The URL can be used to link to this page

Home My WebLink AboutTRUSS PAPERWORKA:F LbR I DA-,Q,OR PQ RATI ON. NN�O SGPg�I ou�'�y St �'uG\e G 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING -11111401=1 PROJECT: COUNTY: MORNINGSIDE ST LUCIE LOT/BLK/MODEL: LOT:64 / MODEL:CAYMAN 1763 / ELEV:B1/ GAR R/ JOB#: 75520 MASTER#: WRMSCMB1L15X10 OPTIONS: COVERED LANAI 150 SQ FT (NO VALLEYS) 4 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1®OF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMl31 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: FBC201014 Design Program: MiTek 20/�Q ¢� �� COPY � 11� n� Wind Code: ASCE 7-10 Wind Speed: 160 F 1 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 8130/18 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 8/30/18 16 A0119504 C01G 8130118 28 A0119516 HRA 8130/18 5 A0119493 A05 8/30/18 17 A0119505 CO2 8130/18 29 A0119517 J5 8130/18 6 A0119494 A06 8/30118 18 A0119506 CO3 8130/18 30 A0119518 J7 8130/18 7 A0119495 A07 8/30/18 19 A0119507 C04 8/30/18 31 A0119519 J7A 8130118 8 A0119496 A08 8/30118 20 A0119508 CA 8/30118 32 A0,119520 T01GE 8/30118 9 A0119497 A09 8/30118 21 A0119509 CJ3 8/30/18 33 A0119521 T02 8/30/18 10 A0119498 AA 8/30118 22 A0119510 CJ3A 8130118 34 A0119522 T03 8130118 11 A0119499 All 8/30118 23 A0119511 CJ5 8130/18 35 A0119523 T04 8/30118 12 A0119500 Al2GE 8/30/18 24 1 A0119512 I CJ5A 8130/18 36 A0119524 T05 8130118 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 state of Florida is February 28,2019. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solelyfor the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attimes as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents') are specialty structural component designs and may be part ofthe projects 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 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. SERIAL #: .._ .11, Rlg.BCA2210000 00004C 12 87 DF Page 1 of 2 A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMB1L15X10 No. Seal # Truss Name Date 37 A0119525 T06 8/30/18 38 A0119526 VM03 8/30/18 39 A0119527 VM05 8130/18 40 A0119528 VM07 8/30/18 41 STDL01 STD. DETAIL _ .8130/18 42 STDL02 STD. DETAIL 8130/18 43 STDL03 STD. DETAIL 8/30118 44 STDL04 STD. DETAIL 8130118 45 STOL05 STD. DETAIL 8130118 46 STDL06 STD. DETAIL 8/30118 47 STDL07 STD. DETAIL 8/30118 48 STDL08 STD. DETAIL'- 8130/18 49 STDL09 STD. DETAIL 8130/18 50 STDL10 STD. DETAIL 8130/18 51 STDL11 STD. DETAIL 8/30118 52 STDL12 STD. DETAIL 8/30/18 53 STDL13 STD. DETAIL 8/30118 54 STOL14 STD. DETAIL 8/30118 55 STOL15 STD. DETAIL 8/30/18 56 STDL16 STD. DETAIL 8/30118 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 Truss Type Oty MORNINGSIDE RMSCMBI L15X10 A01 Roof Special 1 [lY 1 �RENAR A0119489 Job Reference (optional) n-i moos I susses, rou rlerce, rc .w D, aesign v-aitmss.com 6.00 rl2 4x6h- 4x6 G 5 4 3x4 i 3 23 3x6 = 4x6 = mun: a-zius May it; 2Dla Pont a.Llu s May la 2ula Ml l eK 5.6 = 5.6 = 7x14 MT20H5= �6 f^ 6x6= We -7 - 8 3x6 10 3x4 C \\ 11 4. O Sxe 3 7x14 MT20HS-- 12 J'-i0 MT20H6-- 3.00 12 16 22 1] 15 14 2,4 11 20 II 3.6 = 1.5x4 II 6.8 = Inn Thu Aua 30 16:53:02 2018 Fees 1 3x6 = Dead Load Dell. = 518 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.71 17 >641 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.30 17 >350 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.98 Horz(CT) 0.76 12 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight:234lb FT=10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T4: 2x4 SP 240OF 2.0E BOTCHORD 2x4 SP N0.2 *Except* 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 no pudins. BOTCHORD Rigid ceiling directly applied or 5-0-0 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 = 1482/0-7-10 (min. 0-1-12) 12 = 1482/0-7-10 (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 (lb) or less except when shown. TOPCHORD 2-3=-271611647,34=-4515/2570, 4-5=4439/2579, 5-6=369012112, 6-7=-3643/2109, 7-8=-624713440, 8-9=-7597/4126, 9-10=-2076/1389, 10-11=2156/1372, 11-12=-2692/1630 BOTCHORD 2-23=-130512374, 5-21=-257/518, 20-21=-199914064, 19-20=-3014/6320, 18-19=377477833, 8-18=1026/2283, 14-15=-1299/2350, 12-14=1299/2350 BOTCHORD 2-23=-1305/2374, 5-21=-2571518, 20-21=-199914064, 19-20=-3014/6320, 18-19=3774/7833, 8-18=-1026/2283, 14-15=129912350, 12-14=1299/2350 WEBS 3-23=11567767, 21-23=-1464/2649, 3-21=-659/1598, 6-20=-1689/3032. 7-19=664/1413, 8-19=-264211325, 15-18=-1088/2335, 9-15=1105/529, 11-15=571/501, 11-14=0/265, 9-18=2924/5988, 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; VuIt=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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=347, 12=399. LOAD CASE(S) Standard x Ilb,tla ryYr r.•u lfr:0^�561'I[Oflj NaiiRW l[[nitlY{ImlmljlT4'lxan mrdm le4rY PP A dadnmm 1. b M ARC'-.dsnmrl.ivbm lltAe Y Y' Wn�tlt.vw4vMIDP aI pl' mmld+Irr AdbnCCM,tl111e1mrbq,tTaell. Fv6l6tiv+YMWuv{IDC.Pw uNltl r'tl AY uiny WlgY dr f»ielnallMe,MRO,tll ne l+.l »ten m/ml4nxmu. »meml Anthony T. Tondo 111, P.E. N tleelmk hY nMmpiblmtlhim.trCm,ataed,g4mhl+WgW�. dMmtlMICM1:Jdb.tl AY a4dlmlhml mtltrlwrmw.»tlMim�WmllKq 9'mibvlYr.IwemM1nnabi.qd s80083 Yre}Y,eevtlferne. ttiveimMetrllRem6puutNµJe•iF.WeglmµnWgM.v LYµWldhlxvlllnvitivwelYpmipJU Y.ImYnm�,nlmA'dtvlvci(bl.n fepe,ImfMq�nprNlmtrntline,em 44515t. Wrle Blvd. ,4 IA.tlln6emgemuwbmdlhtlllenMdniffitnrsbmlq'm,elCtblb+p0e-1n1 f 6nnerivrkleq lemadmmsemlA»dmllll Fan Pierre, R 34946 G 110161641fedhi;... Anl6ve L1vm6v111.Pt. Pe ,vdvmivvollliUvmdm,leve Ivrvtiis ivlilAedxnlvdl6e mnev missiwM1vmA-I ledBessrlv�M1vv LlvmlvlO,PI. PPn P P 1 i ie Y Job Truss TmssType Oty Ply A0119490 WRMSCMBIL15X10 AO2 Hip 1 �RENARMORNINGSIDE 1 Job Reference (optional) D A-1 Roof Trusses, Fart Pierce, FL 34946, design@altmss.com Run:8.210s Mayl82018Pdn1:8210s Mayl82018M0 6.co 12 7.6 11 2x4 II 5x10 = Ina Thu Auq 30 16:53:03 2018 Deed Load Deg. =12In 18 17 14 13 12 3x6 = 46 = 2x4 II 2x4 II 6.8 = 1.5x4 II 3.6 = LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deb Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.51 14 >896 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.99 15-16 >462 240 BCLL 0.0 ' Rep Stress Ina YES WS 0.93 Horz(CT) 0.56 10 nla n/a SCOL 10.0 Code FBC2017/iP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP No.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. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2703/1619, 3-4=4181/2350, 4-5=410612368, 5-6=4156/2478, 6-7=-548412973, 7-8=-5430/2965, 8-9=-2056/1382, 9-10=-2556/1526 BOTCHORD 2-18=1276/2361, 5-16=-1901256, 15-16=-155313453, 7-15=-283/281, 12-13=-115712198, 10-12=115712202 WEBS 3-18=-11141726,16-18=1428/2649, 3-16=492/1316, 6-16=-5361734, 6-15=-1081/2362,13-15=-105812407, WEBS 3-18=-1114f726, 16-18=-1428/2649, 3-16=492/1316, 6-16=-5367734, 6-15=1081/2362, 13-15=-105812407, 8-15=1904/4121, 8-13=-1174/422, 9-13=-625/541, 9-12=01330 NOTES- 1) Unbalanced roof live loads have been considered for this design, d 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) 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 100lb uplift at joint(s) except Gt=1b) 2=335, 10=335. LOAD CASE(S) Standard PLATES MT20 GRIP 244/190 Weight:2201b FT=10% r.q mgxr nuwem3vnC'Nn}u SwOiLlllr}1['i, F ld<1 x1T' nrr „cl'y IwfY. A YmdrtNW r, 1. y,a y(I[.:.:a Wrll hnti.uln ua menme, saN err& } w umurlatt 18q wwnenn tltl t t M Lr a w.Mmf w mv.er p..r++fm+ _ rtwdlnvl lOM1nry watM1t Anthony T. Tom6o II!, P.E. d d'.,flrtM1 IA fe Wrrhl./MOn f NtY MISIM1q InT h d C!6 IYWIR .•k II+.I 'I'9t Itl 1WdmMtl tlNi t\Nf9 VfR 9 w'r99 dkf 9il9lh4 ! W.I LB00,3 4M rhf{nn d fR M¢L .YM bIpO'lbr d Itl x04Wg4ila+'yhhW gY1MifINd111e WWA y o-M .d nllaiufl r.ImM1a"Iwnnnrvl.no-.rw lm:a,e,..r:rfdlmsx„a,....:n gg51 SC Wcie Blvd. i .lu41d11 LMy,erl M-mleglldll b Irin.,&.gmehICI4111g1egn 1. 1f*fgnFlf lMlq tp�axl mtaMMnilll. Fort Pierre, FL 349G6 bpligdi®101GA 1[edLnsses-InNvepLivmdv 111 rl. fep�.lsaiveebl lroNNml, vverlmm,rspml lnH.ndvtl Ne mnmrermnfoll enAlAevlLmus Aedvell.lvnlollldL Job Truss Truss Type Oty Ply RENARMORNINGSIDE WRMSCMB1L15X10A03 Hip 1 1 A0119491 Job Reference (optional) A-1 Koo, trusses, ron -terce, rL J4 b, deslgntga l wss.Cem 6.00 12 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc, Thu Aug 30 16:53:03 2018 5x6 = 2x4 II 7x6 // 19 18 15 14 12 3.6 = 4x6 = 2x4 II 2x4 11 8x8 = 3.6 = 1.5x4 II 3x6 6-r121I 9I 38-0-0 -11 -010 2-2 99--055I 7 655$ Dead Load De0. = 71161n Plate Offsets _(X Y)- [4:0-3-0,Edgel [6:0-3-00-2-0] [8:0-1-12,0-1-121 [9:0-3-0 Edoe] [14:0-2-0 0-2-e][16:0-2-12 0-3-O][17:0-2-8 0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) -0.39 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -0.82 16-17 >555 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 224 Ib FT = 10 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T7: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3,W7,W6:2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied 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 Horz 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2701/1638, 3-4=-4183/2394, 4-5=-4111/2412, 5-6=4198/2578, 6-7=-3873/2180, 7-8=-3837/2173, 8-9=-1915/1300, 9-10=-2563/1551 BOTCHORD 2-19=-1292/2359, 5-17=-265/347, 16-17= 1354/3171, 13-14=-1184/2207, 12-13=1184/2207, 10-12=118312210 WEBS 3-19=-1111/732,17-19=-1442/2643, 3-17=-519/1323, 6-17=-791it 010. WEBS 3-19=11111732, 17-19=-1442/2643, 3-17=-519/1323, 6-17=-79111010, 6-16=461/1183, 14-16=-1288/3106, 8-1 6=1 494/3533. 8-14=-2174/826, 9-14=-721 /619, 9-12=01359 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 GC Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a I O.O 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 2-0-0 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 Qt=1b) 2=350, 10=350. LOAD CASE(S) Standard 4uq neaarc BYI a d tlnCi Nt R('inululvL rdsrt4lm[lllmtXl rcn,:tres ,P1Ni w..1a6Xapi tl Pd Pd M'IFF I Oe }x .,ylfFv�ddrn=A.i d! rt Xh u - uq ..a x mo y WlumaTpYi IdF Ikb1ApF Ill l M npeep SpbEIX ,rrW OaagRl p,w4Weapa:lOR Pq °•gq{.e'gl1•y�uI MIA.dX pdd �l llYatl glWnh. NelLl W` rM 1 WNNI 's6Y Anthony T. Tombo 111, P.E. egautlkllml5 NbXul d r.�bintldd,v h0 qap dIN MXn. dabggdW.44.bdWlt Yx1 q WAI.I F xtld TpdmOd! q1t PLdl laim q. IIq al> �w k d � 80083 4{nlyM{e Mfg 6Nfleu dl[q Wdl xmlyCom ddwvq[mlma txvdml4YfI4M1dJ111Xd W1 NRNLPnd Pq lnlpwfe«yWfan�fbzlg4l:n WUPe,l n,M119a`"wli n, s,'kgaiu 44518t. Wde Blvd. Ilmlurdndlra9emaPad!ps.mglldlvMdd el 0 �.Inss AWQa,nipldld1a11ec+m 1'nISI[Iagm2vlklWp W@sYedtu Inrd.AXlnl" Fodl Pie., IT 34946 - (v hl®1GI6 AI fvvlhvnesdndov Llvm6v IILP.E..Pe IWvaiavvBlnlovumenl,ian Imm,it IoM1idilydwllEvNAle.uoev emivl%Mhen Ally ILun �F.@on.IJnghvO Pj..,- _- - Job Dry Ply A0119492 WRMSCMBlL15X10A04 �Truss �Twss`rype Scissor 1 1 �RENARMORNINGSIDE Job Reference (optional) V A-1 Roof Trusses, Fort Pierce, FL 34946, design@alimss.com Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:04 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-aSAOM1g4Xsl ~T?k_V6x7LRbyYM3Ll?cMgWOyicZD 2000 1J-0 1 >-2-1 12-11-t2 t80-0 a 2504 369-15 38-0-0 39+0 7-2-1 59-11 I 1-" 5�-0-4 59-11 I )-2-1 —Idd 6.00 F12 STOPS= 1-0O Sxb = Dead load Deb. = 9/16 in 5 6 1 f 5x6 i m12 o� 4x8 1.Sx4 -- 15 14 3x8 MT201-!S� 3x4 � 3.00 12 5x6 O 4 7_ _ 1.5x4 8 13 1 Sx12= 1 12 1 1 axe MT20 3x4 � 1.5xf J4 11 1.50 11 1.5x4 11 5.8 c 1 sx4 11 4.811 3 M5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) /deb LAI TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) 0.64 13-15 >845 360 TCDL 7.0 Lumber DOL 125 BC 0.84 Ved(CT) -1.0513-15 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.64 9 rue n/a BCDL 10.0 Code FBC2017rFPI2014 Matrix -MS 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 or 4-7-12 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 = 148210-7-10 (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 (lb) or less except when shown. TOPCHORD 2-3=4679/2796, 3-4=-4312/2515, 4-5=-3133/1773, 6-7=-3133/1773, 7-8=-4339/2540, 8-9=-4664/2815, 5-6=-3005/1785 BOTCHORD 2-15=-2389/4236, 14-15=180213597, 13-14=-1797/3633, 12-13=-1799/3634, 11-12=-1812/3599, 9-11=-2406/4248 WEBS 7-13=8181756, 7-11=-272/634, WEBS 7-13=-8187756, 7-11=-272/634, 8-11=-328/457, 4-13=-816/750, 4-15=-268/626, 3-15=327/476, 5-13=-639/1239, 6-13=-638/1238 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 OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except (t=lb) 2=363, 9=363. LOAD CASE(S) Standard PLATES MT20 MT20HS GRIP 2441190 187/143 Weight: 205 Ib FT = 10 e vq rvrve. s• Rll W-TV18(Vhllj9M 11Txir(A.9INCn{lutl(Glu•lm FMru {Yrianr bvNd*, I Mrp qlk^. R{.rrl k4rt41 uar .adrn,Renv Old eme Y nr mminl NrR WI mI>oub.dd lr,nn,Mml9e.`r ,xgmgerw mmrxm rvd ptl erg. vl nn Irb 1 1 ewN mlm.h wlvl§!"Rtlm p edr u44ep Mthony T. Temho 111, P.E. M dErl 6. IWMX6 Wveuptla4.n aery s,4'NW bMIIYR,?+. h tl Ixv,Y Ie M1YAM !MI 19Y dY1WW mkl1 f i Y94aRf�LL9 mkMmdlrv4tlY4d.W tl -80083 h {+irlhtgx frt Mu. aPPSu.wvalWnl bl'v9mv14ddx NV MRq rrrymn Wir,G. GNpllnblhrd imfW K.,Ol,xrPu -e NPrt Ir1eNtn tins WOlKNbin.Rvp,ln.pnmh}eaellm[rslRn.nk,i 4451 St. Wcc Blvd. ee.ulAuMeeusmrpetlgae.mglrtllrNnma<t rrclnu v; qnn lr WlaRYywpe taS .ty rei u>q lL,yi.>•Iknv,nrtl.dniHl Fort Pierre,R M946 (eppildl®}014AI feiltrvssez-Amtaef LlomAdlhlA. leprodomov dllisd4noer.4iooq Mgisp�oAil'N46neeNtle aineapRmnwrhan Hl lodlnars-AdrtNert.T.Aill,/.t. Job Truss Truss Type cry Ply RENARMORNINGSIDE WRMSCMBIL15X10AO5 Scissor 2 1 A0119493 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 4x8 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 6.00 F12 5.6 = 5x6 O 12 6%6 = 14 13 11 0 3.8 MT20HS-- 3x8 W20 3x4 3.00 12 3x4 1.5x4 II 1.5x4 II 30-9-15 Inc. Thu Aua 30 16:53:04 t.Sx4 7 1 N "a 9 ro 5�i4 I I Sx8 1.5x4 II 4x8 // Dead Load Dell. = 9/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.07 12-14 >425 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.65 8 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight:1981b 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 Right: 2x4 SP No.3 BRACING - TOP CHORD 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 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) 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4676/2810, 3-4=-4314/2537, 4-5=-3129/1785, 5-6=-3129/1785, 6-7=4341/2562, 7-8=4660/2828 BOTCHORD 2-14=2402/4233, 13-14=-183113605, 12-13=1827/3640, 11-12=182913643, 10-11 =1 84213607, 8-10=-2418/4245 WEBS 5-12=1278/2430, 6-12=-8501786, 6-1O=262/633, 7-1O=319/445, 4-12=-848f781, 4-14=257/625, WEBS 5-12=-1278/2430, 6-12=-85Of786, 6-10=-262/633, 7-10=-319/445, 4-12=848/781, 4-14=257/625, 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 Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 73 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3 All plates are MT20 plates unless otherwise in icated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=369, 8=369. LOAD CASE(S) Standard xueqRme4xn16' d'lllYilrS!njffllll}alilLrJM5Lf5�[nlEtlAxj 0.iTLflLr-w%(1'W Ie,EihugpntlmMrzlMrcndl NpLni�y(R4jmdIMYl.IsbgilW llxb Odntvk wtl GeNP } tl1,Yummm%✓mh,iNYM1TA,wNrLbe4m Orvpfyre0 SVMifbP.-'�idudugl®nirnul, vntlb rd+megSe h!rtM 11AfY0Ylv'ptl4[ef 1, litl'in4f lWvp.�1F111.P spiuWyMr id4i Mthony T. Trn— ba lit, P.E. Nad4Y1m Y�Nknhd�upmJntldPev dO.dl,+seh xx ddYgbnr Y.emtli IC.44'mlf W1 xyM,mfiRl l�ynddd101dmiW dYhimiYl,fig4l�vhq W1,'lLm IWgJdhh your_«tl �90083 ' dNYgFiNvlfe:,tt.t:ealYwvdi[4WM1vn..fmrweuu vd4iY�Inrarm�SvibmW NY'rY MliRgltll :tiv,NYlrwdplm Rl Nmsfi uryUMedbndfilmfMgar..l.nfMAfryevmfl sesnertl,mar 4457 St. uric 91w. Ite,tulNAlleLH'm9xlge+ucy Fdlfnn WUL lhims „svbl[IS4Ya1M{e 1 !Nn�vnd IWLq N[i4#aiMmn,nitatlbnfl � Fort fierce, FL 34946 ..(eppiph07¢I6d4¢velLmeo- Anlbveyl.7vm6e11V.L.¢eprd.nivv ddlsrvowum,uvy6fgivpmFpdvE.nEmMunncepmm�sivehwA�I ¢vAinssn-AvdveyLiomkv111,P.L _ _ - Job Tmss City Pry RENARMORNINGSIDE A01194I WRMSCMB1L15X10 AO6 �Twssrype Scissor 10 1 Job Reference (optional) '+ A-1 Roof Trusses, Fort Pierce, FL 34946. design@a1 Wss.com 1 Sx4 a Run:8.210s May182U18Ynntd.Z3USMayld ZUlBMIleN 6.00 12 5.6 = 5x6 i 12 6.8 = 14 13 11 10 3x8 W20HSs 3x8 MT20HS_ 3.4 3.00 12 3a4 3 1.5x4 -- 7 4.8 s 9-104 19-0-0 28-1-12 38-0-0 r 9-10-4 I 9-1-12 11-12 I 9-10-4 Inc. I nu Auy du IODJ:ua bulb 4x8 Dead Load Defl. = 9116 in Plate Offsets (X Yl- [2'0-1-14 Edoe](4:0-3-0 0-3-01 I6'0-3-0 0-3-01 f8:0-1-14 Edrel LOADING(psl) SPACING- 2-M CSI. DEFL. in (loc) Well L/d 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 OS4 Vert(CT) -1.10 12-14 >416 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Hocd(CT) 0.68 8 We We BCDL 10.0 Code FBC2017/iP12014 Matrix -MS Weight: 175Ib 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 or 4-7-7 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 = 1482/0-7-10 (min. 0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Harz 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. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2809, 3-0=431412536, 4-5=-3130/1786, 5-6=-3130/1786, 6-7=-4314/2551, 7-8=-4676/2830 BOT CHORD 2-14=-2401/4233, 13-14=1832/3605, 12-13=1827/3641, 11-12=183213641, 10-11=1837/3605, 8-10=-2423/4233 WEBS 5-12=-127912431, 6-12=-848f779, 6-10=-254/625, 7-10=-318/464, 4-12=-8481780, 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=139; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 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 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=lb) 2=369, 8=369. LOAD CASE(S) Standard feq.f-NxMgMr ru•umC rJrxlemti0. a NrtyM,t YlCrm1a.l 1a Mn N+ pa •,M ai llfB xy nm1 M1`IfulaMSr[roaOCS.ns1'J (Pl:T YlilaxM1. § paWi. l If prgnift 4u[u0 uwmaIt," o I WTr m.R .I,-.alal.v'{., p wq twltq Anthony T.Trnho Ri, P.E. dwtllWl M1g1lM1 lbhrtywueW tlnpm�4P.xi.. Mletl blJr rq,q 4x' tlhlC.bR 10eM1-a;Mea3rM1l.ltgR tl6NJNnF+M dWi tltlGgW; q s011P rxx.nlnl.m. 4x a 10083 ' Atl INYaiOnP d(R.tM Y'eat#MYMMMIY WI'nmf4i4ierY WLLgt Meyl tl ANI'NMh1ANW1 tiu.NYpn,lpine lhl k.'a,Y ntcoif,n,ixlMWiRflnlduPx.l.rtt&,PUPxrtellnsYaYM1v uY.t ! 4451 St. Lune 694 rsealultliMlna491.PItlwuM.ghf PWlwtl�Q littm A'a.x.x kRlada.l N, 1 �fma[gn r Iliaq NumniYonmlk dklnl. Fod Pierce,R 349<6 6ppri,b0NdAI lvdtnnes-WI.Y1114.111.P.E. Pspmd.qla.dehly;vmvtmeglmmilptelTnedxinvmle+Imes permrtnlhenkllvofL..... Smrl.inEvlp,L[. Job Truss Truss Type city Ply RENARMORNINGSIDE WRMSCMBiL15X10 A07 Roof Special q 1 A0119495 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com 9t Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries. Inc. 7x6 = 6.00 12 17 16 "' ex' n 4x10 = 3z6= 5x6 = 2xI It 1.5z4 II 3.00 12 3x8 8x8 = 1.5x4 II J �o 30 16:53:06 2018 Dead Load Defl. = 318 in Plate Offsets (X Y)- 14:0-5-0,0-3-01 15:0-3-12 Edael 18:0-0-10 Edge]111:0AA 0-3-81. (14:0-5-12 0-0-41 (17:0-3-0,0-1-121 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.44 10-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.8210-11 >559 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.46 8 n/a We BCDL 10.0 Code FBC2017rrP12014 Matdx-MS Weight:220lb FT=10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1,T4: 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' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 - BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD 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 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) 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2635/1604, 3-4>2700/1747, 4-5=-182211250, 5-6=3652/2302, 6-7=-3743/2165, 7-8=-4677/2738 BOTCHORD 2-17>1233/2283, 4-14=3131657, 13-14=125112421, 6-11=276/340, 10-11=2329/4220, 8-10=2326/4219 WEBS 3-17=-467/341, 14-17=-1125/2283, WEBS 3-17=4671341, 14-17=1125/2283, 4-13=10331798, 5-13=-413169, 7-11=850f751, 7-10=0/293, 11-13=-665/1840, 5-11=-1595/2992 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=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and" Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001In uplift at joint(s) except Qt=lb) 2=365, 8=367. LOAD CASE(S) Standard 4mqPwYRmnN h'LlnGmlSlnrfNll}alilltltl{t[XSII[Y{InIOYpnI'1111[Y-rxlf Ma lrYltr Al Y Nrtd,Mwnl f&tr Xenq lF';r1&IhII.IpYP112Mn YTN.. OtlnldM Opl tilW.al dI,111mmrIYn 11,N.e1bbIMnFW11 Yfi6. 0.4e tl.4HlY�vtlw llH Pmrt nHn�IMPdw,6 PYY+JRWmJ.[&+sjelan JymJOEllppN{M Ib13tc{ Ip�m.4dq +mplry Anthony T.T, o111, P.E. ,dmdlo lm Sgted: -6 M'MNIh0. m0 rrtdd u•YMgYpw [eMnphllt Of5Y1MW1 u1y, ai mi.MR d4 o0eln.mY,wdtl.Imu6lrtglzG; x9dolMYd lRiYamJw+tbd '3U083 I MMYepMRtl(rt',neP wM hRVd I w1M'JnN ItlM(Ylww YeRt4 'M11f 1'MiSJ1+IYdN1 'L WMIm p1 41 Y.a :,n1e+NaInIMIpLInR 1 tMpFyarnll re,Eet q4y 4451 $[. Wd^BIVd. rtnnYldmlll mml7,d "nig111rld p SretnY -_ gam1 FI61iJei MTn l tnRe tgv,v[ (Mfq NqY i! IdrddlM1l Fart Perre,FL 34946 .ppi2h102016 A I 0 t1 HAIR r1 Iv 6111 VF_QrQ_d-o ollEMamerte� g1,,fp d6iledw Mvm)11 neepelmni lPLeaA lBlollr ues 6vthve hmEoIII, P.L 1. Job Truss Qtv Pry RENARMORNINGSIDE WRMSCM61L15X10 A08 �TmssType HIP CAT 1 1 A0119496 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aItmss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:07 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-?1sX_2tygn7ZmNa2glYCZIrEo_9ZLjBiabK7jyicZA 20-11-10 1-0fl YI 1 12 68 2JI 3b1 AM61111-11-7-1411-10 145dd 5-bd 1Ae 6.0012 5x10o SX8 II 20 19 to 41t4 11 3z4 = bx8 1.5z4 II 3z6 = fizfi = 3z4 I 4z10 = 3.00 12 8.8 = Dead Load Oer. = 318 in LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) /deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(L-) 0.48 12-13 >957 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.90 12-13 >507 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2017trP12014 Matrix -MS Weight:2461b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3'Except• W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 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 = 1485/0-7-10 (min.0-1-11) Max Horz 2 = -159(LC 10) Max Uplift 2 = -359(LC 12) 10 = -362(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown. TOP CHORD 2-3=-2721/1649, 3-4=-2695/1686, 4-5=-1883/1280,5-6=-1590/1234, 6-7=-3886/2415, 7-8=4665/2990, 8-9=4517/2737, 9-10=-1689/2737 BOTCHORD 2-20=1302/2377, 4-17=-225/587, 16-17=-1222/2400, 15-16=619/1610, BOTCHORD 2-20=1302/2377, 4-17=-225/587, 16-17=122212400. 15-16=-619/1610, 7-13=518/621, 12-13=- 16771364 1, 10-12=-233314230 WEBS 3-20=266/250, 17-20=1175/2215, 4-16=961/733, 5-16=300/626, 5-15=-271/106, 6-15=-1340/496, 7-12=-839/889, 8-12=-345/505, 13-15=-814/2158, 6-13=-1832/3531 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 6t between the bottom chord and any other members. 7) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ih uplift at joint(s) except fit --lb) 2=359, 10=362. LOAD CASE(S) Standard cv..q,nwn.t.,u. ain[Ins6rmn}nry�tw6r[bm[osam7t(em nr 1! rpxYrp,.smum[an.n,l n�rnlr.n1��14:mw11 anr[.ul ar w etr. extl alav y m ,:mrmisx ua4 aroalounwml. binarny, l,pw(u F ^§4srSxvw lvr r m YmpY,me,q.pvrrzywlvgk M1l pawul l rm+ rmo p.ml >ml_'k 1 .x, ud Imev a4x1 An;heny T.Tombo III, P.E. ".A6oI iminl:y h'1aYlY1 Y W-bOw'srh Jai YrldlyM,q 1 m0oL, wo,YNbr'.1,¢i0.1'h9AJlhIW tln.6,N tl LYglrnq gtmwM lM9JRNh H qY d80083 ' hlaYailnry4 vlftf',h 1' mwl.blMW MlreLutWOJJM1 F .4W9[wHmN k, 'M1Y'IM YMI)I6,YWIneMnN4poYPJ b'I43 :t.n,F"^a:.n„o. MvniWl IPYn .I m+k,a,,IxumllnuYx�xeuvkft U515t. Wrla Blvd. t'mlluN11149myxtl.w.mlSgMalryMwsS,f rplm. [qwiltlLlM1UYylnan InSyvaFgnmier4YagN yJ-yiY:mo,nWwianll � Fort Victe, FL U946 G hIm701AbIfwlLnus�AelAv Ltem6v lk❑. & mdeaiev eltlB Avmnem,ma Imais wA3nedrYhn0e amen mmilGwhrm A -I PaolLma�Aemvn Llempvlll, P.[. Pvh et P 1 F F f Job Truss Truss Type Qty Plv WRMSCMB1L15X10 A09 HIP CAT 1 1 �RENARMORNINGSIDE A0119497 Job Reference (optional) AA RoofTrusses. fusses, Fort Pierce, FL 34946, design@allmss.com Run: 8.210 s May 18 2018 Pont: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:08 2018 Page 1 ID:Id_0OXyyT61Bi_TXo ljwHHzefvK-TDQvCOtbb5FQOX9EEa3RGnl l zCl DlnJKwEKuf9yicZ9 6.00 12 5x10 0 5.8 II 3x4 II 19 18 ,. 3x4= — —.1 3x6 = 6x6 = 30 II 1.5x4 II 8 pp 12 4x8 8x8 = 71c8 = LOADING(psf) SPACING- 2-041 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.53 11-12 >861 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.0311-12 >443 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.63 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 *Except' B2,84: 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 2-8-6 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 113 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 Hom 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 9 = -349(LC 13) Max Grav 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2728/1635, 3-4=2684/1656, 4-5=-2044/1363, 5-6=178311297, 6-7=-3589/2235, 7-8=3752/2106, 8-9=4708/2721 BOTCHORD 2-19=-1293/2385,4-16=-2561571, 15-16=-1169/2366, 15-30=733/1782, BOTCHORD 2-19=1293/2385, 4-16=-256/571, 15-16=-116912366, 15-30=-73311782, 14-30=733/1782, 7-12=-231/391, 11-12=-2324/4260, 9-11=-232014250 WEBS 3-19=-263/256, 16-19=-1200/2207, 4-15=-812/603, 5-15=-316/617, 6-14=3716/1603, 8-12=-87g/776, 8-11=01281, 6-12=-2586/5315, 12A4=1702/4204 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=138; 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) 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=346, 9=349. LOAD CASE(S) Standard Dead Wad Dan. = 7/16 in Iy PLATES GRIP MT20 244/190 Weight: 234 Ib FT = 10 c.q.nnnn,nyq mono nmafuun}ulq.,inxslmrsnnl[nrq aml. rx rl r amx mI 1 x v1c^'ar/n.�i lw ttrr.0 ulk: Itl •�m�u gam mtx,al bll men,rl. tmc- Immnlu ,l.x rnl n�kuntm*v4 �n MegLMb b, mm i ma q. +q q al hmiy 'w !{I -,tl nix i.r IM nreq P•=hev nAul Anthony T. Tombo I11, P.E. N tldtlnY W1911h �y4lattlm0.,nm0.�it,+k M�tl mIM hP'm GMl an W61 1.,1 WR.I lq -Cm01M WII I.91^dq xq blAE Mhxk{1@kh +a:3un s80083 "51mW i4�Fm1.Y,^zti MahRd tmmpmnyrld IG4br(W lnb 6s+rr2Y 1'tl W%In tlWl M a4pr P1 ttlb. lny,n. p3 [Llndlar 1. f4np4,+en if YaYeYv,r:n� lnmibttlll LAmryM +m�ghmrnnh.bd nanuu f{ rLIS4ial3 I mLq. trwq m4e tlx IiaH01tt1 5L Lucie Blvd. Gpph6i®1�IGd Ifae0mles Wllegf lnmheW DJ. hpd eetebEndenoemynlWu npmh hned.it�tNknna pnmshxh vAl@aolheeus:hmvylANyll,r.G. Fort PPierce, FL 34946 Job Truss Type Oty Ply MORNINGSIDE WRMSCMBIL15X10 �Tnuss A10 Hip Structural Gable 1 1 �RENAR A0119498 Job Reference (optional) A-1 !tool I cusses, Fort Pierce, FL 34946, design@aitmss.com 0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 12 5x6 = 3x4 = Sx6 = Inc Thu Aug 30 16:53:08 2018 22 21--- 3.8 = —� 17.. 15 13 3x6= 4x4= 214 II 166 14 1.5x4 it 5.8 it 3x6= 3.6= 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/defl Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.1313-28 >768 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.60 18-19 >467 240 BCLL 0.0 ' Rep Stress Incr YES WB OA7 HOrz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-6 oc pudins. 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=U-7-10, 16=0-3-8. (lb) - Max Horz 2=126(1_C 10) Max Uplift All uplift 100111 or less atjoirl except 2=-268(LC 12), 15=-205(LC 9), 13=-207(LC 13), 11=-163(LC 13) Max Grav All reactions 250 lb 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 (Ib) or less except whenshown. TOPCHORD 2-3=-144711023, 3-0=-11351916, 4-5=-1065/932, 5-6=8451799, 6-7=-7301752, 7-8=-03/372, 8-9=-521358, 9-10=-60/337 BOTCHORD 2-22=719/1235, 5-20=-296/374, 19-20=-462/952,19-29=-149/412, 29-30=-1491412, 18-30=1491412 WEBS 20-22=707/1118, 3.20=-3241315, 5-19=-486/479, 7-19=-1501578, WEBS 20-22=-707/1118, 3-20=-324/315, 5-19=4861479, 7-19=150/578, 7-18=-919/501, 15-18=-1109/468, 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=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left andright 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 pending. 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 2-0-0 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, 205 lb 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 Dead Load Deft. =114 in PLATES GRIP MT20 2441190 Weight:220lb FT=10% '.ar ,m rxn a+eamvsfs. nu nm:l rt- nrbfontrmlr,exrsrk.a at.r�r.+,x:r rwsnmc anu q±oeimk41,1twtr.le ,.esr. wx.rn cH atx r. wit Imnwxwtraixnx•rl i. M b. '.,c.x}a„e. enr-mwo.+aar+*.r..1=ny«�,b+tr xra-ux qvr xtn.�y r„nlrap r+n lm=1�+++. "� Anthony T. Torrba III, P.E. r 1.0.,1 rceM xe .nw'aa a ao ms ,lmn awxvaye have. �n.auratrar4y reu laer iaata dmrg aai py.anq wn ..rmnep Jmma �r.ia •80083 aau.cnapeat .wa mw �.t...r rm=a.r`.a aaaiealnr.nu,rylan.e.,alumra.l rt.,,•fka.ac ina an.w�mrr„raraalM,uvAs ,n,.�yt,,.,nr mslw.ta 4s 4451 St. Wrie Blvd. . �.>a.try [+nmar-,h.'cm+ d.wnn,rmer-.,.x In l.mya.p� f•wy a w.n. a-yrs.am i� Fm[Pione, FL 34946 (epg.Igua7BI611PnoILm,n INapl lenln6l,lt repiN dmeliLelaomeet:neviM spolilnedxd Itl ropnmurehnlliee4.vat Aetloorl.ieada Yl/J. Job Truss Type Oty WRMSCMB1L15X10All �Tnuss Hip 1 �Ply dRENARMORNINGSIDE AO119499 Job Reference (optional) A-1 Roof Trusses, Fort Pierre, FL 34946, design@altmss.00m 516 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek I D:Id_OOXyyT61 Bi_TXoljwHHzefvK-xP_I 3.4 = 6x6 C Inc. Thu Aug 30 16:53:09 2018 Dead Load Defl. =114 in 3.6 = 7.Sx4 II gza = 3x6 = 6.6 = 3x4 = 1.5x4 II 3x6 = 3x6 = LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.31 13-15 >900 360 MT20 2441190 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 WB 0.65 Horz(CT) 0.02 13 nla n/a DCDL 10D Code FBC2017rrP12014 Matrix -MS Weight:2021b FT=10% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 4-11-0 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. (Ib/size) 2 = 770/0-7-10 (min. 0-1-8) 13 = 1845/0-7-10 (min.0-2-3) 8 = 34810-8-0'(min. 0-1-8) Max Horz 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 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=-881338, 23-24=88/338,13-24=-88/338, 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=550/509, 5-15=-385/689, 5-13=1072/780, 6-13=-771/1049, 6-11=664/250, 7-11=-596/918, 7-10=323295 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; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 fora 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2171b uplift at joint 2, 547 lb uplift at joint 13 and 254 lb uplift at joint 8. LOAD CASE(S) Standard r wn,ua.gdr p 6 r4nGrn9f!1(f[WtT4raStRlxirlP4Ti tls1af10a(aia';:rai3,luri n1,Mr6dPrr..an:drti•ml.� n Y _x yirt�Mmwrt.inr[Lrl Itleu,L,tlhlMnr. Aau:•rr w4 MNO x't rill l:xau rg !£FMbdeipmpN4lsrt,q Bnry,4panp Sprit[ Yn rn p°' nn}mdm pq vm6 grrsr,eu WE%YMI fMsrpolnntyn4,:EeIWnll xrni41.1hlnpnuePw MjNCax wtlrrr Anthony T. Torte 111, P.E. d dtl.irxSgWFgYhrtylxfllPjtlMOn,rMO•v t:aw{tl:er dMllq&,igr,rMm,atllal[S,Ir.W069f YgMe IIM 11:gF dM'M tlmEJImdMLniLNiglvikymgl nyalb,WMr•.I£6fr.y fitl 280083 Ml agrxf�brm,2-L'x.smmrhlW:tlbrmmrmlpdi ItlF.4idglnpm LM1sNr.Gx',m,'PNnWXInW 1W N >famYP�%I : Lnq,aAienel6�fLlnlduPn.l.mp,µLryn irm�Wnu.nin 44515L Lucie Blvd. lrnxddW l�.6sm yw rrysaN96rdl l,navw:,l a,lxmt. F.�emtsl.'a,rwre.xt,•,sW=6m�tlmlxdy mM.u,dr .,nrematrvL Fort Pierce, FL 34946 _ 5pP11 h 010164I Itldlnsus-kl6ur Llmho N.It1r xlpamepirtud=m.m ' P P 4xw71m46peh2drdraheouhr}nouremissian6em6DeolLrsm:ArnmlllwlnN,1.L.�..-_,._.... .. ..-,d-.,-,---_._�_ _�. Job TmSS Truss Type Oty Ply MORNINGSIDE WRMSCMB1 L15X10 Awl HIP SUPPORTED GABLE 1 1 �RENAR A0119500 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc, Thu Aug 3016:53:10 2018 Page 1 ID:ld_OOXyyT61Bi_TXo 1jwHHzefvK-PcYgd4vr6iV8drJcL?5wLCN N105cmnDdOXp?j2yicZ7 r1d-0 11-0-12 26-11-4 32-2-8 I 38-0-0 (39d{7 '1 11-0-12 15-10-8 5-3-4 5-9-8 111p 5x6 = 5.6 31 30 29 28 27 26 25 24 23 22 21 20 19 3.4 = 3x6= 3.6= LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.4716-18 >379 360 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(CT) -0.3616-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 19 n/a n/a BCDL 10.0 Code FBC20171TPI2014 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. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 - 8-3-13 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 Ot=length) 16=0-7-10. (lb) - Max Horz 2=-102(LC 10) Max Uplift All uplift 100 lb 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 Gmv All reactions 250 lb or less atjoint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except 19=681(LC 24), 16=593(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 14-15=-335/528, 15-16=-661 R99 BOTCHORD 29-30=-1501382, 28-29=-150/382, 27-28=-150/382, 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=-149/380, 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=363/528, 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. 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 right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind 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 ANSITPI 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 psf bottom chord live load nonconcument vnth any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 21, 22, 23. 25, 26, 27.28, 29 except (jt=lb) 19=300, 30=116, 16=217. 10) This truss is designed for a veep factor of 1.50, which is used to calculate the Ven(CT) deflection per ANSITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES MT20 Dead Lead Defl. =1/8 in GRIP 2441190 Ili Weight'. 235 lb FT=10% xmy rs,cmrW h@Y C'vIlRSR'T}Ilt4MStfMPINSIP}ICx(IP{114YgNaY..1'kai ¢Y,pY,uvsnlrM,. ernYl Wgln y'B'nNLlpn,tl L".rtl! {troll. Mo. WtdunR�lEB 4iIk d4W R9h.ti!! I._R,glgnrtl yvnyyp,plY,M gGi,y eMxsdtrthnr'ry�.F eys M16uptlsugli Fry^et bl?BwF WI.VI. IYW9'ov.rMLJy eMS? M(honY T. Tw1bo P. E. Nn,tlmiM kgixdq >n:RS BBdmC mB alMmafeN b4YBh#ems w�+WL'maNMWla.Nlu1 tld21}1Nsffd atllsttrlro.isMl oe .Irwws�lk qwn ,re+eiFd Etude mlaYgkaprtelrxlN WCtlt6tl mP9Nir,Daulrl,Im tlMhigrppgfdAW ILS.'y3iNF NN$kn n,dvnMl+{�lrns [Nhp p3,6BnNNnahl 1ngf 4m Wp4wnn,rltYMK e.ia, S Wcle Blvd, Anil. a4,lk B BugeB.pin-gpdpxtenb,B MimWxp15ee6xBim B.xy Aqn B en„ anlWOs n,gMngk «Ira or Ploo. For. Pierce, FL 34916 (appi91:0ID16kl RadimuseriBavrllonEo AI. PJ. IepBd no vlilhdmmm orfum,-,oERiN.aEeoille.IlBen p,Ml ri,e AAiool4mm b5nry1.1vn6B01, P.t. Job Truss Truss Type Qty WRMSCMB1L15X10 BO1G Half Hip Girder 1 [lY �RENARMORNINGSIDE 1 AO119501 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:11 2018 Page 1 ID:ld_OOXyyT61Bi_TXo 1 jwHHzefvK-1o52gQwTiOd?F?upvjc9uPwXIQPrVB6ncBZYGUYicZ6 7-0-0 12-M 1-0-0 i 7-0-0 50-0 1 31 3x4 = i.oxa 11 3.4 = Dead Load can, = 1/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.09 6-9 >999 360 MT20 2441190 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 FBC2017rFP12014 Matrix -MS Weight: 57 lb FT=10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-9-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 2 = 78410-7-10 (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. TOPCHORD 2-3=-1131/309, 4-5=312/175 BOTCHORD 2-6=-331/945, 6-02=-330/968, 12-13=-330/968, 5-13=-330/968 WEBS 3-0=0/678, 3-5=-1151 /397 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); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip OOL=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 noncencurrenl with any other live loads. 5) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=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 110 lb down and 122 lb up at 9-0-12, and 155 lb down and 102 lb up at 11-0-12 on top chord, and 345 lb down and 64 lb up at 7-M, and 86 lb down at 9-0-12, and 100 Ib 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 (lb) Vert: 6=345(F) 3=-176(F) 10=-11OF) 11=-155(F) 12= 65(F)13=-77(F) "Con mxn.,ylq - Lllt a'J xllaT4Hl If1aB[M^AIn1I61]Yta.]V SIL iff4 fTrtrJplo, Jm IAM"qull ATA gR'dM✓rkalt lPtEld LMMb Ytl M1e 9{J @1-au mllommM arrt Imo. EI u9I •0 fx ah6p.�! a, mem +aaamyanad,q.,..I.y ImfA mr ..m MI trod umo y,m IM tir p P ma "*. +^ao9 Anthony T. Tombo 111, P.E. m eats n ywa w.a� axo• do tl xa I..r Aup. w.. a Irt,ba.vllFNi l.YgN<sr Al Thgprx•Yp,'YP d mu eK M,4gYmq+.n amoa rl„m Yrke q.,.Tme a 80083 dlwgpni•mrw .a a, .r.wmnml.rwnrpa r•uy�rsnu m. rcvfw.aahlnmuumnl...aap.�aprm.ttla. :., .I..0 a.rmneuuma.palunrpup.v rm.n:dna.am 4451 St. Lucie Blvd. rselxu,try .ram p ay l..4 ranmtl.0 n,imv4up q arnal f I ,qv r tgtiRaerYosq momJ+A.amatsannu Fort pierce, FL 34946 _6pprirkD p014d IEea.Lour_A.J.ryLlemlr lRll hp�.deo erolovtvmn,maplmmsp np bued.edemhennea pamisr oY64n11In4(Lusn ieR nYI I4g6o04GL— - - - - Job Truss Plv A0119502 WRMSCMBiL15X10BO2 �TrussType Half Hip �QtY 1 1 �RENARMORNINGSIDE Job Reference (optional)+ A-1 Roof Trusses, Fort Pierce, FL 34946. design@al lruss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:11 2018 Page 1 ID:Id_0OXyyT61 Bi_TXoljwHHzefvK-lo52gOwTlOd?F?upvjcguPwZBQMLVI2ncBZYGUyicZ6 -1 4 O 9-0-0 72-0-0 1-4-0 I 9-0-0 ' - 3-0-0 , 5x8 = 1.5x4 II 4x4 = 1.Sx4 II 6.6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.25 6-9 >567 360 TCOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.36 6-9 >397 240 DCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 2 n/a We BCDL 10.0 Code FSC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 -Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-6-4 no bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in71 accordance with Stabilizer Installation aide. 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 BOT CHORD 2-0=-261/294, 5-6=-262/302 WEBS 3-6=34/365, 3-5=-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.Opsh, h=13ft; Cat. II; 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 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 nonconcurrenl 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 100 lb uplift at joint(s) except Qt=lb) 2=128, 5=128. LOAD CASE(S) Standard Dead Load Defl. = 3116 in PLATES GRIP MT20 244/190 Weight: 601b FT=10% r.l llew4r lM RFIne R'iRi"IIe}HI]LRIY131W'iIWS1AltlY1PiT, 11[T rtfl b¢letlk d 4,Yn M1I Ag0. ytl[r^WMAM 1.Iml,tglf lA YM1lm .9tlnRw YY bIDP,a) 4l nmunh LLitr WbhliPbF,Et MTIMr01KWf4 ness+gNOgrm[ aril pv btl gfb'y wuWP(M�Pel pFdt+Pl WebTgtry Wrl'FI.hInP ^P M5 °fit Anthony T. Tombo 111, P.E. N dktln kMl L5l hrtMx:bTdRO, trCrnt,At6 FY h1dfu4nTe h ORRP..10 Wb_ 4nu Y>Ib W K11. tlM1MWmbtl d4T—s hl' 'M9 hfl"k w'r'd 980083 WlrfgW�rx Wfenex avxMW�bRDWrtPWin W{N RMPYIq(vpe WnMaavAVPN6igPIW1W k!rtWkP.e PJ 1.IP }xlen+'an ntbmif4l nl Rapn l.ntMTmm W114Me'en,vr.[ 4451 St. Lurie Blvd. Ifevu4M1:111 fiYNgWwbvSgFNle'n Or6�i neiW 0. fq' 1[In61W Plg4m i - F ignmt IMI1q WpDaelb M.A MI � con Pierce, FL 34946 G MQ7IDIl AI4dLlsses-reao� 1.1omk110,1I. Pe min4 oe ohlslnnnml,moe 41x.rs mi laed64Elxel x101e1 PP'P / P 1 P v.IWlaPnoPA-Ierofnl,Y1 elm.oa.renhln,rl. Job Truss Truss Type Oty Ply RENARMORNINGSIDE VRMSCMB1L15X10803 Monopitch 2 1 A0119503 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 3016:53:12 2018 Page 1 ID:ld_OOXyyT618i_TXo 1jwHHzefvK-L_fO2mw5eKlss9T?TO8OOdSloppiEjUwnlSowyicZS -44064 1200 4 14-0 64 I 5-7-12 1.5x4 II 4 3x4 = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(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 Incr YES WB 0.43 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/7P12014 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 puriins, except end verticals. BOTCHORD 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. (Ib/size) 2 = 51910-7-10 (min. 0-1-8) 5 = 43410-3-10 (min. 0-1-8) Max Hom 2 = 264(LC 12) Max Uplift 2 = -107(LC 12) 5 = -191(LC 12) Max Grav 2 = 519(LC 1) 5 = 434(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. °TOP CHORD 2-3=-599/184 BOTCHORD 2-6=470/484, 5-6=470/484 WEBS 3-6=0/274, 3-5=-552/535 NOTES- 1) 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 Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=107, 5=191. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 62lb FT = 10 crop W.. avmW Ik tln6iaT5aF,p111'tal,lltBWSrI'nill[Sliflir: klT1-nrmNe-L INikvnr + dM nwl-I Xp9 q'IF.ndMlM1nIl lmWgPlldu 11 ML Od :M REN 4eiLtl,m'1 r:ut..ry rn we Imisrnptr,etll.umhnnupuel f m.? w r*d+wums .ve d nd .,d �. nq uers nr p4 f1. c..4„mlWmlw lql tilt rlcLNy n ,", Anthony T. To mho 111, P.E. rN,vdn,I�=S.y N'# ,ryvblAtlM0.+v 68nt,+r Nter Llpu Mq hm-e pfaRlK lbLrdll .IM.l qx dM �4 YnbY dbimt WLgbLe} gW]YY MLxm JSYG. pu}ITZ9a083 ml.xya T..ma..m.l mwr.mrnmalrmnn.lnd Im uenyLy.mv�dlm vlrryWde In.4vn.Im.n.em..�aN ml> :rmF,Nnnmreweul nlmun..tmvwlpu..nml .,u,e,m,.nm "Si St. Lucie Blvd. tlmlul9mupfumgNp...wq Lagnnmb,i Ia Lrm ef9�Itf.Ib Yly[ av, 1 .v.ry:afgam/wI WAq IP,yMaMrmnnldatlol9L Fmt Pierce, FL 34946 -_6pIo,ho7016A 1 feet LrawAdlagLlembcl0.P.L lepminnioedld'nleaew,tooglvm,up:d0tledriWonme •unnpnoieuenbmLIt'd umAe:EmFLlomluN,LC-__.-_-_ Job Truss Truss Type Dry PIY RENARMORN INGSIDE A0119504 WRMSCM911-15X1O C01G Hip Girder 1 1 Job Reference (optional i A-1 Roof Trusses, Fort Pierce, FL 34946, design@al6uss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:13 2018 4.8 314 = 1.5.4 II 4m4 = 3x4 = 4.6 = id bell. =118 in 5 E9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.11 6-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.21 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 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 purins. 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 Horz 2 = 80(LC 8) Max Uplift 5 = -438(LC 9) 2 = -467(LC 8) Max Grav 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=-22851765, 15-16=-22851765, 4-16=-2285f765, 4-5=-26221802 BOTCHORD 2-8=-70112310, 8-17=-700/2334, 7-17=700/2334, 7-18=700/2334, 6-18=700/2334, 5-6=-643/2263 WEBS 3-8=0I679,4-6=01658 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 pat bottom chard live load nonconcurrenl 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 hearing plate capable of withstanding 100 It, uplift at joint(s) except Qt=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 2371In up at 7-0-0, 110 lb down and 122 lb up at 9-0-12, and 110 lb down and 122lb up at 10-34, and 261 lb down and 258 lb up at 124-0 on top chord, and 345 lb down and 64 lb up at 7-0-0, 86 lb down at 9-0-12, and 86 lb down at 10-34, and 342 lb down and 41 lb up at 12-34 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 (pit) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 9-12=20 Concentrated Loads (Ib) Vert: 3=-176(6) 4=-214(8) 8=-345(B) 6=342(8) 15=-110(8) 16=-110(B) 17=-65(B) 18=-65(B) 6 ,In�Yeea„ptl 14 rinf: nLRf(IIII[Ielll,ntW3[PFTI[Il(nlWllaTAr iF[II'd Nf, p tl,d I,1 3,vppf+yQfr ed61EN111WIR11W LMM Y,nM Mtl 4e1W mj nnlY.mr rmN ✓11 Yvon Na.t NgroP. p fw nl[ n „rm n>ce+ -:.. a a n r ryommluvxYwl„-Y, yl 1m m+Yl®«n,.m,lhl bd. p vp, YIgY4a maau Anthony T.80083 Ill, P.E. d utldtl i I I§ hrtaw�blW aRO .4 A.dlr/YdN is MMWcOn9w' hM R C:-a f mil AL 1, 9FlN/Y'40WaYH tlh.t iYlb'!!# O4 WI,9badha9a8NYry :k`h,J J89903 YHfg4nfe alfmnk: L°¢3s,eM YIWWYrmr�imlrMl I W69 tl.1 fYryN„.®n(Y I. J M .,1lrMprbn AllulYnysaSt m!lbtlilwNN,,n,1+IrinpagemuflMs� e;eat 44515I. Lucie Blvd. ArtnulA'.nlr Ns"N4 tlwe.naygmlealwuwt Yln G' lgm,nlcie.l.fyer 1.1 An II-,�qN rtaMeunmla<Jnml Fort Pierce, R U946 6p lao"HA11601....-Amdev i, ivm6vll6Pt. le lWvaurvltl+dvmnrl, nor lvwr mh3ned aEvmEenna nmivwahvmAlRvvlLnu+hr,vv LTvmlvlrytr. PI'Ir / P / P i i Job Tmss TmssType Qty Ply WRMSCMB1LM10 CO2 Hip 1 1 �RENARMORNINGSIDE AO119505 Job Reference (optional) A-1 nool I Ns5e5, ron Fierce, FL 3 tl4b, design(ctaltmas.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MITek Induslnes, Inc. Thu Aug 30 16:53:13 2018 Page 1 IDAd_0OXyyT61Bi TXo1jwHHzetvK-pBDOF5xjPdujU11B17fdzg7oBD3mFo44V2iKNyicZ4 -1-0-0 9-0-0 10-0-0 19-0-0 1-4-0 9-0-0 F7-0-0I 8-8-0 4x6G 4x6-- 3x4 i 4x6 = 4x6 = 1.5x4 II 1.5x4 11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (Inc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) -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 FSC2017rTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* Tt: 2x4 SP M 30 SOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD 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 = 700(LC 1) 2 = 781(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1005/600, 3-4=-815/657, 4-5=-1011/603 BOTCHORD 2-8=-376/811, 7-8=376/815, 6-7=-376/815, 5-6=376/810 WEBS 4-6=-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=4.2psQ BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0L=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 nonconcurrenl 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 t001b uplift at joint(s) except at --lb) 5=161, 2=200. LOAD CASE(S) Standard Dead Load Defl. = 3116 in PLATES GRIP MT20 2441190 Weight: 76 lb FT = 10 tadn'lbold v1Yr hYItlC{ppyS]jdW1�,Y1]II@NSI(pFAA4ifnf1yt4 V:!]'i31Y;9YffY fuEl4 PN' tl d W Wnvh I i {,p piI[i?,ny1M11I YIt LLIdnm YnlMi,ne. AdnYtlhnL OldnEYlW,v} YI1,YY 9ilp} iCL NlnhttMY�bY�WL lfi nfMnllpvep Spoil Ltiv -5.udn 140,1 Ym AurdMr� a 'envI MVWA 14 h1 dti kjl iv:-M bl[OWFVMikI 'Yl pnuvpn W Mw n1141tlM Anthony T. TMnbo 111, P.E. O rJ,vdM1ftm bgl!to Wmpx}Lndh6nrtNoev ukv9A,p hln!I;Mrye #, ROtl-Yi5M1vIbbMlb Y,v51Rl l,qr :tl 6.40A ,Cq Yln nkb4g5Ypmp6,vlduvtlxevl8&b Jsuitgd s80083 OelYalM1Ypedr2'n413n1Yf.MetrIpOW11m6mVpJ9uYdh446nlm1smL� knCm MYptlnklhlM1 YW1 �Iemllpndplm lbl v. 5enamdu,rslMndLLnflmms,lmf Mp4rmsirmYYal,ze vK 4451St. LUt!aBIYd- elvavldWlnLEWepeflmbnagl(tllmand,Q Nnuu A[q NICl5,16IN m An rmefgnu! rNnl leYvmaJSmvYvdina ml. Fort Nelre.rL 34946 —fapp46101016A l hdimm-AA�Llembcl1Lfl..MpMabi5edlEsdemmem,mapleYm,ispYYul'N6nnemlEe.meepeminixheeblLdimssr Job 7mss Truss Type Oty A0119506 WRMSCMB1 L15X10 CO3 Common 1 �Ply 1 �RENARMORNINGSIDE Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.mm Run: 8.210 s May 182018 Pont: 8.210 a May 1ki 2018 Nut 44 = Inc. Inu AUg JU lb:b3:14 2U18 4.4 0 5.8 = 4x4 = LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc)/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 7-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Ved(CT) -0.30 7-13 >750 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017TrP12014 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 5-0-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-5-7 oc bracing. MTek 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 Grav 6 = 700(LC 1) 2 = 781(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-11587777, 3-4=-873/579, 4-5=-869/577, 5-6=-1142/764 BOTCHORD 2-7=-612/1014, 6-7=594/977 WEBS 4-7=-269/531, 5-7=-308/363, 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=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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=165, 2=204. LOAD CASE(S) Standard Dead Load Dee. = 3/16In fiR PLATES GRIP MT20 2441190 Weight: 84 lb FT=10% fa,q lN.,bMtl' 144119L; RLLS9RLLf1'IFFCil.litM3l IP911LnIfilGlj 4TS 41 S ehA'I le'Ilk Y Mnvr,l,drntt nl hAb GII&' MIeMIII Y411f.Wv L hS', .un 04 tl1W.n'•.r tli,lurmwl Itl 1f vINM1n�69rW hrtMtrn91(vp� p fF*M6Pr^}mW IW^pwes ,a Y rY. Intl A^v"u1M W%A I Alb,#I. 4hS1901IW�ld lM1l. Ltlyu.»,r uiYl Anthony T. Tombo III, P.E. dIM1lMn.40.nrvv.H,M gE .M1 IJ141M^ vNtl K'. W. dB M1 Y'n,r4 s1RA1v 9T vlh".9d W.' IN Trnlh WC,, 9 h.0 M"*rM 'ravl.a!9 z80083 4Wvl h, Wbs:Rc L isaElvbRgr4M1hWoiN{AlmAmhWrlfwre�'Yr lW rdMbf pf%rtlWl r,Xe xJ4prtlpl�.inl "lryvnMtrtdY rLl.nlbupn Lnl MlrhyenNlm,bdvm an 4451 St. Lndo al,d. en.l�r4ndr htm P4,x,6..59htllMxpilGrum hlml9^^h2141nyt.ln 1_m• 4lw9 mmdaNYu fm4 nu. Fort Pierce, R. 34946 0ppi1M®201611loff'teu-keo..LT.m'Rlrj. Lp�ndea o.e110slo:onrm, noryhle, sp OOued lOdM uneo pemiu edunAlledLesus :el0.e11 /e9l910,P.L Job Truss Type Qty MORNINGSIDE VRMSCMBI1-15X10 �Truss C04 Half Hip 1 �PIY 1 �RENAR A01195O7 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946. design@altruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mi iek Industries, Inc. Thu Aug 30 16:53:14 2018 Page 1 ID:Id_00XyyT61Bi_TXoljwHHzefvK-IN nASRYLAx0a6SCOarAsW 2X75dM5i WN DJ9nCspyicZ3 -1-0-0 5-9� 11-0-0 19-M 14-0 I 5-9-0 Cr2-12 I BOO � 4x6 = 3x6 = Dead Load Oefl. = 51161n 4x4 G 5.8 = 3.6 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- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins, 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 = 77610-7-10 (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 (lb) or less except when Shown. TOPCHORD 2-3=-1103/624. 3-4=774/392, 4-5=-631/427, 5-6=-636/485 DOT CHORD 2-7=-811/963 WEBS 3-7=-376/434, 5-7=499r738 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 CSI. DEFL. in (too) I/dell Ud 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 ma n/a Matrix -MS 3) Provide adequate drainage to prevent water pending. 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 2-0-0 wide will fit 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 1001h uplift at joint(s) except Ql=lb) 6=197, 2=188. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 99 lb FT=10% r..p mmn.A M1uuem,suryunlern,nrnulawncnlmnr: mr;:nor.ufN.Is�kur..•..+i•a,,,l,dxvM1 lmtk:pM1rt:glRi"cfb•lnvllr le4l11tlev,Yn Maim 9,I.ndn+iu E4tl eCeNO.aj GhY,ngyrY)S N'k-fMhl]OmM NL nnxn In ry -- -4 t1-001*1k k10,h:Pl. InAd WIt4W W. InLSL+nm,gavbd lnamx` aa'YY Antherl T. Tornbo 111, P.E. namaatm s mr.ry w ap.•awatro rgnnmku,l pa .ruin rpm mw a m.- u : e. ¢•mmr p gmxarMNmWtl a tmvl.bapstymgr..m¢mxelava3ammm•.4xe.na 180083 4A.Y+p0.+p. Wfx:ex LufWMYR+RO,ahpW,dy99 io!hiM¢x¢Ta9MIm z1rW llll ,M1naYpvaprm ttrlamnnpmas•WMnvLln:hupv.l nrMl+6pmvlf Yakux 44515t. Lucie Blvd. •amr Iraq uatl+YtlmYr�mgharx da•Inukup rgxnbMldNL¢h 1 N..x.— •a44�m91aMtmmmbMYRFI r Fart Pierce, FL 34946 _ _fept*i1610 t01dA1f IInnes; AmM1mYI,I mydllp.L.[rp odrgmeDh4n!¢mmml +rimxps¢, 113y.nly:Aen�eep¢lmisd¢lhemhtgndin++a_1,rp, LlgxEolryP[".�,_„_ _,__ _ Job Truss Type Ory PIY RENARMORNINGSIDE SCMB1L15X10jCJ1sTruss WRMSCMB1L15X10 CJ1 Comer Jack 10 1 A0119508 Jab Reference o tional + A-1 KooT I cusses, I-ort Pierce, FL 34946, desIgn@a1truss.com Run: 8.210 s May 18 2018 Print: 8210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:15 2018 Page 1 ID:Id_0OXyyT61Bi_TXo1jwHHzefvK-mZLZgnz xF80jcBa8Yh52F4LL1viR imApXIPFyic22 -1-4-00.11-11 1 4-0 0.11-11 LOADING(pso SPACING- 2-M CSI. TCLL 20.0 Plate Grp DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 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 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) 3 = -3/Mechanical 2 = 166/0-8-0 (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. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE7-10; 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 Extenor(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 nonconcurtent 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. DEFL. in (loc) Ildefl L/d PLATES GRIP Ver(LL) 0.00 7 >999 360 MT20 2441190 Vert(CT) 0.00 7 >999 240 Holz(CT) 0.00 4 n/a n/a 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 Weight: 6lb FT=10% m 4�rYn,a.gar+Tnt;laiflrdua}araunusrsxxn[alemmy�an)rm[r ,are. rry5drl n tlrtdnnwMl Inl:mmnlnaexdurll Y.riln v ea nmm dYd kTW YY 11-ma�ur.YS Ire smamoY.crl:elnuersrols'4^(�sir.M9ea+lew.nlcem cod nd �.e .eaervaatlquml n'e.,yl Na IeC ry. rverul n nP^4mnwennwaer MthonY T. Tmmbo ill, �.E. nJ RdrvF tM1gkI1v11h NemAldhAm bAmhe6xnd xt A1mIk IM,T" h nhIGMO[tlO Md1 YNM nRI.T9Fl JddNdulmltttl L s. !'09 NIY 4 WeNi Otl AW Y'.-'%n 180Q83 Xp/a[Mp. d44Kw t. WentldIWNM1I'>Uo:mlga 4t5rltl 41k9Lgwtl LMrb !ICSr11Jdh1-0WLn :MaAhpeNprl Ir'IY�mtln4emr nnlbl. eFv,v lm,tlnA4ryrtallmiWalMa a"v,e ,14$I $t. tLtie BIVd. •S rlrlfi,9lr uaa IWeNYwofghdrwer Y�dnl lelnv"W.rg [q YYClbwellnm r lc w -roc Wq NtyYaJYn nKtlYml. FOn Tierce. R 34946 4,fh 02016 A Irxnmves- Am1en1 Tam6e III, M Yeplo.ralat dos dammml„ le e.Tlmm,l1FANhd.dnl 16e wtiffn mmsa tent I hdM1nses-Ae, Llmtem. I'L Job Truss Truss Type Qty Ply MORNINGSIDE kVRMSCMB1L15X10CJ3 Comer Jack g 1 �RENAR A0119509 Job Reference (optional) A -I K001 I lUSseS, tOrt Vlerce, FL 39a40, a eslgrno)aluusS.WM C 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 FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 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 = 60/Mechaniml 2 = 201/0-8-0 (min. 0-1-8) 4 = 30/1viechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = A3(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=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cal. 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 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. RUn: B.21U s May IU ZUIU VnnC U.Z1U s May ld ZUIU MI I eK Inc. InU AUU W Ib:S3:ib 2U1B CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 BC 0.12 Vert(CT) -0.01 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Weight: 12 lb FT=10% 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard 1 nw�navm,q•� n}1111c:nmar�llltmrsunwdlPlmos(mox(aa �.nr -..rm dal avrr.,.xm,a ,am,.nl o a:q[r4*,aar,tnanl mm,rl.m unr, wow. vud nmo.wi mnmaxr.t+aae dmnrnaaau. s,nmlvan,tgm,p S r(a ,;a4a. tx. yarn .amranuoa,gaeo-pnq Ilnkml l.d}svy.l ynd mrtm.t. aalMl o-t'<r .v+.-Iaawar umdq Anthony T. Tomho 111, P.E. O ra,aaadm 4mlmtEyl w aw,o-le.tlp0..n mowl„Md,p mwnaw9,. nao-l4a balrv6.al.P*fm, allot T q,,.alt9ommnu am tmaYFegbd+q Ym Holt lYarj l&kM1.. y r..sa : 80083 m}awp'azrdeeac. r; .smr.e,mn,anrwm.lpla d11Ntg6waaYnrb 7MnW Ylpmaunr,.e.ndilee.paa, mlaa.aaaw.sa aaafMasraePmPrya..l.alr„rfi.nnauwanmu un 4451 St. Lale Blvd._ . ,1mN1,5W IrfItlm9,dwoMgl; £r."ant'rtt ll,ImzLpfgan ,.i1}y/yy,.R,rtras.R.afvbapr Mtlrq Nataa!Itooen19No11Fl. Fort Pierce, FL 34946 (fpp4hl®IDIPhI[eUlrvssUanln,pl.lemlvlll,Pt.. Prpivlvmwvehdnlw�me4ieuphrm,ifp,vliEueErnErNNe.,mer pmmiilu6em11&nlLnvu_ArldentLlmnkn N,Pl ..� . _ Job Truss Truss Type ON PlY MORNINGSIDE A0119510 WRMSCM81L15X10 CJ3A Corner Jack 1 1 �RENAR Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@al buss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 3016:53:16 2018 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-Emvxt7_ciYGHLmmmiGCKbTdVEREgAd7WmTGJxiyicZl 2-7-9 2-7-g 3x4 - LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 9lb FT = 10% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-9 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-04) 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 = 136/0-3-8 (min. 0-1-8) 2 = 88/Mechanical 3 = 42/Mechanical Max Horz 1 = 52(LC 12) Max Uplift 2 = -31(LC 12) Max Grav 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 par 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) 2. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125 , Plate Increase=1:25 Uniform Loads (pit) Vert: 1-2=-54, 3-4=-20 Concentrated Loads (lb) Vert: 7=75 raven lhwlnNtrr 1=YII1nIL^Inrui j OHL lNaf r(taYll[unnvxCYT]'l rrr avEr hm.l4'k.. U1.9=e`Y Zro Y 4hYm9hi(nYIDN Ih hRJhYrWLIItLwtONY1Fv^'{1 1P'°h Lew?Nfwl 114'1Nvef-rmClwrrtl ymAlryA 1 Mw'eI EnLtl epel[pelr NwiFl.1hp vop bYq N+ilvdkf Anthony T. T. d�utl4hFn kNr Mq hmlm4ulitlS4nah O.d�.hM Fa RNJy4u9+ h / YC-5 wlbeb tll flFl lq ;tl IfO vtl Eli tlMi t`4bFbJV 0 W P WK9d6Yfe. tiv lffitl Y80083 M lfYap%hqe Wfw.vk nwdsmrJvblPoW6rtiv�d�lle 6lWegnryvmyinhrnsv'pYi,Wtrih111dY1 b {h,.Rlwbe'f�gnXMfv Mtl•In hupv lmf MTpY+ewlimhrarle>•n•wvt G 51 St. Lucie We. AeMuldutlli IMvgwi'Ah.idghdlvwY�AH lhlmh4WFnvnhr[I4{11 YFr 1. icafipat rhr li MM nn. Fort: Vieme. FL 34946 epii pM®7016A Itedlmues-INleepi.lEmEoO ❑. Irpedaawvphdislvmnem,wwylwd,rsphol2bedniknh6.aneer ;w wihon i.l W1..m klhvorLioetolp,LL Jon ., truss truss Type Dty Plv RENAR MORNINGSIDE WRMSCMB1L15X10CJ5 Comer Jack 5 1 A0119511 Job Refe enrz ( ftaft A-1 Root Trusses, Fort Pierce, FL 34946. design@altruss.com Run: 8.210 s May 18 2018 Pont: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:16 2018 2x4 - 4-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 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 me n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 Its FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 cc pur ins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 112/Mechanical 2 = 268/0-7-10 (min. 0-1-8) 4 = 59/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 _ -80(LC 12) 2 = -69(LC 12) Max Grav 3 = 112(LC 1) 2 = 268(LC 1) 4 = 88(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=42psf; BCDL=S.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;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 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 100 lb uplift at jcint(s)3, 2. LOAD CASE(S) Standard P uq l�yggY niy nl]'llfl}&lillrJx56CFlY[Inldxltnll:IRr Irl INIk r e n(ey 8sa11 & i ur'RhlMrlt WC IE4k ui4r -.Od ple ei NRd WI nm1+tl$p N Ye rJp wlW.l 1 Englrti .jl S2M WlMngIPYnP K dMPd ed _ rygvl lM blP a)1 iPN he1W1 }.MxxRFi b( rip e. htl S dJY1 pn(hony T. Tombo 111, P.E. a.,rna lWM Ye Rr era=wFIYI EhT k0 eesNtM ILL k'la Y tlhld. nlln4,dA rslWltLl{ d.106tl MI dh W�6ilY.q.0.�P-Ydm.Nhva ufkh W -.I 288883 9515t. Lurie BNd. i uWMlr dM tl nel.a�lm, iii xaq 14t tl.14 I ir'hnwlm(+A4q 18 dY nrtletlt1141. Fort Pierce, R 34946 Gfpilbl®106A 1 iAlrnsn. Anlenerlh.bN.pl iepot0 oxlR rlounnl,marllmn. sp ohlne anAomheane.paassiwhomAIixslL..... b rl tombo0l,GE. Jot, Truss s Type Oty Ply A6119512 WRMSCMB1L15X10 CJSA 1CM0,1 ner Jack 1 �RENARMORNINGSIDE 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.210 s May 18 2018 Pont: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:17 2018 Page 1 ID:ld_OOXyyT61Bi_TXo1jwHHzefvK-iyTJ5T_ETs08z LzGzjZ7gWgWlv4Mf?70sT8yicZ0 3xa = 4-7-9 4-7-9 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ved(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.05 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 2 n/a nla BCDL 10.0 Code FBC2017/TP12014 Matnx-MP Weight: 15 lb FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-9 oc pudins. BOTCHORD Rigid ceiling directly applied or 1"-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 20210-3-8 (min. 0-1-8) 2 = 119/Mechanical 3 = 62/Mechamcal 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 (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) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb. 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 (pit) Vert: 1-2=54, 3-4=-20 Concentrated Loads (lb) Vert: 7=45 e y.ledeevyex h'i1J4-n"vJ :utuleuhl r[rml ,m."ma eul Aa N I;A,ed. m,3d a,an nl fec;nl5. 9.1 ,N,i14oxlule;. atl elro y mi Rni L'%55m xI lYJppmtll l &vpl yeP u'rcl �" E NOry mS-0.edWna-Sri � nryau�.H(trol de:a51 q! 11A m1 Nl}rl w p IW¢p,ulm kt M9�vnY T. Tombe?1', P.E. N gti:I, b 4t It Ne e:!^-klmdTth. f b:'d pa MIF Lul^. eeM dhlY R dh•h -1 ECM IIFI hqF d6 B6stlmAda dM hrigtsd:5 '9cmm'IA a J4 Yy N� dI i 80083 RL 9e10n'••T+°dLeTf A S:aM PetMN Lul m/pii E MYiq lrery:tlfdegtrrafln'Qif Ld4iltlylnrdVn 1 'yen gb0.plY: .Mn.pmi nn5eib 51lImp:q:s.l Rf ie.psgnrnirm:rmfr ns ah:i ,t451 iAtdIe5iVd Y ultliu11I 49'm R3tl heE6y1rJ11' :iRlrz fe 9 1[tRtii&3 1 p+a9 at49. lPq:.a1M 1#tl0.RII. Fort ii'Tvr FL 34946 � ( ii 11®101AAI AoolLnsus-kiloo i.i°wl°IIAPE. Pe udod °no(Il sdenmem,nm l°,m,n Ilnedrnlaml6e rem-e e�missm6omAIP<ollrusus ArltoP T.lemk°III,P(. Job Truss Truss Type Dtr Plr WRMSCMBiL15M D01 HIP GIRDER 1 �RENARIVIORNINGSIDE 1 AO119513 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x4 = LOADING(psf) SPACING- 2-0-6 TCLL 20.0 'Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 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 pudin (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 =. 98510-8-0 (min.0-1-8) 5 = 98610-8-0 (min. 0-1-8) Max Hom 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. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-94711444, 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=5.Opsf; h=1311; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:5318 ID:ld_OOXyyT61Bi_TXo1jwH HzefvK-A81 hlp?sEAW?a4w9phEoguii6EpmeV61 CSI. DEFL. in (loc) I/dell Ud TC 0.72 Vert(L-) 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 rue n/a Matrix -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 Ib uplift at joint(s) except (jt=lb) 2=592, 5=592. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the lap 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 861b up at 8-0-0, and 108 lb down and 144 lb up at 10-M on top chord , and 188 lb down and 202 Ib up at 5-0-0, 47 lb down and 68 lb up at 7-0-0, and 47 lb down and 68 Ito up at 8-0-0, and 18811b down and 202 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=55, 3-4=-55, 4-6=55, 9-12=20 Concentrated Loads (Ib) 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% f qkm Umytlt h1lnG.nSf](1[Ilfl}RIdlI N15{IP41A 11rYf1 Yf Y:IY1 [l i,.i i(('I rOp4JpM tl lmlM yRl 3n{+h yn!-,a43 YI!l�P.ILItl L.kL W tlk! 9dtl E1C3a'( miYnmmMSIC etlh AelNPk�dtlniinipmlplpvep fA+'vh ,a•mdm mvpeum prrAlypd u�y 1Mavleryb 1 _k A1. L•Imlyhrl0pu¢,r gN Rip aPiyM „amSv1 Anthony T. Tombo 111, P.E. M udbshr S Wy b uww.M;tl40nv M0,xitraVq rM hi ly Buipr d vq 14' d O,rMhml 3A19 ql' dl' 'hEr Mtl tlNi tYftgtrfl2y MM lYmf bl MnJetiL'A!tl II80083 an",mv rh..z sr m.n. e.morurmmlmp�w, tlnnuuyl,.l.mfretr. rcuraurtlkmrun .r n^dp! rut .- a rwm:�u�wem�euumkap.tmong.l�nslrmlp..k+m.vry 441111. ude Blvd. n .lulfn'1i umsr-eaghmr.'d,rd,4 hmvuppfyavb¢iStdtalxp 1. sre A.t itmhyN Wh. Hrkml. Fart Pierce, FL 31g<6 � OphipEt®1016LIf elLvves-Aminvpi.im5llR/i. IrpmdomimofRnlemummvpfoiw, vpmlldrd.Nent6e mneepnmi!! hmllletlfLnmdeArarLllmlo0l,1.L- Job rrussType PlY MORNINGSIDE WRMSCMBi L15X10 �THmJs5s Diagonal Hip Girder �QtY 2 1 �RENAR A0119514 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@al lruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:19 2018 Page 1 ID:ld_OOXyyT6IBi TXoljwHHzefvK-eKa3W90U?TesCDVLNOmlG6F?KeEfNzJySRVzYOyicZ_ -7-10-10 3-9-9 7-0-21-10.10 1 3-9-9 1 3-2-9 [ — 3.4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.25 Vert(LL) -0.02 7-10 >999 360 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 BCDL 10.0 Code FBC20177rP12014 Matrix -MP 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. 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 = 70/Mechanical 2 = 379/0-10-15 (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 (lb) or less except when shown. TOPCHORD 2-11=392/94, 3-11=-366/123 BOTCHORD 2-13=158/346, 7-13=1581346, 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=S.Opsf; h=13ft; Cat. It; 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 10.0 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 100 lb uplift at joint(s) 4, 5 except 01=11b) 2=150. 6) Hanger(s) or other connection device(s) shall be provided suf0cient to support concentrated load(s) 77 lb down and 61 Ib up at 1-0-9, 77 lb down and 61 lb up at 1 4-9, and 32lb down and 41 It, up at 4-2-8, and 32 lb down and 41 lb up at 4-2-8 on top chord, and 63lb down and 351b up at 14-9, 63 to down and 35 lb up at 1-4-9, and 59 lb 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 (pit) Vert: 14=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 14=-9(F=-4, B=-4) PLATES GRIP MT20 244/190 Weight: 31 lb FT=10% ay.q rM1um yy, M1nnxr Pz,rs,w¢larye Grwrwan[n[nrab[ula;t,¢rr ,ur'w o-Mx r + tl„tlwn.al u,l,a yln,.mArmslt v,r rid uy M1s .aa,,.,M1. we come r r lM1uremlYn,Yflh xIMM1mRbN41 Mfl¢T(R'a0 fR 'a4 +`Letl v(Re p va tl Ptl v.al y ,.blv4 WnMi WI F Mu$ r tl. 1 0, 149,tli n1 RI rb( p rap4<b,t9 ve'v ,r:1,i:h .tl,aas rr u u¢ M1 wsn;:aa. e.o.., v,.i,d M1xr. oe An.4451 T. Tom6P i1L P.E. q y ,p Ptl qz tr'tl d i1' S,Mbhtll N,v31M1il ypn tl M1lMdw;p2i a4 :'mblq Aft W,Mu Mp rrJLNh }auk a s80083 awngW.eaurnt n;e,baM1lm,tlM1Pra„mNaa dy uuxrura uqu. �mrratwdhrva¢n ,I marmiew miaa.t�ahta .[sayaaetn, unprtme,y.OPaenfrm nao-er ak, gg518[. Lucie BvG. rt,mauM1etr 0>m cod. waNdlrrmma,vv r m, d.1, y 6rnh49ai d +'y am M1¢y evgaaxum madvml. Fort Pierce, FL 34946 (eppih®1eld Al Wit ..s" whgf .4,1ILPl Pep viva vevh6 vdvmnem, vagluq ,pml3nedrn6endennmpemisvvrhvnAltoot Gnus-Aciwrr lvokvlll,P.[. Job buss Truss Type Oty Ply RENAR MORN INGSIDE VRMSCM81L15X10 HJ7 Diagonal Hip Girder 2 1 A0119515 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@alimss.com Run: 8.210 s May 18 2016 Pint: 8.210 s May 18 2018 MiTek Industnes, Inc. Thu Aug 30 16:53:19 2018 Page 1 ID:Id_oOXyyT61Bi TXoliwHHzefvK-eKa3W90U?TesCDVLNOmlC5Fwge85NulySRVzYOyicZ_ -1-10-10 .7-0 9Ao-1 7-10.10 I 4-7-4 { 5-2-13 2x4 = 1.5x4 II 3x4 — LOADING(psf) SPACING- 2-M CSI. DEFL. in (hoc) Ill Ltd 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 Incr NO WB 0.44 HOrz(CT) 0.01 5 nua Dust BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- . TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP Ill BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. 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 Host 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -145(LC 4) 5 = -50(LC 8) Max Gray 4 = 143(LC 1) 2 = 519(LC 1) 5 = 307(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-818/130, 11-12=755/155, 3-12=-755/145 BOTCHORD 2-14=-230r748, 14-15=-230f748, 7-15=2301748, 7-16=230f748, 6-16=-230f748 WEBS 3-7=01285, 3-6=-790/243 110I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Val24mph; 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 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 i'it 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 beacng plate capable of withstanding 100 Ito uplift at joint(s) 5 except (jt=lb) 4=107, 2=145. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 77 Ib down and 61 lb up at 1-4-9, 77 In down and 61 Ib up at 14-9, 321h down and 41 lb up at 4-2-8, 321b down and 41 lb up at 4-2-8, and 56lb down and 87 lb up at 7-0-7, and 56 Ib down and 871b up at 7-0-7 on top chord, and 24 lb down and 35 to up at 14-9, 24 Ito down and 35 lb up at 14-9, 20 lb down at 4-2-8, 20 Ito 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 1-0=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 13=-72(F=-36, 8=-36)15=-9(F=-4, B=-0) 16=-61(F=-30, 8=-30) PLATES GRIP MT20 2441190 Weight: 43 lb FT=10% t gMu4 gYrmM�1ltY:le66('LL0aTN1{t 0lxftM911ftl(nlYltidlTfJr[r ill N..le4hipN tl tlml anml 1 NgiY .q i[-,eW41u'11 IYI,tfIA LmNM YtlnIM Ytl! emo my I'no,nnYn YdN u1b61muN.tlt Nnnu In, l,dpwjl Sp#rydtlax`bvtl, q➢Y ! ua PWpWpd >ob q' 5rty N I tha et i I.µN RhIWNrM lhl neLrvY, vpn bngmBm+ nndYry Anthony T. Tol III, P.E. d,unal F+4gkrRl ahrt+prtl,Nrtld0.hn wnnlih./Wd tl Gbn M+W," d. bn Ll W'.LOi.Il 4tl16gq MI I t IW'natl Lell tlni Y]rtifKwr q WM6 edYeghlY'Nh. gmA+f,4 h lgM1+{. vl r,nm-nuuul,n.bIDNhpsavelplJmJ Mldgdq Yeybv- 7efpinblhl4,l WI MewtMgw pl AIk' Y.+qyi.. lbml4l M1Yp,InhMm-0M^II Yml[. uSf. 4451$L bide Blvd. gmulGehvh4'e4gMmubHnrhtllphnbP.4 nunud rgiw widl.igd:gm r R. oY.,,,e rwy u�a,.lw na col Fart Pierce, FL 34946 b 11®Md Ailvelinssn kdav Liamb8l PA: Ie hd.luavbinivowenl,my Imq.n ha664N.+demde.+nn .Nuw A.m IRWBnses-MIAee- • Pnl r v q r fn r - _ =280083. .. -_.. Job Tmss Truss Type Qty PIY A0119516 WRMSCMB1L15X10 HJ7A Diagonal Hip Girder 1 1 �RENARMORNINGSIDE Job Reference (oo8onal) + A-1 Roof busses, Fort Pierce, FL 34946, design@altruss.com I Run: 8210 s May 182018 Print: 8210 18 2018 MiTek Indusaies, Inc Thu Aug 30 16:53:20 2018 Page 1 wHHzefvK-6X8RIV 16mnmjgN4Xx6HGIJnOd2Q16Ez5h5EW3TyicYz 3x4 = 1.5x4 11 —' 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 NO BCDL 10.0 Code FBC20177TP12014 LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-01-6 oc puriins. 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) 4 = 181/Mechanical 2 = 57210-10-7 (min. 0-1-8) 5 = 305/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -128(LC 4) 2 = -137(LC 4) 5 = -26(LC 8) Max Grav 4 = 181(LC 1) 2 = 572(LC 1) 5 = 308(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-11=11391161, 11-12=-11001183, 3-12=1079/194 BOTCHORD 2-15=272/1068, 7-15=-272/1068, 7-16=272/1068, 16-17=-272/1068, 6-17=-272/1068 WEBS 3-7=0/309, 3-6=-1092/278 CS]. DEFL. in (lac) Udell L/d TC 0.85 Vert(LL) -0.09 6-7 >999 360 BC 0.87 Vert(CT) -0.22 6-7 >541 240 WB 0.84 Horz(CT) 0.02 5 n/a n/a Matrix -MS NOTES - 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=S.Opsf; h=1311; 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 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 100 lb 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 Ih up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, 46lb down and 38lb up at 4-2-8. 32 lb down and 41 lb up at 4-2-8, and 59 lb doom and 85lb up at 7-0-7, and 56 lb down and 67lb up at 7-0-7 on top chord, and 24 lb down and 35 lb up at 1-4-9, 24 lb down and 35 lb up at 1-4-9, 18lb down at 4-2-8, 13 lb down and 40 Ib up at 4-2-8. and 35 lb down at 7-0-7. and 38lb 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=125 , Plate Increase=125 Uniform Loads (pit) Vert: 1-4=-54,5r8=-20 Concentrated Loads (Ib) Vert: 12=-45 13=-24(B) 14=-78(F=-36, B=-42) 16=18(1`=-4, 8=-14) 17=-64(F=-30, 13=34) (4 Dead Load Deg. =118 in �o a o u5 m PLATES GRIP MT20 2441190 Weight: 44 lb FT = 10 i.gRmeenyl hNt14%M33r-AU111 ntit, INYft IN,OSMUx{WIT 1ni wLA ITrku.pnrm N,N,nv I MFd y'ni; '!(✓nll.l,a4k111tl VMM .OtlmM oilJ rIDP,j _ — WlAaron eYY.nNb1»n:.d4. e:.u7Arwe4.nN lR:mr6g.F}rr wm�.•sRntl p wY.,••s a.YWwnA -.NnI IYaM.rIWN.Nv1Yl mto col., .xd Amtanx,m[ury Mthory T. Tombo 111, P.E. tl dktl kNN1 "r nA'3W!d40.n r0.n,r MZY M1NYi9P'P' h YrICrCvIrN 1Yq .1,vf R.l-kn d OE,+mW tltli tai'rN[#'°LN:,1 rW'ImevlhrRilfb' Yastif!tl :80e83 44'4i&,e. fmmv, l' urtnbNAnir+sAn.lydYs ,l hlbllNRaNVIdM AYp6d1MIRNVI! h 1k A�dM 111 ie.a mxe+lN nYlm,fYl.n,N,gr.lm,Angryanall trnticza,im 4g51 St, t11d261Vd. efnnultlioln ,fm A,tl, ^m9htllrmm�xHln l,nN (,pml en4NVgr+,lat Fatq.,n[r Y,RmYdfRmnnMNnalr r Fort Pier, R. 34946 4 I A109AIAAILool Lewes -Amine T.9em6e lli.pl, tr Aen eenidildommrm, nae Ivlm,ls d6nrd.remhndnen emiluxhoobl tedhnsa Ar�Fon 17Rmdolll, P.[. ApA i Re 1 R A r Job., Truss Truss Type Ply t(WRMSCMB1L15X10J5 Jack -Open �Qty 4 1 �RENARMORNINGSIDE A0119517 Job Reference (optional) A-1 Kodt I russes, Fart Pierce, FL 34sJ4B, design(Nal Iruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek industries, Inc. Thu Aug 3016:53:21 2018 Page 1 ID:Id_0OXyyT61B _TXoliwHHzefvK-ajigwrl kX5uaRX8NpoVIWKHySs!wMFwl_4bvyicYy -13-0 I 5-0-0 I -01 5-M 3.4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 4-7 >554 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >650 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 18 lb FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. 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) 3 = 113/Mechanical 2 = 269/0-M (min. 0-1-8) 4 = 59/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -98(LC 9) 4 = 48(LC 9) Max Grav 3 = 113(LC 1) 2 = 269(LC 1) 4 = 88(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -AII 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard [.gM.,M+IN h'It1YrFIL9njinuj Hraitltltlflf9rnl[n[m9Yi'G1r1Yr6.ptr! 1'Aikup F,•nmdMrnn.ul. Or. 0.m;IrtdQ rAhW1l.imno,rl lAe Yifek nr-Od:niAen Yetl al[P.mj x1Y mtYV Mb slbbMnkN4lirimi In P,epee(i SFnl trryxltiv mP.mn,e p+pmlxnh 9vnvtn4niMni4. 1!p buji CyMnbnbeq: Wall Minpnmlmm.Nnt aben Anthony T Tombo ill, P,E. I M tli4l fn Sql k9inertynuhMtlbNW,M1O.anvetl Y hIdG9Pe,ip MMntl mv1FbM1 Y+♦Jt llM1l lgxm'iW 04d ,NY AbimtR'1,6r Nfy ry hwYmvtlhnJtl kh p1✓!rJ s83083 OlbYalAf{edfentt lvTSMnbll➢MYl�nminlPan LikNWq(mtam Ynlba 'W WI YlIII�WVn n {Mpw rJ 1fil Y3v isrym4tnmllEn[41nl0.lpelnib,p4fevefln¢Ymlesv,vYli '51 St. Lurie Blvd. darlui4Mll ni»gW gnnx6lgFtlllnn Fdd lYlmib ; 14Ibb'dii. 1 SYi-'tgnntl nebq NigntlN0.v,nnlGtlpir4L Fort Pierce, R. 3E946 - 6hiirb®t011AIfe8lnssn-ArudnvrLivm6v III,Ij, Ptpndraa ohln l5nneeymaginq spv6Jned.MenrA�ner mbsinhomAlkolinues Aeilevri LmkoW,Et. Job Truss Type Oty Ply RENARMORNINGSIDE WRMSCMB1L1 =J7 Jack-Open 6 1 A0119518 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946. design@al lruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:21 2018 Page i ID:Id_0OXyyT61Bi_TXo1IwHHzefvK-ajigwrl kX5uaRXfkVpoVIWKBKSoXmMFwl_4bvyicYy 4-0 7-0-0 1-4-0 7-0-0 Dead Lead Dea. = VB In 3.4 = 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) 0.17 4-7 >478 360 MT20 2441190 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 FBC2017/TPI2014 Matrix -MP Weight: 24 lb 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 puriins. 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) 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 Gran, 3 = 164(LC 1) 2 = 340(LC 1) 4 = 126(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 2-0-0 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) 2 except at --lb) 3=117. LOAD CASE(S) Standard ray xm,mmmr x in unr-nsyrautlm0nmudmiannxcmoetnna•1+r c .�.Irnm. malmarw,.wn.t,w.an.i t. w s,.ylrt..., arw r.t ' r,rtu v . pa s,nr WN rump q Pulwamn utl nnam�rme:.aat t r.rot9m,p iK Mtqur e•w too rmm, a raM1,ma .mq eyvwWMmt pnr :ft -w mrzmmr.a ml n,ry >N, ua xwnaT Anthony T. Tomb 111, P.E. rA,rae,lna mry vwmy..waar.P..vmo..n,ama p,sruy tram a eamC-a: tmadt Nn m,.f M1l nwn.anmpa .w a' .adyl¢ap nmwtlmml Y.n aama*x.' tl s80083 m t,rgh14e Wlw',Reba,rum.a,mo,sur�mmtmaelnmtalgwp.numl... uvtre,.. Irwvn m.,asr�.�i�a tmnr �„r,w-.nKa•naatnlncp.n rnsrupuyrnsnm..,.e,+, ..:, 445L St. Lucie Blvd. Mmu1d�N1/I[,fmq,NNngv+,4ghtllp,amtl,ei hlm,4Vy lnnenb Wlhtd+k I ,19+.w,nf II+IIq Ngy'aN ' 'n ....4.M1. Fort Piene,FL 34946 � Opp Abl®]pIE AI Poellunes.-lnboryLiombe llL/J. Ieprtdo0iaedlEnlonamLinoerbrwlSpoilbnetrii6c,nke amn pnmissw6en A -I tndlnxes�k�M1onl. iemlolp,Pt Job t Tru55 Truss Type Qty NGSIDE WRMSCMB1L15X10J7A Jack -Open 1 A0119519 =)nal) tA-1 Root Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:22 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-3vGCBA2N1OOR3hDw2WJkgktRar8aaLcO8Pjd7LyicYx 1 4-0 7-0-0 1-4-0 I 7-0-0 3x4 = 7-0-0 Dead two D.H. = 3/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/dell Ud 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 O.66 Vert(CT) -0.26 4-7 >316 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT = 10 LUMBER - TOP CHORD 2x4 SP M 30 POT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. 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 uide. REACTIONS. (lb/size) 3 = 203IMechanical 2 = 415/0-7-10 (min. 0-1-8) 4 = 95/Mechanical Max Herz 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. (In) 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 II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (it Vert: 1-8=54, 3-9=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=45 Trapezoidal Loads (plf) Vert: 8=99-to-9=-54 '� — s q.rueenvny IInG nSukMllartcrll I (1Ir`: (19X-rn'Sai Au-t frih pr tl e#M W. rut '1 am ytR ",x 41 rtl lT,rtfn o- _.ua d a.d nlrs.,A WiY rvml:R roe urh klnuk ar 6n Ire r .-sw, pmonaam d na op! •y mm1 MI NttlM1+h! *f MNPWrM 11'h+-T =qm xa s un pn`hour ?. Txnbo 711. P.E. N d6's ls, i I IW ! v'ul f4 .hf :t ei b416 R H R atll ICA3 �t Wt1 Yay MCNMt '1 qF dru N4W M1 aM1 - oL(q ht{3 n uTli ihd WINE p' ,a = 4451 $f. Lude 8 Mkft3FeA bfmN end NIkiN ! u49a1 aet aNr pmnp Crt .lMM�dmhm.avu ':I 'e l,m Tl ltlk: L+.l� KaELI.¢Nuprct Hv3e:q::ycx 1l:essWM: r.w}:. Lucle 614'd. 1eNuldueill �fW}etl h.Nafl tll! Llhl .tG W -Itl MJayWpa 1 .ynh Y'+aAI 6I I'4k 4t 161141. Fort P¢2e, FL 34946 (e In®EOEAlr,dtnsses-Aolto llomdolLP7.&mdun noelltrf r, ct,ma fmrvu mdidnrd mlenldevnnn n�rhaaAl Re>tLmes Ad, rl.T..b II,P.L VF'R Y P F P Fe+m Job Truss Type city Ply MORNINGSIDE A0119520 WRMSCMB1L15X10 �Truss T01GE Common Structural Gable 1 1 �RENAR Jab Reference (optional)" A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tnlss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 4x8 = .— r1 3x10 = 3x10 =. Inc. Thu Ault 3016:53:222018 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 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 FBC2017ITP12014 Matrix -MS Weight: 89 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 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOTCHORD 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 Horz 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. - 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=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(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 gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)' This muss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 10=196, 9=190. LOAD CASE(S) Standard Job Truss Truss Type Dry Pry WRMSCM61L15X10T02 Common 1 1 �RENARMORNINGSIDE A0119521 Job Reference (optional) A-1 K0ot I ras5es, Fort Pierce, FL 34945, deslgn(a)albuss.com Run:8.210s May 182018 Pnn1: 8.210 a May 182U18MIIeK 4x8 = 1.&4 II 3x1o= 1.5A II 3x1e= LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (toe) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vart(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 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-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 6-0-0 oc puffins, except end verticals. BOTCHORD 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 = 43010-3-8 (min.0-1-8) 9 = 43010-3-8 (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. 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 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 (jt=lb) 10=195, 9=195. LOAD CASE(S) Standard Inc. hu Aug 30 16:53:23 2018 PLATES GRIP MT20 2441190 Weight: 75 lb FT = 10 i.grb.ltl qY 1-llnGmf$F,NII'tNCIIINN1l [Ok1111S(dIOK(W1TAa1[TW fr'141 hkt^pne,nN Mwe• i yT--,dglMill 511td U IN. Od Aren Mtl dr0, } WTnmampp con ItuNnaukN t Pry,o-aep ;rap6 . ,We0, MT,,. p d 1. rd nag .v nr,s m E T I.r J Mml..1R1 nit n r.. ad l ndst Anthony T. Tombo 111, P.E. M u,Ik, wl 'M :In: dh0 V0.e' hA rl 0.W WV 3 dh&,50 NVIud11'I J- AL R d 01W .11 1Vl tnlJylifW V"I lnaOd" W W'Fm r°r.d 080083 hra+nlnawMr.r,.re; L9 ISMa0.149MhyAmlW l°W.dO MObq[ryny SMsayo nuJpN klhtnmvu N wi btitn:pwJan.ftVlM4c Id pnlnsd:;adss:,NT rw ." 44515t. Lucie Blvd. ne.wtd�Ll nmmumamulhdla'+vbd n hmssd ttn. tcrat nr T. n+. y q o hn +. tdw v+ Fort Pierre, FL 34946 GplrI1M®101dA I lvelhauerlydo,pLlemG W,Pt, lepmlao eeolA sdvumem, vegimms p,vi2nvd item Re. nnpnavrov6emA i 1 vlLnm Ar�bm.Lrvmpnlll,P L Job Truss Truss7ype Oty Ply RENARMORNINGSIDE A0119522 WRMSCM61L15X10T03 Common 1 1 �Job!Reference (optional) A-1 moor l russes, tort Flerce, FL 34946, deslgn(Nalwss.cam Bun: B.Zlua May in Zulu Frmp 8.zlu s May in Zulu Ml l ex 4.8 = 6.00 F1-2 4 1.5x4 11 3x10 = 1.5x4 11 3.10 = 1A10 d10.14 7$2 7-9.148-2-6 10Sb lf�i� 6-7-8 0. 121d$ 1 IN Inc. Thu Aug 30 16:53:23 2018 Pace 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.09 9-10 >917 360 MT20 2441190 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 rue n/a BCDL 10.0 Code FBC2017/TP12014 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- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD 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. (Ib/size) 10 = 41910-3-8 (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 Grav 10 = 419(LC 1) 9 = 432(LC 1) FORCES. (Ib) 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 S; 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 dght 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 hearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 10=196, 9=196. LOAD CASE(S) Standard Y.naba„ wucrnr>tn[¢w1}aru wsuami[urmax(mr;l,ucz wcirm utiiY it a o,,,dWP.iYI nflY,.yirtl,.4ul.rr.rm unlld a Y5, ud,PdY:. gad run y wl iu,.rwr who- db4apaY�d:t prlmlY,nl,pno-pas unlur ngxw mm� ..�^. dinn+'wbd w•nnw lurY4r .d4uj1 rc'ti bi4w11 Kahn MI.P vp„a YdxrwdfxtWd4} kthwl T. Tombo 111, P.E. d tlrtiln kg4Mw SwP.XM1rd4GMhC.N1,bYMP 41^IM19AVR' b GdbN.YC.Itr 1 Y9 ,LeilM1Ll nTtltl SC dndN ..MG9lYsi ryMR9+mWN ilAY4 R .d S80083 31 rvlY e�Nlee'Mr1 .tliaYbmodbpvmsmpY do lw9wpmus+br.cs,mr.nmrellRw Wi Mx,ewb4mdplm vlba,rryn. s.p•s!f•1 nleNpn lnf k�T[gxeWlmsuKmw w:r= 44515t. lode Blvd. a.iu1M1 tw"Cy,9rv-e,cin6fdlcn Md,4 Rlnu&unfit ewrLi441yrFly 1 IG Fq, ! MY910 Pl . 01�Onn hrt Pierce, FL 34946 f.pr ipol 0 20164 1 l.dhenes AW.yli,4.101. lepndaa oe deil lon;mnt, noglwn, Iprdlneda�pPYu,m...... li ephpmkl Radlnsln kl5oe.l LnlelO, P.t. Job„ Truss Type City Ply RENARMORNINGSIDE WRMSCMB1L15X10T04 �Tnuss Common 1 1 A0119523 Job Reference (optional) q-! nool !fusses, ran eroe. rl 34 u, aeslgn(Nalwss.com Kun:u.zius Mayiazuiu Ynm:b.'ius May l ozuiomueKmausmes,mc. mu 4x8 = 6.W 12 4 1.5x4 11 3xm0 1.5x4 It 3x1d= LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) ][dell Dd TCLL 20.0 Plate Grip DOL 1.25 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 Horz(CT) -0.00 9 We We BCDL 10.0 Code FBC2017rFP12014 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- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD 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 = 430/0-3-8 (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 Grav 10 = 430(LC 1) 9 = 430(LC 1) FORCES. (In) 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; 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 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 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 vide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=195, 9=195. LOAD CASE(S) Standard E 16:53:242018 Pace PLATES GRIP MT20 2441190 Weight: 75 lb FT=10% s nrmum.,nl mfiue n5, (,colt uv4e eexsel mcntmanronr.:un atrm I*r� r � a tN .ml xva ws.mm19nf11. rltdr u u! .aa d. ddu alw bl mrr. nr en mAndlony T. Tombo 1II,?.E. d'.sls i Ilty h !w I'I ad'M 4f Mi5 dkY &,P ie OddlS $Nd bdH 's4. AI'h4 lah USM Wi XM1 i,Gst;f 9Eu,b'IP: NN ibG Yv ..1 L900a3 mifs3nyc 4sYa 4- v.W mROWdr fgild IWIMb I(W*+r'1+gk '&Vr6X4rylAe1W4 d-uipx, nlva Ril O. }.ryes M[usfYl:n 0.r21n53rFuh'^M! Yaare. uei 44515t Lucie 61W. 4 uMvAl( 9N9N "'+�IIIdIF irelrt. ;. "! 'v14� I n' rig- d (F18 Ip ym NY 14 ,16I114 FOIi P�e![e,.FL 3b9G( � (e plm P016A1 fevlhloef Anloe llcmdrlWlF:Pi bd000(4.ma n, fee lmn,s lot Enedvll n�Eeane. - mhomAl BvalFnsfmAo�Evu iiemds111;Pt _.' - - - PInF Job Truss Truss Type Qty Ply A0119524 WRMSCMB1L15X10TO5 Common 1 �RENARIVIORNINGSIDE 1 Job Reference (optional) A-1 Root l russes, Fort Pierce, FL 34946. design@altruss-mm 1.5x4 Run:8.210s Mayl82U18Pnn1:8.21USMay182U18MIleK 4x8 = 6A0 12 2 3x10= 1.5x411 LOADING(psf) SPACING- 2-M CSL DEFL. in (too) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vmt(LL) 0.16 7-8 >493 360 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.13 7-8 >603 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017iTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at WEBS 2x4 SP No.3 *Except' joint(s) 8 except QI=1b) 7=183. W4: 2x6 SP No.2 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 208/0-3-8 (min. 0-1-8) 7 = 46810-3-8 (min. 0-1-8) Max Horz 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. (Ib) 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; 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 right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 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. Inc. Thu Aur 30 16:53:24 2018 Pare 1 PLATES GRIP MT20 2441190 Weight: 60 lb FT=10% F 1'Itlm Xv mY I4 AInL li-fS9j fl Yi.;1;llStf,.1r[nunx ITl" 15iMfA-1 {.IAfrupP l Mrteftlr. MI .Y 1 �1t'; WANgII l IIL41 k -. Ud f✓z Etltl fiNP j Wi' wnnASN dmrtetYrx aa1 hilnfeywr l s u'nF.suM iva nIPEm d l,mn d,gxx:ly y I.my t :msi!1 e e nrdPm ,a 131 'trhl p oeq bm uwllE[ AnMony T. TCInbo 111, P.E. d tl1'.sI k t6 m PYbrEhAw.ML ,#¢d ].Met IW.BniY R dd Y RWOeMd1 Yi34 RIl9T d 0.^e'AmEN d iti kdv4 9 ,Yla -M9vd Ie Vsi%tl :. 6b0e3 IHI*i W,M[tcrf+ ....Nftw., mipll Id4149 nen mS Yq Yttmfi YYryM 64k1ArAYn Muaf4i ¢�m¢1 nlp.. t Mn ,elYngf.l eliRvyn.Iq.3n;ogee Mlne, rae4 n 44$t $L. WCie BIYd. f1 ulivNl/ (etN geN 'rreyhdllM ei lkl qan Iflhtfl if t i a(ry i 1MiA ADgJad itw! ML ForL �elre, FL 34946 !ePyl!h02016A I bdl.... hMtl,T.h.b,1431 Pe mdomroeebllsdr neol, om fer Is lilXedxmM1onne ainev swhomA linolbnso AnRen 1. LmOo III,P[ ) P 1 w Pe ptrmis r Job Truss Truss Type QN Ply RENAR MORNINGSIDE WRMSCMB1L15X10T06 Common 1 1 A0119525 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industnes, Inc. Thu Aug 30 16:53:25 2018 Page 1 ID:ld 0 OXyyT61Bi_TXoljwHHzefvK-TUyKmC5FaJOOw8yVkfsRSMV103CQngDrgNyHkgyicYu 3-5-8 69-0 83A � 3-5-8 33-12 tfi-4 I 4.8 = 6.00 12 2 1.5x,lr1l:! 1.5x4 II 3 3x4 J A Bi 7 3x4 = 6 5 3x10 = 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI., DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.16 6-7 >490 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.13 6-7 >600 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 58 Ib FT = 10 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 10-0.0 oc bracing.. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 235/0-3-8 (min. 0-1-8) 6 = 357/0-3-8 (min. 0-1-8) Max Hoa 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. TOPCHORD 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. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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 lost 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) 7 except (jt=1b) 6=140. LOAD CASE(S) Standard �Ibr"M Rlln[RMard 1I Vkdt MAn tYn84e98y0:A','llr WA'bl ieElh'al vJ Mrtd nI!1 I 3 ry'[eMNlM/111 Itll YIiIv Oi Ntt� 99d M1CR I( tll rb51YiN 11 hIN k-1 Y6 fp_M pN] poe,y d Ptl el yp M1b's01 p!N Sei I1q Oct k Ihl? p ull .M1¢ Ir 1'PI Au:hpny T. Torrid, 111, T.E. e! dkt l' ifr I ley lkrty _"YndN yl Sk11B yn. GMOdKIP 18 Itl bm'I KyM mSPt]9ix 'dOe IDJW loll tl6 ,h M..v-sq bkldw N6.xi $Nq W b d i80083 ' Ikti38 �IdVYN L •bWW 1 o14tl. IY 61h9fcM W lil TIHne N'l1iN W1 _tl §FmdP! YIhH 4.nµmf ¢t4 dx.I n:A prtl ]rT R alr /mh au "51 St Lurie 9Nd. e3'tl 1a,HhlWm gd mlivhmP' irl .e t Wtid18.1[ynl SiC rqn °n^uq ul.G:9 tlNv Ie lullll. Fo2Perm FL 34946 11n 61I11I.L-WIN,"kmFnepl,lomEal(II P.J. 9,,u4o dll£!rv_en1.,e 11 pJs01olAnededM1_gltM1t�nneltelmusmghpO.Ljj:ofinueCA,ySonrLr➢M11�N./J,��_._-_-�_____ Job TVs Truss Type Oty Ply RENARMORNINGSIDE A0119526 WRMSCMB1L15X10 VM03 Valley 1 1 Job Reference (optional) to-1 poor trusses, ron rterce, rL :wa4e, eestgn(daluuss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 Mifek Industries, Inc. Thu Aug 30 16:53:25 2018 Pagel ID:ld_0OXyyT61Bi_TXolj vHHzefvK-TUyKmC5FaJO0w8yVkfsRSMV2S3JRnhLrgNyHkgyicYu 2x4 i 2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(L-) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n1a BCDL " 10.0 Code FBC20171-rP12014 Matrix-P Weight: 11 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 ROT 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 10-0-0 oc bracing. R 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 Horz 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. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 2-0-0 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. h 4 F a'Me1i! b 1 ILLi4hSl�i. `—r` lRl[RGt W619N45'C"WiMil�kn9Pffi.kff ih., b..�¢ M wry+w 6W'L M"OfMticmn t G.! I hk Je Y SF 41x"�. F N haa!syl SNlkxedfa', 1LN! Litt l M 5Yanr 5le (rs }d,N. tC3m -d4FM rya!Yr .hM44Wd'wM qat Yl-0eh IRIt4W rvxrc+�WVArt Qndie�p T. ila, G.E. a:IruM Wy w`- dP. C..e Minn .mvmwr kFet9:,4 aN ^.a alirffi¢:MtMlwrar wwt±l tam tN F.. Mk d t �..,w ma Me gUmNh J,,.a 80063 zE009 dams sy w n to utM wn mi'r�+ �we�✓*-r.s*i�»mfem mu x-Gl+�f 'n tki t,rM��f+^°�rm±+.. rat .ab.n .I �+u�m..rveeMn�+m�e.n..a�� 44515t. Wae eivd. w ..a.wk r.sugMm. haFa*+ ,e .k.� kWt48+'I,U-mo.eMpns• s.,a [sped wla.F,r tpAnxlM wn _ � Fort Pierce, FL 34N6 [apt-igkt930641Pedimsies=AnAovrt rambetlLrE tep od.o eedl!itdrzomee6ma rie m,.pmlti red wt otReamw Fe wnv..4eaAliodim to Al6., i.tePadltt' Jahn Truss Truss Type ON Ply RENAR MORNINGSIDE kVRMSCMB1L15X10 VMO5 Valley 1 1 AO119527 Job Reference (optional) ..-: mow; umao, rvu r;cicc, .r;avu,u aiyuL,c uma.wm Run: 8.210 s May 18 2018 Pnnb 8.210 s May 18 2018 MII ek Industries, Inc. Thu Aug 30 16:53:26 2018 Pagel ID:Id_0OXyyT6IBi_TXoljwHHzefvK-xhVLY5tLdWtYIXhHMOg?al8kTdgW8b_31 hrH7yicYt 1.5x4 II 2 3 2x4 i 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.49 Vert(LL) me - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-P Weight: 19 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOPCHORD Structural wood sheathing directly applied or 5-4-0 oc pudins, except end verticals. 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) 1 = 16915-3-8 (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(1-C 12) Max Grav 1 = 169(LC 1) 3 = 169(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=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 OOL=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, 3. ro-»I' ssya4 a.t t-.IIPS{fi T My 11Wt'trVrfl3?-WT.I".Wm B�Y.9a'k i{. .:aYn m! 4 iw2 mfm Try q..C[Waa� IIUNEi rh:anmdwne-;isamN x4 'h1J. b w smrssru�: ,e s.Ntm r'ni<mt i:t cvwmK kt�w.aw...r-arcs nm�.;amrNn l..y, maa n tl:i I.acw and,w nLr m�, :ar4+* cedar MtholYT Ton oiG, P.E. r am mrl 4lv R-ibremt s/ .rs,; Imn W.f a ee ma LGmv li "f�j W dmlieal �/ I. NryAe4 aal sdS`:Ms,e-'A�sdl=a mx -uad - Bo3a3 mmu;o ;mtmm sr.as,r,nnxmv4mr�w +» ko-wwc scrip ssr t.d'. n.eua ,w rurP.�ea. i1i>�. m;.aWw mad.,ma4r>Nmp mamw+rnw as a.da+«n: 44515[ Lu.ia Blvd. e,,.. M..ig r.nm pm Rn ,:pry rem aNLLro1 eku. - n: lanv� o:m [... ea uw.a Iae:bk w5m lo: Peace L 34946 o (v eIr.P16A1 dvvlimus Smte Livmle N,PE fe and n ahbsd amny;c v fmm,n 4d1Nndly uta Hake MiAc thtosdo N,P3, _ _ PY�9 P a ne kmsvm tram/d iw.ivsao Job TmssType Oty A0119528 WRMSCMB11-15X10 �Truss VM07 Valley 1 �Ply 1 �RENARMORNINGSIDE Job Reference (optional)+. A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 18 2018 Print: &210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:26 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-xh VLYStLd W IYIXhHMOg?al7vTY2 W8b_31 hrH7yicYl 7-4-0 7-4-0 1.5x4 II 2 2x4 i 3 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a - n/a 999 MT20 2441190 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 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 27 lb FT= 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. 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) 1 = 243f7-3-8 (min. 0-1-8) 3 = 243f7-3-8 (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. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 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; Exp B; End-, GCpi=O.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 Y z§t'e h e4f... RCsPn T. 1yt PiMi?WI':lB4Ca pfa�l,IVffpwErY ek .ryeprtveaswl i , to hng'IXV >*tei a�ld!£Id,rtu dIM 'm�e'+ M( #'i.W q s da aaA �I - a is r - r:c e n ,€ nrrinr .,w. rdn Ar.,,r mn m a d:.riex r e xl sw n trim +wba anti+ Win. Arthory T. Tombo III, P.E. eO'I hi. MefRn, st 4^ df C M mink /t}Y 9R39 Rhb Cvtxek lma�i Wvq_Ii tl. P ddnl}K W 01 Ygbdxge u5rtdk N X hwitid -80023 ba.lr•=r .f u r �rv,smrennntrv= as✓-Wrrsre uskarme xi.,em m v dN abrf<r�n rrlr.. s damatl s.... n,,,,,,, y,,,.w.,.s neK.n..dk 4451 SC Lurie 0IA. . + a+e t sp r qp pMbnhK bun k�4k� G-Itri=Yy4egm Ydn d went wti M.. Ri. Fo^ Pietro, FL 34946 cg'io:4IDdAII'd 6.as Avtlanr(j'mE[tft.Wfi',lhodl4pl JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772408-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175-mph,-ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r` Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2) 16d Toe Nails TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Y1ICYl ui TI'i).ill,i!Fh`i n KrtN 2miNi5gildiee!'F tl.r+al^ ! ^^f ..� a.y6 yiF:ahaig3 4 tU..+. 5k,Y >K� xi*! sa Rf W� ///'��\\ Pun Oeall ya91t 1 41kRM•f3i OnR1S-o-rvrt i+@Eynab WnNi9 wP N'iaf def dwrye'hl :m•d°'4 ouq�dkfyEfi (ycef #C4rt wT le6 bPSRd ESWI AO$hGPr i. I.Iao In, P.E. /'. ` eM PE+il, to 4es56b-wNa,PnJro bIa'IamF eqm nWMb.5e`ak nreP #o-dm4: k¢•grt-.3�Ce.2R 1)uY a,fsl 6bM m}yPm -.rt Mbd Wdki 984693 ■ \� bM€Rh d c v W IX MAkY YR OhH Eve A k STYN nH kM 1 clkS A� Pl4h RR n.L p Ms{mkm p.nmrt fimaaWm n 4451 St.. FI#l? 91tld. I/ dSini+'MH .Kvi .iMn•i{niIPHM a•tnd to Wll Mi•9 f,IRed+'Og4a,i i 14RSGPKI !°�°MAR�"l. nil Mv.OiI. � WIP Ner:e, iL 34944 to bt$tJitAl flaunuar/adar i,i FeiIEPY [r xdeo nai9aixeerea lae,¢ abkl N+"�orlx rt•e P!'P P P V at p .pr�7vmkam4lFogUnlesIr36eryl txMa.fl. FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL M946 772-409-1010 ALTERNATE OIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX.; � \ HORIZONTAL BRACE (SEE SECTION A -A) DIAG. BRACE AT 1/3 POINTS \ IF NEEDED \ IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT _ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. END WALL 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 1Dd -COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 15d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. I STANDARD GABLE \55 / -TIin AN ADEQUATE DIAPHRAGM DR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. STANDARD PIGGYBACK TRUSS JULY 17, 2017 STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409 1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' OLJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. i ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 7 X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION By OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. I.Icvi,ALf£ ""��'"""-`� ty;lhonp F Tamho IP:, ➢.F, �: wane>�w..:ac tR0983 aeabrysnaa.«a 4451. St. iud=0vd FciECElce. FL 34940. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05 4, 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 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4- X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. 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'. 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C. BASE TRUSSES —"".E END, COMMON ;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 3112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24.O.C. (BASE AND VALLEY) MINIMUMREDUCEDDEAD LOAD OF 6 PSF ON THE TRUSSES. I A AntN.a:y 1. Tnmbo III, P.E. 80083 4451 St. L+m:e Blvd. Foot Pie,c , R. 34946. `FEBRUARY 5, 2018 A-1 ROOFTRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-4091010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. TRUSSED VALLEY SET DETAIL GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A (NO SHEATHING) N.T.S. Ai MC�{{]nTa werl Eaa1 .,xsnlnanead a 1n:�rq.ep.ye aq [n:me§ 4Ya;t�twuntlb0 Mtl fwtr�ey 9vk-taaErmv.a(o+era v wnrCa bt3wrttT*rcwr«orv: erc ibWrt tFnrt ntma+N4AifRx1 mJ ia>en Gs�b GENERAL SPECIFICATIONS: STDTL06 1. NAIL SIZE = 3'X 0.1 31'= 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 PURUN 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 ( 12 SEE DETAIL'A' BELOW (FYP.) BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEYTRUSS 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 6/12 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD- 50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING =24- O.O(BAS E AND VALLEY) WS3 (1/4- X 3') WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. Aninmry T: Fambn 111, P.E. C 80083 4 51 St Lode Blvd. Fat P x a, R. ? -46 [q1 ;0�ID76f 7Gd Ssas-.l,hmTl.tsaEod Pl: fipdeni: DULY 17, 2017 I` (HIGH WIND VELOCITY) ^IL STDTL074 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772AOO-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 PSI MAX SPACING = 24' O.C. (BASE AND W SUPPORTING TRUSSES DIRECTLY UNL,. c v. IBC. , oc 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 SPFS SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH E NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12/12 PITCH) tl ! b e+a. t wnm, 46- iY$6lid'`'16Yi(iP Y{MEt';'14h'i'.4YP k LnFgRe,v MT,dmfeks 6ay4ppyq�*oe %{'i?.W4tm+k fW»z Wx 6Arc &+tiq ,.ie�` wd mg Bd y, 'dm}M. v4n6yaty.,pndFbkbMgi iryit Yeen1 b wh; wellM.i k.rp •>m� vrtm,Nq�A dWeyMskremawsdac Rmim4xvilx}aiedl4l:Mpp 6d Tl tMrsedmi eHwtX mep aimndrxw3Ysz mp•rirsmu:tTtaa�sery (ewaasX.le xwgmmsu Nn,r¢btdw's�xl w. ax:H uv edimnrmt. dcprs ,�,p� kev(� d1'Rfkkd9k;yc 1 ,�s-Sp A bky A9gd�L-ifrn u^ 5�1 v...�.....✓a......o..,tau«.«...cae.a_:wn................cae.iewu.,....e_e...i e._�n er - _ - AMJmnp'. 9083 7l P.E. sWde oft a Cure 9194 Port v. rce, ft 316 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, G' D.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDf2X4 02 DIAGONAL BRACE (4) - 16d NAILS-16d-NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0. 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) Ed NAILS MINIMUM, B 3X4= PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK * v DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1.MINIMUM GRADE #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. / 2. 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 5. BETTER WITH ONE ROW OF 10d NAILS SPACED 5' O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4'-0' D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH IGd NAILS SPACED 6' D.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 EXCEEEOS L/240. _- S. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP 431 STUD 12'0.C. 3-8-10 5$11 66-11 11-1-13 2X4 SP 93ISTUD 16' O.C. 3-3-10 4-9-12 66_11 9-10.15 2X4 SP#31 STUD 24'0.C. 2-8-6 3.11-3 5-4-12 84-2 2X4 SP 42 12'O.C. 3-10-15 5&11 6-6-11 11-8-14 2X4 SP 42 16'0.C. 3-6-11 4-9-12 68-11 10-8-0 2X4 SP%2 24, D.C. 3-1-4 3-11-3 6-2-9 9-3-13 '- DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' Q.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) - 10d NAILS "TRUSSES @ 24' O.C. 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) ENO WALL MAX MEAN ROOF HEIGHT =30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. - FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL STDTL09 WITH 2X BRACE ONLY �. NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 9W. OF WEB LENGTH. -THIS-DETAIL NOT TO BE USED TO CONVERT T-BRACE-/-I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUOIE BLVD. FORT PIERCE, FL 3 946 772-409-1010 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 / ]-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 ]-BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS 1( WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X5 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XG 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-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34s6 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-40&1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METH00 OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT W00D SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING \�ijlI` TTCH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHTR TO O TOPATTACHCHORO 1 LS(0131' X 3') C ,SNAILS `(0.131ITH (3X 3'). r NAILS TO VERTICAL I\ WEB WITH (3) - 10d BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - IOd 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 (0.131' X 3') TRUSS 2%6 4' - 0' WALL STRONGBACK r (TYPICAL SPLICE) 1 (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' OIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG. SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - IOd NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) LATERAL TOE -NAIL DETAIL FEBRUARY 17, 2017 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. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO ,SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) OIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 J .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 U � O .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' OIA. X'3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X B45 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00 ANGLE MAY VARY FROM 30' TO 60' STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FVT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE FT7NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° ti, k FEBRUARY 17, 2017 A-1 ROOF TRUSSES 44S1 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 UPLIFT TOE -NAIL DETAIL THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. STDTL12 TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 U7 !7 .162 72 58 39 37 25 J 2 o .128 54 42 28 27 19 F- Z Z .131 55 43 29 28 19 LU .148 62 48 34 31 21 J L J N 4 M Z .120 51 39 27 26 17 (7 Z .128 49 38 26 25 17 O J .131 51 39 27 26 17 .148 57 44 31 28 20 M NOTES: 1. TDE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30" WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO 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) - 15d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR VINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 150 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED DN THE TRUSS DESIGN BRAVING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. s+s USE (3) TOE -NAILS ON 2X4 BEARING WALL •es USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S lE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 W*M= 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. I April 11, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 _.. TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES STDTLI4 (4) 12d MAX 30 (2'-6") 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 ®P Ycx" 4'^ ,®nR P Fm 9nm. r.m¢ ¢uFnc.p 46Mft, TE0683 1 T.5. . pNlnf }ii a14i ?e iv' N bl�en,9rv¢¢ hL pv( yi M W Y.1 a4*1aYim'Y MW4Mkevry kl d -ew.eww. �n .e �r rmm=dr+ d wro.wwaza.e in5w' n rw R.wwr.`ry ..�,..¢a,s>rm,u:y..rM.a.Ffw¢..�a.Pw..-.n tPi 4a Y¢Iw �Nlft tll .G mWA,�gx, ndm Ggni ^l SN^P4b14 .� .f. uF1 � ..., .... .. . � ...... .._ . ......._ Far[ ^I=rse, FLL 34946 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772 4094010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 - 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 173E 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IDd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • IOd NAILS NEAR SIDE + 10d NAILS FAR SIDE ( 'ovl c �2 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY I~ THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE DF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TD AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TD AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 0 FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 i A-i ROOFTRUSSES 4451 ST. LUCIE SLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-IB-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES 1. ATTACH 2X_SCAB (MINIMUM k2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IDd COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IriYnir:'"Oli THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TD INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRAOES