROOFTRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 349461 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE T72409A010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, 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 (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - IOd SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131, X 31) NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - IOd NAILS (D131' X 3') i BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - lOd TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 4' - � WALL STRONGBACK r (TYPICAL SPLICE) � (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' W000 SCREWS (0.216' DIA1 INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -.NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.__-ALCOVABLE-VALUE-SHALL BE THE LESSER -VALUE -OF -THE -TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) CIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 U o .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 p J .131 75.9 69.5 60.3 59.0 51.1 N[]� 81.4 74.5 64.6 63.2 52.5 wi VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (D162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60• 45.00° ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FVT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS rvFNEAR SIDE FZVFNEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS ANGLE MAY VARY FROM 30' TO ED• NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 -A A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 n2-069-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 I� .162 72 58 39 37 25 J 2 CD .128 54 42 28 27 19 Lo Z Z O .131 55 43 29 28 19 LI .148 E62 48 34 31 21 J N 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 .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. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3299 WITH SPF SPECIES TOP PLATE FOR VINO DOL OF L33: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF L60: 3 (NAILS) X 37 (LB/NAIL) X ISO IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN BRAVING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. •�� USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: r TOP PLATE OF WALL VIEWS SHOWN ARE FDR ILLUSTRATION PURPOSES ONLY :L NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1.5 x 4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS -'- MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April %1, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIEBLVD. FORT PIERCE, FL 34946 772A09-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 Altho y T. Tomho 11L P.E. <800S3 4451 St. Lucie BWE. Fat Pi_me, R 34946 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) r MAXIMUM FORCE (LBS) 15% LOAD OURATI01Y SP OF SPF HF 2X4 2X6 2X4 2%6 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 260E 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 29DO 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE.ANO GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2%4, THREE ROWS FOR 2X6) SPACED 4' OZ. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. - THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C X b tpl '�2 Lt i BREAK • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THE REQUIRED X DIMENSION FROM ANY PERIMETER AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL I5 TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THAN OR EQUAL TO BREAK OR HEEL JOINT (SEE SKETCH ABOVE). FEBRL*RY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A, A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 n2dD9-101D TRUSS CRITERIA: LOADING: 40-10-D-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IDd COMMON WIRE NAILS (14B' DIA. X 3') SPACED 6' D.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' 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 TD INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES