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Home My WebLink AboutTRUSS PAPERWORKRai F MAW TRUSSE �:FL' ORII]R;C;QRPORATIQLV 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: PROJECT COUNTY: LOT/BLK/MODEL: O ►T: MORNINGSIDE ST LUCIE LOT.112 / MODEL:CAYMAN 1560 / ELEV:B1 / GAR R JOB#: 75960 MASTERM WRMSCM1560Bl L ,. OPTIONS: 16X9 PORCH Lumber design values are in accordance with ANSIIrPI 1-2014 section 6.3 Ad&=A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRMSCM1560B1L A-1 Roof Trusses 4451 St Lucie Blvd Sit2 Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 112 Model: CAYMAN 1560 Address: 332 PALM BREEZE DR FORT PIERCE FL Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 42 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. I Seal # Truss Name Date No. Seal # Truss Name Date 1 A0209266 A01 2121/19 13 A0209278 A13 2121119 25 A0209290 CJ5 2121/19 2 A0209267 A02 2/21/19 14 A0209279 A14G 2121119 26 A0209291 CJ5A 2/21/19 3 A0209268 A03 2/21/19 15 A0209280 B01G 2121119 27 A0209292 CJ5C 2/21119 4 A0209269 A04 2121/19 16 A0209281 B02 2/21/19 28 A0209293 CJ5L 2/21/19 5 A0209270 A05 2121/19 17 A0209282 B03 2121/19 29 A0209294 CJ6 2121/19 6 A0209271 A06 2/21/19 18 A0209283 B04G 2121/19 30 A0209295 HJ7 2121/19 7 A0209272 A07 2/21119 19 A0209284 B05 2/21/19 31 A0209296 HRA 2121/19 B A0209273 A08 2121119 20 A0209285 B06 2121/19 32 A0209297 HJ7L 2121/19 9 A0209274 A09 2121/19 21 A0209286 CA 2121/19 33 A0209298 J7 2121119 10 A0209275 A10 2121/19 22 A0209287 CJ3 2121119 34 A0209299 J7L 2/21119 11 A0209276 All 2121119 23 A0201218 CJ3B 2121119 35 A0209300 J7T 2/21/19 12 A0209277 Al2 2121119 24 A0209289 CJ3L 2121119 36 A0209301 I T06 2121119 The truss drawi4s) referenced havebeen prepared byMTek Mmbim, Nc. urWermydirectsupervisim basedm the pararnebafs provided byA-1 RoofTrusses. Ltl Truss Design Engineer's Name: Anthony Tombo III My license renevral date for the state of Flodda is February 28,2021. NOTE:The seal on these drawings mdicete acceptance of professorial engineering responsibility solely forthe truss components shown. The suitability and use of componentsforany particular building Is the responsibility ofthe building designer, WANSVrPL1 See 2. The Truss Design Drawmg(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attires as 'Structural Engineering Documents') provided bythe Building Designerindiratmg the nature and rharacterofthe work. The design criteriatherem have been transferred to Anthony Tombo m PE by [Al Roof Trusses orspecft location]. These TDDs (also referred to attiresasShuctuml Delegated Engineering Doanmentsl are specialty structural component designs and maybe pad of the projects defened orphaned subndltals. As aTruss Design Engineer(le,Sperially _ Engineel,the seal here and on theTDD representsm acceptanceof pmfesslonalengineermg Anthony T. responsbtityforthedesign of the singleTruss depicted on theTDD only. The Building Designerls responsbleformdshagmordi nateand mviewtheTDDsfor compaubSRywfth theiwdtten engineering requirements, Please review aTDDs and ail related notes 4d36b989999e20a51b6cde8e Page 1 of 2 r �A-1 ROOF -TRUSSES AFLORIDACORPORATION RE: Job WRMSCM1 560B1 L No. Seal # Truss Name Date 37 A0209302 T06A 2/21/19 38 A0209303 T065GE 2/21119 39 A0209304 VM08 2/21119 40 A0209305 VM10 2/21119 41 A0209306 VM12 2/21119 42 A0209307 VM14 2/21/19 43 STDLOt STD. DETAIL 2/21/19 44 STDL02 STD. DETAIL 2/21/19 45 STDL03 STD. DETAIL 2/21/19 46 STDL04 STD. DETAIL 2/21/19 47 STDL05 STD. DETAIL 2/21/19 48 STDL06 STD. DETAIL 2121/19 49 STDL07 STD. DETAIL 2121/19 50 SML08 STD. DETAIL 2/21/19 51 STDL09 STD. DETAIL 2/21/19 52 STDL10 STD. DETAIL 2/21/19 53 STDL11 STD. DETAIL 2/21/19 54 STDL12 STD. DETAIL 2/21/19 55 STDL13 STD. DETAIL 2/21119 56 STDL14 STD. DETAIL 2121/19 57 SML15 STD. DETAIL 2121/19 58 STDL16 STD. DETAIL 2/21/19 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. 0 Page 2 of 2 Job I was Imss Jype Ply VR SGM1560BiL A01 Roof Spedal A0209266 1 1 Joh Reference o Oonal A-1 Roof Trusses. Fort Pierce, FL 34946, design@albuss.mm 7xIO MT20HS4 2x4 II 6.00 12 US = 7 a J 2xa II 7x10 MT20HS= 22 21 18 17 — 15 3xfi = 4x6 = 2x4 II 2x4 II 4.8 = 3x6 = 1.5x4 11 3x6 11-11-2 1 17-0-i 119-1-,� 24-0-0 I 3-10-12 I 38-0-0 47-2 5=415 1-95 5-2-10 068-12 7-1-4 Dead Load Def. =12 in Plate Offsets (X Y)— t4:0-3-0,Edeel, 16:0-3-00-3-01 r7:0-3-0.Edeel, 110:0-8-0 0-2-81 f11:0-3-0Edgel 117:0-2-12 0-1-121 f19:0-5-8,0-3-81. 120:OJ-8.0-2-121 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) 1/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.63 18 >854 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.01 19-20 >452 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.58 13 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 224lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2'ExcepY T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2'Except' B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2, W6: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or2-0-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1 Row at micipt 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min.0-1-12) 13 = 1490/0-7-10 (min. 0-1-12) Max Hoe 2 = -138(LC 10) Max Uplift 2 = -377(LC 12) 13 = -430(LC 13) Max Grav 2 = 1490(LC 1) 13 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2664/1666, 3-0=-0163/2474, 4-5=406V2489, 5-0=4033/2514, 7-8=-254/176, 6-8=5646/3203, 8-9=5890/3353, 9-10=584213342, 10-11=199711402, 11-12=2105/1392, 12-13=-2688/1678, 6-7=270/191 BOT CHORD 2-22=13032308, 19-20=1752/3602, 9-19=296266, 16-17=-13382336, 15-16=133812336, 13-15=133812336 WEBS 3-22=13391845, 20-22=15232709, WEBS 3-22=1339/845, 20-22=152312709, 6-19=1278/2608, 17-19=-1134/2387, 10-17=1262/578,12-17=619/549, 6-20>335/499, 3-20=55911368, 10-19=2209/4464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat II; Exp B; End., GCpl=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=.M 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 noncencurrenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.377 lb uplift at joint 2 and 430 lb uplift at joint 13. 8) Graphical pur in representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard h[qRudv,gtllmnr'Lllxri�n(SNH1a[iLaartiGm[4t6mj WiruuetrortRr.la+h�Pr•nmsmM.m.mUulnPhmn RP.arYantl.ncrtM.w9eu., e,. aen�.mseilommo.,ry NeYuarM[dmbrolYbinbhnOl4.YUY,¢6p„eIh•1Fo%6P.[triti.gxe rzPemovoPmtlrPb[+rdAaro9np.u6ialrblapdbuj, InvhPml.mID4alp delM1l.btnp a,oPu¢ldapmGeuved9� A ftny T.Tombont P.E. daderlm[bep I[m,u1^dhrtlr0.mr0..![.h9l�tl.rY'L90eC...rameirBtmGo1m6i1.lAo4dON.d1P[n;trMdahYrodrimLhl=lL-dA.A�.IUTIP.udb.4J6hrmNc>.'fltl �80083 \\ rYYgF�W dfmmn. iAnafmr.rirodbpmnelpas,drhaeghgae4tMawmellOtpYJJ111Rd11nnKna3rlmtlpls.IR1.L[r,r4,mdfM,a1M tmLnirnin.Lnf 0.,S6ii^dfm[Y^,le.n.�n[ 4451$C Lucie Blvd. �/ •■ Oenulie:hrhsm,P[d.ps�ghdrmnrba rleuhng [gavorarrd491spe.nbalreeapmtmrW aq=alMmne{dvdhml. � Fort Pierce, FL 34946 OppilhO Nl{AI mdlnvo-Amlagi.iomhe N.Pi lepm,mard0bmovd,hagYm,i[pnhTuedxiWom6r.onegr�[uee6ao411Mlmn[-bAoorLleelo O,Ft Job Truss TWSS Type _ A0209267 WRMSCM1560B1L A02 Hip 1 1 f Job Reference (ootbnalt A-1 Roof Trusses, Fod Pierce, FL 34946, tlesign@alnesv.com 6.00 12 Sx6 = me n 2x4 11 6x8 = 20 19 16 15 - 13 3x6 = 4.6 = 2x4 II 2x4 II 5x8 = 316 = 3.6 t.Sx4 II 1-1122 MI 1"' 2-0-0 47-3-01N Dead Load Des. = 7116 in Plate Offsets(X,Y)- (6:0-3-0,0-2-01.f8:0-6-0,0-2-81.115:0-2-8,0-2-01.117:0-2-4,0-3-81,f18:0-3-8,0-2-121 LOADING(psf) SPACING 2-" CSI. DEFL in (loc) I/deb Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) -0.41 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.81 17-18 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Hoa(CT) 0.48 11 nla n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MS Weight: 221 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3,W7,W6:2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-7-15 oc bracing. WEBS 1 Row at midpt 8-15, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 11 = 1490/0-7-10 (min.0-1-12) Max Horz 2 = -139(LC 10) Max Uplift 2 = -378(LC 12) 11 378(LC 13) Max Gmv 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=266411664, 34=-4164/2474, 4-5=-406212489, 5-6=4171/2629, 6-7=4081/2370, 7-8= 4045I2360, 8-9=-183611336. 9-1 0=-1 94811312, 10-11=261211629 BOT CHORD 2-20=1301/2307, 5-18=-224/270, 17-18=1455/3218, 14.15>126612250, 13-14=1266/2250, 11-13=1266/2250 WEBS 3-20=1336/841, 18-20=-1516/2704, 6-18=746/926, 6-17=561/1302, 15-17=1309/2960, 8-15=20681846, 10-15=7181630, 10-13=0/300, WEBS 3-20=1336/841,18-20=1516/2704, 6-18=7461926, 6-17=561/1302, 15-17=130912960, 8-15=2068/846, 10-15=718/630, 10-13=0/300, 3-18=564/1371, 8-17=160413565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; and 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 par bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 2 and 378 lb uplift at joint 11. LOAD CASE(S) Standard RYvIksem,urNrmnbYrn4(nffiffa11P}0�6vSVt`��rnmlal(4ID�ixrr4F,e:r11'ba taY�Ytiypmemdminnnb,L,oNvp6rv41a4:d Yl,lvrllW 412Wn®LNi&nu hb,Clmmgtlnrta.W mnama,pndmb,dmrmvbwt b.uneeara,nN.4whawirwontmnrmmr�mre nmw'.ffnnw+Wbmppaa,4,t.m4s�ommN,a:manrw�r,wwtWme.=mds1 Anthony T. Tambo 111, P.E. dp,lCs. rmfYofMtiv�LLbnp�tiErdbO,m.mONttdsPtl,pV[bbbybgF,�boDOimRbComldblbrlW WP1.'&pn,tlYYlWdshtlmdm Mtb6g4ffigiry,.OYDEmdYnpdebrnW�I4 SQgg83 ftw' Ww.. I 445t $L LII[I261Vd. Aadvldm41rr4dr,r,dwOnmgHtllrFmrdd. Ainvhu;[q'nehrCfbbYylnye,almvfMnF�frEetYd9; N�gadbmnnidulbinl. Far[ Pierce, FL 34946 ppil 1414k1 Helinnes-Av9m11.lamGOlr.L bpnioewednnlomoeJ,wngb,m,ifpnUTiledFffiondt{nmv pnmiviorhrF411odimur�A�deorl.faMa04rE` Job rruss Truss Jype y kkRMSCM1560BIL A03 Hip A0209268 1 1 Joh Reference o tional A-1 Roor Trusses, F04 Pierce, FL 34946, dmignaa19uss.omm Run: 8210 s Mayy 18 201B Print 8.210 s May 18 2018 Mrrek Waste.. Inc Thu Feb 21 14:44:46 2019 Pa e 1 ID:ld-OOXyy761B_TXol) vHHzefvK-IOgijQWIMA-47d)(Wmi5yODbaV4aNYLN1hXIMZzIurF so 1-0 r1_4 7 1a7-2 I sou -13-s1d ea4lz7d12 384W 1.2-10 6.00 12 sxto c 5x6 c 20 19 15 14 -12 3.6 = bxfi = 2x4 11 3x4 II 3.6 _ 3.6= 6x6 = 20 7: 11- 174Le 19-" 29-11L12 3841-0 ld0 a7-2 5814 1SE 96-12 I 41< 1-2-10 Dead Load Deft. = 5116 in Plate Offsets (X,Y)- 14:0-3-0,Edge1. r7:0-3-0,0-1-81.112:0-3-0,0-2-01. I16:0-2-8,03-01, rl8:0-5-4,Edge7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) IldeB Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.6017-18 >765 240 BCLL 0.0 ' Rep SVess'Incr YES WB 0.97 Horz(CT) 0.40 10 nla n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight 221 Ib FT =10% LUMBER - TOP CHORD 2x4 SP 240OF 2.OE *Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or4-2-6 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 12-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149710-7-10 (min. 0-1-12) 10 = 1498/0-7-10 (min. 0-1-12) Max Hom 2 = -156(LC 10) Max Uplift 2 = 387(LC 12) 10 = 387(LC 13) Max Grav 2 = 1497(LC 1) 10 = 1498(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 23=-2674/1670, 3-4=4231/2526, 4-5=-4123/2541, 5-0=3329/1912, 6-7=-3331/1979, 7-8=3683/2093, 8-9=-3815I2064, 9-10=-261711630 BOTCHORD 2-20=-130612317, 5-18=-206/367, 17-18=1998/3877, 16-17=1221/2990, 10-1 2=1 266=56, 7-16=-642/1337 WEBS 3-20=-1354/854, 18-20=-1524/2714, 5.17=-8911794, 6-17=363/566, WEBS 3-20=13541854, 18-20=1524/2714, 5-17=891f794, 6-17=3631566, 6-16=341f795, 9-16=10311041, 9-12=10887759, 12-16=1453/2556, 3-18=613/1427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat II; Exp B; End., GCpl=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 nonconcument with any other live loads. 5)' This truss has been designed for alive load of 20.0psf 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, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 2 and 387 lb uplift at joint 10. LOAD CASE(S) Standard uq Mma.,atllmxxm'H IWf11ESRFY{IIC7eril'140.1WSM6(61;M(6rTL6nfwQR6v IagiV�pamndMml.b,lwlnFkaglleldreYrtlzbylLWxmlhekkrn. ..A Minor tll,Y wrya, mihmlrrmnY.ed nib' nuHxyotlen p Antfiony T. Tomba 111, P.E. dr.amlm,kmr'W hbreq•ode.{mmmro.n',dftv s60083 rldgpnpidacmi.lF•nWx.mID4dmFmm,dl�B sdm4�lg4gsmb%hkv®IPYiW�rlhmdlWm�tla,nlmp,mlplaa llNRL�mrryndSm, sl rxst4ln,h�IFn.1m,MAh£^.mlfmsfM�v:.Yv I 44515ELcle 6W. neMulr4prtdmrPdrp.dpghmpamx,an:lnunvtynelmmlx+gl¢pm,.tnuhe..6yim,Emh++a u�naleov<n me.ml. r For[ pierce, R 34946 - -.fepF4b®7016Id pw®sGeetremlNWihuei-IemovyT.IevlolµPdr.+'--= -- -- - -- -- - JOD Inuss Nss'type—Cry piy A0209269 wRMSCM1560BIL A04 ROOF SPECIAL 3 1 Job Reference (optional) ? 2 6.00 12 Sx6 = 5 1.5x4 II 4x8 1.5x4 II Sx8> 1.50 It Sx8 11 3 9-15 Dead Load Defl. = 9116 in LOADING(psf) SPACING- 21 -SL DEFL in (loe) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(L-) 0.5512-14 >826 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.0412-14 >437 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.91 Hom(CT) 0.65 8 n/a n/a BCDL 7.0 Code FBC2017/rPI2014 Matrix-MSH Weight: 200lb 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 *Except W6,W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid Ceiling directly applied or4-6-12 oc bracing. Except 4-7-0 oc bracing: 8.10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2 = 149010-7-10 (min.0-1-11) 8 = 149010-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-469712907, 3-4=-4307/2635, 4-5=-313411852, 5-6=3134/1852, 6-7=-0321/2660, 7-8=467612926 BOTCHORD 2-14=2490/4232, 13-14=190613619, 12-13=190213644, 11-12=1905/3647, 10-11=191613622, 8-10=2507/4245 WEBS 5-12>133812394, 6-12=864/801, 6-10=285/576, 7-10=3521445, J WEBS 5-12=1338/2394, 6-12=8641801, 6-10=2851576, 7-10=352/445, 4-12=8611796, 4-14=-2801568, 3-14= 356/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right "posed; end vertical left exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 late 3) All ps are MT20 plates unless otherwise indicated. 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 3-64) tall by 2-" 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 399 Ib uplift at joint 2 and 399 Ib uplift at joint 8. LOAD CASE(S) Standard Anduny T. Tmnbo 111, P.E. 180083 44519L Lucie Blvd. Fort Pierce, R. 34946 o loss mss p ry Aozo9no VYRM$CM156dB1L 105 SCISSORySe 4 1 ' Jab Reference o tional A-1 Roof Trusses. Fart Pierce, FL 34946, tlesign(r�a1 W ss.mm 6.00 12 5.6 = 5x8 i 5x8 11 4 6 l4 1.5x4 a W 3 3 12 W 6x8 = 14 13 11 10 �? 1 2 3.8 W20HS% 3.8 MT20HS-- 0 3x4 3.00 12 3x4 1.6x4 a 7 4x8 c 4x8 < 9-8-14 194H1 i 2832 38 -14 9-8-14 9-3-2 932 9-8-14 Dead Load Defi. = 9116 in 89 '7I Iq Plate Offsets (X Y)- [2:0-1-14 Edcel I4:0-3-12 0-3.0][6:0-3-12 0-3-01 I8:0-1-14 EdgeI LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.68 12-14 >789 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -1.08 12-14 >420 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(CT) 0.69 8 n1a nla BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 180lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* Tt: 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 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or4-5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-11) 8 = 149010-7-10 (min. 0-1-11) Max Horz 2 = .166(LC 10) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3= 4730/2950, 3-4=429112612, 4-5=313711854, 5-6=313711854, 6-7=-429112626, 7-8=4730/2972 BOTCHORD 2-14=2537/4265, 13-14=1916/3626, 12-13=191213651, 11-12=191713651, 10.11=1921/3626, 8-10=256014265 WEBS 5-12=135012406, 6.12=8671806, 6-10=239/565, 7-10=3861506, 4-12=867/807, 4-14=241/565, 3-14=386/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf h=15ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLal.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 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. 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 399 lb uplift at joint 2 and 399 lb uplift at joint 8. LOAD CASE(S) Standard re4'xvbgYlrn.rb'4141rl Iiffi9(�ptin�llaxit[LC9ftHl9l0Yj61]}xnlPbs.len6Lpw.amdrtlbrt.E4lnuRapPM{IaT,dbldsrllraElEldem4+e Mke,x. Nmdw vatlebIDl.m1 p4Yo¢tnm+tlAYrvlYblpBmMMLIvvGv1¢pW.ePa.rp,�bp/b+yeglWnlmM.cepalbFlnnm9>mnlml�tM x'mispims.j,MULgad.bll9np.ebRL lYlnAwvymllgo,vuvaed'lq Anthony T. T003Ill, P.E. daAlilmr4gly'lrybb,op>B�Fmpm.m0.alrclaRAG.vblvll;Any.,.mmOadm W.bCd66dbrilo4tliFL➢,mN/bIDldo6tlmabimv WOgLiigx��4tlfndY.gtldY4nyrukryi 18068 bleslrxfmrmw.ammb.bmodmpmvsapavuabwequAml[,gr4nm{xgr4e�thmeuuve�a.mfbpmlda lml.msb,ynum.fe,seclmssvFe.lmspspurwmrnuurao..im 44515t. Wcle Blvd. AmiueltulMv6x'mvTMT'Y.mghmM.adLL ll,luvdpF9=^6r0ibtdgM�..Inuflevyov Fol Yale WmHaMtmme Mm/elPl. Fat Pio=, F. 34946 -�- - . 0ppi1hO 111160 Ulmnsdvdtvvri.ieMo N,0.F:- .. .. ... ...£ Job Truss russ I ype my A0209271 wRM5CM7560B1L A06 ROOF SPECIAL 7 1 Job Reference o 'oral w, nuel ruses, run rierm, rh .wrco, aeuign�a elwss.wm 3x6 = 3x4 i 3 MUn: UZIUs M2y ltl" YOnla.11US'M?y lbzulu ID:Id_OOXyyT618i TXoljwt�QNK, 42 I 19-0-0 250.1 30.512 9 7-1�4 1 60-1 SS11 F 6.00 12 5x6 = 6 5x6 7 ?5;6X8 1.Sx4 9 w1 LG/ Jr`>,41t8 3.00 12 16 15 6x6 = 2x4 II 7•• �rtvo .e_n_n 12 11 3x8 MT20HS-- 3x4 c Dead Load Defl. = 7116 in ry n 0 910j� 4x88 7-6-4 14441 1 7-1-4 9-1-9 t9-10-7 Plate Offsets (X.Y)- 17:0-3-0 0-3-01 19:0.1-14 Edoel r14:0-5-8.04-81 LOADING(psf) SPACING- 2-40 CSI. DEFL in (loc) Udeft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(L-) 0.49 11-13 >924 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 1871143 BCLL ' 0.0 Rep Stress Ina YES WB 0.89 Horz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 193 Ib FT = 10% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' B1,B3:2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except* l W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 24-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 149010-7-10 (min.0.1-11) Max Herz 2 = 166(LC 11) Max Uplift 2 = 400(LC 12) 9 = 400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2649/1686, 34=43402667. 4-5=3153/1816, 5-0=3052/1841, 6-7=3136/1856, 7-8=-43152672, 8-9=46782898 BOT CHORD 2-16=13162291, 4.14=-2331447, 13-14=-213513999, 12-13=189713634, 11 -1 2=1 901 /3609, 9-11=-2479/4215 WEBS 3-16=14511920, 4-13=1175/1004. 6-13=1286/2346, 7-13=-853/776, WEBS 3-16=14511920, 4-13=-1175/1004, 6-13=12862346, 7-13=8531776, 7-11=315/579, 8-11=337/439, 14-16=156612749, 3-14=720/1562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=4.2psf; h=15ft; Cat. 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) All plates are MT20 plates unless otherwise indiwted. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads. 5) • This truss has been designed for a_ live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using 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 400 lb uplift at joint 2 and 4001b uplift at joint 9. LOAD CASE(S) Standard —ww.,,........,..,.......,.,,.n�^w�nw.a�!nr�o-san,w�aa�eYwr+do-rammwhn+grrnAerWuuR'+d•rlmq.rux nmPn+•1�' uyamai+�m1 Anthony T.TantwlD.P.E. ' rtlrvdW ln.b q 6"hb rzryndlndb Urns Onh.b A.ft btly lnin,•bonn duxb KWM W bdy nhYnlm. lb nwob 3)W, ..db%," kr4nyth01ba1YVYidiYbnynYUbtl 480083 b{gyhtYedfmN.t9snm,eYbllgdbpvm,elpklwtlbblyYly[,ex,m1dm61�Ymn�Ijltl4nAM18dYne.�dmlYrmdplca Al YfnYnyNlanYfYendbLnlbupY.lm. hpapnrinnbduoWv 4451 St. Lucie Blvd. fatultitlli.uMTd.AYreeghdlYn%YbYtl 0.inuduA[Qvhl4lbbdyln�.r,nimvlty+a 6lmvdotWlq NnS1aMY+tneldW hRN. • .................... ... .. ...... ,... ._. _ _ .. ..- _ -- _'- Fort Pierce, FL 34946 Job Truss inuss lype iy A0209272 �MSCM156001L A07 ROOF SPECIAL 1 1 Job Reference Coral! ... 1 A-1 Roof Trusses, Fort Pierce. FL 34946, design®a10uss.rnm Run: 8210 s May 18 2018 Pnr4: 8.270 s Mayy 18 2018 Mrek Indu¢lrles, Inc. Thu Feb 21 14.0 .49 2019 Page 1 ID:Id_0OXyyT61 Bi_TXo 1jwFlHzefvK-6zVrM RVAf5Mfs5GJ NuFoa0r7Jj49axspjfOzurturC 19-9-7 1a-0 7-6-4 11-10-12 18-2-9 1g0r0, 2so-1 3o-S12 4-0-8 I 651352-10 5_ 5. 11 I 744 h-4-d n�g.7 6.00 12 5%8 — Dead Load Deb. = 7116 in j&6� G 5x65 7 Wq 6 3x4 G 1.Sx4 G 3 8 13 W2 5x8= 8 12 11 3.00 12 Us MT20HS,' 3.4 a 16 15 3x6- 6x6= 2x411 Us 7{r.4 ~ 11-10-12 19-0-0 28-7-9 38-0-0 7-6-4 4443 I 7-14 I � 9-10-7 Plate Offsets (X.Y1- 17:0.3-0,0.3-01 19:0-1-14,Edce1. 113:0-2-8 0381. 114:0-5-8 0-4-81 LOADING(psf) SPACING- 2-U CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 Horz(CT) 0.57 9 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 193 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'ExcepY B1,B3: 2x4 SP Ne.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3'ExcepY W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 24-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7.10 (min. 0-1-12) 9 = 1490/0-7-10 (min.0-1-11) Max Hom 2 = 166(LC 11) Max Uplift 2 = 400(LC 12) 9 = 400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-264911686, 34=4340/2667, 4-5=315311816, 5-6=3052/1841, 6-7=-313611856, 7-8=4315/2672, 8-9=46782898 BOTCHORD 2-16=-13162291, 4-14=-233/447, 13-14=213IM999, 12-13=1897/3634, 11-12=1901/3609, 9-11-247914215 WEBS 3-16=1451/920, 4-13=1175/1004, 7-13=-8531776, 7-11-315/579, WEBS 3-16=14511920, 4-13=117511004, 7-13=8531776, 7-11=3151579, 8-11=337/439, 14-16=-156612749. 3-14>720/1562, 6-13=-1286/2346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 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 400lb uplift at joint 2 and 400 lb uplift at joint 9. .LOAD CASE(S) Standard smanmemgst,ou.nuuertwsl•911��mvulaur[daocumterlsrr,LTua�%al'Yr.7fiYwpmuam�m,.n;umtse,.wllwadterl7auarEuo�nsw,r,. eama.mwa.mtm,N Neurtalgaa U9Yaa1bb17YYYn9r larinvterof9.xN•xc�[n OPaY Nciegltlry,muterapm[hptlnuwJgvu>rynywlt%M6tecptlhzvjelmvtp4nbID0.¢,r�MiM1L ➢,Mpnnynm.Ytlrymlemv Anthony T. Tambo 117, P.E. , alra[ti1m,4mt Wpbbmpvhb,.[60.m.trUmh¢trddrxfehrJlrype�,ahmE[hC4C.16•bdbtlno4NIM1L:Ygpntl[o,iWd,n YYn,d6etmv LifigRd1q¢gtbmbfmdYvq�Y[h Y, n:ta t'3tl J80083 ' hh[i7Mgadf 4451 St. Lnfl¢Bvd. r4amvlaoehrrmma7,dgoY�aihtllrnmintlnl ml�ssbu�fq,mnt4ldt1g6ugv,etm,slcatga.[olYdfgWwlatrmnmahasml. Fort Plem FL 349<6-. �- .a1,W41l 01110 A I laallgmt-A Wyl. but. 10, PJ. telndodiorefnn l6Yaem,6aglo,m,ieprolIDhedxiRodlEe"an, iaissiahY kl lvdW.,-AA yT..400b llYr.l. JOD Truss I ruSS I ype Fly A0209273 WRMSCM1560BIL A08 ROOF SPECIAL 1 1 uob Reference (optional) 3.4 0 3 5x10 MT20HS= 6.00 12 3x6 4 4x6 i 5x6 J 5 7 4 W4 6 13 6x8 = N 72 11 ^'Bx8 c 3x8 MT20HS-- 3.00 12 3x4 > 16 15 3x6 = 6x6 = 2x4 II 4.8 7-6-4 11-10.12 194H7 2&1-9 38-0-0 �ir`e 1 A� Q 1 i Dead Load Defl. = 7116 in Plate Offsets (X,Y)- T7:0-3-0.0-3-01 19:0-1-14,Edcel, T14:0-5-8.04-81 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) 0.49 11-13 >927 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9611-13 >475 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.88 Horz CT) 0.57 9 We n/a BCDL 7.0 Code FBC2017TPI2014 Matrix-MSH Weight: 1921b FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 -Except' B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-6 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 165(LC 11) Max Uplift 2 = -400(LC 12) 9 = -000(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-265011686, 3-4=-43382665, 4-5=3189/1838, 5-6=308611861, 6-7=316911875, 7-8=4315/2672, 8-9=46782898 BOT CHORD 2-16=1317/2292, 4-14=235I450, 13-14=2129/3991, 12-13=1897/3635, 11 -1 2=1 900/3610, 9-11=2479/4215 WEBS 3.16=14521921, 4-13=11321969, 7-13=-818f745, 7-11=3161579, WEBS 3-16=1452/921, 4-13=-1132/969, 7-13=-818f745, 7-11=3161579, 8-11= 337/439, 14-16=-15672751, 3-14=71711558, 6-13=-12692320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & 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 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. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 400 lb uplift at joint 9. LOAD CASE(S) Standard ' sdndbli bkxgky da.iuW � Lpn�eMD vmem,avgbmivPvE38ebimemAexdmepeimiNevhm411w11murAeRovrt.ivvlvel,Pi Anthony T. Tombo III, P.E. a 80083 4451 St. Lucie Blvd. Fort Plerce, FL 34946 Job Truss Imss lype ryply &RMSCM156081L A0S ROOF SPECIAL A0209274 1 1 Job Reference (optional) A-1 Roof Trusses, Fod Pierce, FL 34946, design®a 19uss.wrn 6.00 12 Sx6 = 7.5x4 II Dead Load Deg. = 71161n a5x6 ll 6 7 2x4 II 3.6 i 1.5x4 II • 49 348 MT20HS� 4 5 � 5 3x44 4 10 3x41 3 11 17 a W2 5x8 = we 0 ry 1615 n d 2 of 1 3 Wxa= 3x8 MT20HS-- 14 177� 6 3.00 12 3x6 1.Sx4 II 20 19 3x6 = 6x6 = 2x4 II 4x8 19.1-12 )-64 11-10.12 18-104 19. 0 2 1 211.9 30.512 3a80 76-4 I 4441 611-0 b1112 510-5 I 3.1d I 2d3 l 766 0.1-12 Plate Offsets MY)- I6:0-3-0 G-2-01 112:G-1-14,Edgel 118:0-2-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.78 Vert(LL) 0.48 15-17 >954 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.8917-18 >510 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(CT) 0.58 12 nla n1a BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH Weight: 206lb FT = 10% LUMBER - TOP CHORD 20 SP No.2 *Except' T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W3:2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-8-3 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 = 149010-7.10 (min. 0-1-12) 12 = 149010-7-10 (min.0-1-11) Max Hom 2 =-147(LC 10) Max Uplift 2 =-385(LC 12) 12 =-385(LC 13) Max Gmv 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-265411667, 3-4=416612503, 4-5=4070/2517, 5-6=4201/2689, 8-9=4021/2572, 9-10=3955/2402, 10-11=4025/2384, 11-12=-4653/2817, 6-7=-3504/2089, 7-8=350412089 BOTCHORD 2-20=130012296, 5-18=-255/308, 17-18=-136413105, 16-17=1344/3096, 15-16>135113077, 14-15=241014199, 12-14=-240414184 WEBS 3-20=1392/875, 6-17=369/956, WEBS 3-20=1392/875, 6-17=-369/956, 8-17=394/975, 8-15=791/940, 18-20=1632/2726, 3-18=59211398, 6-16=-87911048, 9-15=-310/348, 11-15=572/571 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=4.2psf, h=15ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)12 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 385 lb uplift at joint 2 and 385 lb uplift at joint 12. LOAD CASE(S) Standard Job I runs I ype n A0709275 WRMSCM156081L A10 Hip 1 1 ban Job Reference o al A-1 Hoot Iru55es, Fort Pierce, FL 34946, aesigniStal Wss.com Run: 8210 s May 18 2018 print 8210 s May 18 2018 MTek Indunies. Inc. Thu Feb 21 14:4453 2019 Pape 1 ID:Itl_0OXyyT61Bi_TXoljwHHzefvK-711LBpbhiKs5Lia4ckKkksOoMKUeWnmPeHjd6fnur8 14$1 1 739 1-770272 1�MI 315 79 31-7-1 I79 542-0 415 2-17F1-0.9 r1 4 n 3x6 = 6.00 12 20 46 = 19 2x4 II S.6 !1 739 11-10-12 . 1431 1.5.4 II Sx6 It 19-0-0 2a-3-15 .25.&0. 31-7-1 n8.n.d7 Dead Load Defl. =121n 4.8 m 739 14-7-2 2-9-5 4-3-15 4315 2-" 5-11-2 64-15 Plate Offsets (KY)- 14:0-3-0,Edgel. 19:0-3-0.0-3-01 111:0-1-14 Edcel 118:0-5-4 Ed0el LOADING(psf) SPACING- 2-M CSI. DEFL in (Inc) gdeft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.55 16 >833 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Ved(CT) -1.00 16 >456 240 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(CT) 0.65 11 n/a We BCDL 7.0 Code FBC2017rrP12014 Matdx-MS Weight: 204lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 `Except* T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except* B2: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 439 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 11 = 149010-7-10 (min.0-1-11) Max Hom 2 = 131(LC 11) Max Uplift 2 = -371(LC 12) 11 = -371(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-266511655, 3-4=41812469, 4-5=-410=484, 5-6=3710/2216, 6-7=-07662733, 7-8=476612733, 8-9=-37792189, 9-10=-45402885, 10-11=465512767 BOT CHORD 2-20=129412309, 5-18=2551358, 17-18=190813789, 16-17=1544/3374, 15-16=1546/3393, 14-15=1554/3380, 13-14=2207/4036, 11-13=2366/4181 WEBS 3-20=1337/843, 18-20=15132695, WEBS 3-20=13371843, 18-20=15132695, 7-16=272221, 3-18=56511383, 6-17=341/470, 8-14=261/451, 6-16=862/1780, 8-16=-852/1755, 9-14=-621/635, 9-13=247/303, 577=-525/468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=4.2psf; h=15ft; Cat II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcti ent 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-M wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s)11 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity, of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2 and 371 lb uplift at joint 11. LOAD CASE(S) Standard n011f3A(IDlkrla[YtRIY1tf06111fRf61W jxlallmlCma:YRY{ fa4tNppra4ndmd,tlnpY:IneYVP6M98tanlYbArytimYOtlLIdm,llxeNnnt Ypro4rYmltlnYIDr.pj N,Y®,sllasilahritlYY®nY�ldbAnobprnsnp,,fl,aAl npp/yYa2pglElnp�pmpm/YpF.nntleyrnnr{lnq,NY�YYluptlbpyrinpL}19pYlea'I.,bRL 1YlnT na4mla9�ni�1{0 Anthony T. Tornbo 111, P.E. dm4arlmfYmlr0yNYenpnxEn440nn.Y0pn',Mpe4r74aYlrlrgpuq{r.{bmongY4YTn1YhlYYq:4eptlIRLTp,w:4Y�plebxrt,4YNu.tl6glNs4aye{A94nptlingmfbAmpAlq4 p80083 ��1upyrYu4{gMmurY'41 Y NYapMRdGNnr. lOanWn{Y1rpd6pvNlprgrlJm4lYYMg4yan Y0/MaWp(IN,ptlNYhlnp15Y1rp,&m1YpYFr�ia7Y1:Y,ry21JluNpnftlm,YYpn,ImlY.pf pnplrnuri/uYn;afit 44515t. Lucie Blvd. Ambeldod11rL4pq,9,plmOgbtllplwamH lbinssdupFq�ulLiYin'Sq Mrye,rtlnuhCaFQw Em Me9 w4'b��nnlJACmI. � Fog Plerce, F. 34946 �LppiBhDIDIIMI Ivdlnssro-h0egLLsl118,li lepndvdiwdnblvmmp,urmtmwirp,olOdedn4hvptde{mrc�eemieJa6u14ledLmm-INvvli.femloa,ri Job- I russ Truss I ype A0209276 O RMSCM1550BIL All Hip Job Reference o Donal A-1 Roof Trusses, Fort Pierre. FL 34946, design@altruss.conn Run: 5210 a May 18 2018 Prirrt BZ ID:Id_OOXyyT61Bi_TXr 47-09 2-0-3 I25-0 -0-9 9 3Il6x64 4x8= 2x411 5x8= Dead Load Defl. = 7116 in IV -- I l6 l0 3.6 = 1.5x4 II 3x6 = U4 = 6x8 = 2x4 II 4.8 c 6-7-0 I 12-8-0 17-0-9 I 21-5-3 21 38-0-0 11-4 64]-12 449 4-0-9 3-10-13 6-1-2 6-6-15 Plate Offsets (X.Y)— (4:0-1-12 0-1-121 f5:0-3-8 0.2-01 (7:0-0-0 0-2-81 I9:0-1-14 Edoel f14:0-3-4,0-3-81 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.55 14 >823 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) .1.01 14 >452 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.86 Horz(CT) 0.58 9 nla nla BCDL 7.0 Code FBC20177rPI2014 Matrix -MS Weight 215lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 -Except' T2:2x4 SP No.2 BO_T CHORD 2x4 SP M 30 *Except* B1,B2: 2x4 SP No.2, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W6,W5: 2x4 SP No.2 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 or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148610-7-10 (min. 0-1-12) 9 = 1486/0-7-10 (min.0-1-11) Max Horz 2 = 114(LC 11) Max Uplift 2 = 353(LC 12) 9 = 353(LC 13) Max Grev 2 = 1486(LC 1) 9 = 1486(LC 1) FORCES. (lb) Max. CompJMax. Ten. - Al forces 250 (lb) or less except when shown. TOPCHORD 2.3=-2707/1667,3-4=2174/1417, 4-5=-2078/1470, 5-0=5401/3107, 6-7=5423/3114, 7-;5= 4051I2320, 8-9=4688/2791 BOT CHORD 2-19=1324/2358, 18-19=1324/2358, 17-18=1324/2358, 16-17=897/1868, 13-14=1766/3661, 12-13=2406/4245, 11-12=241014226, 9-11=2397/4219 WEBS 3-17=568/504, 4-17=193/375, WEBS 3-17=568/504, 4-17=1931375, 7-14=-1104/2163,7-13=-189/380, 8-13=583/620, 5-16=2175/1164, 14-16=1375/2799, 5-14=1883/3819. 4-16=219/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat. 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 farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 243-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/riol 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 Ito uplift at joint 2 and 353 lb uplift at joint 9. LOAD CASE(S) Standard ro rx nwP�AaH+1m>++�m'I Anthony T. Tambo 111, P.E. ;age.me.'imrolYmrdmY4nµ+Yuryd s80083 �rdv,umenPOrmwr�,uumxa.wu 44515t. Lude BW. Fort Pierce, FL 34946 Job Truss I was I ype ply A0209277 WRMSCM15MBIL Al2 Hip 1 1 Job Reference (optional) A-1 Roof Trveset, Fort Pierce, FL 34946, designgan;uaa.Wl 5.10 7x14 MT20HS_ 5x10 = 30 II Dead Load Deff. = 5/8 in 316 = 3x4 = 316 = fixa = 24 II 48 111-29 15I -0 38-0-0 11-0I 72-9 I 22 I 11-" Plate Offsets (X Yh [2:0-2-12 0-1-81 15:0-3-8 0-2-81, r/:0-6-00-"] [9:0-1-14,Edgel, f1 L0-3-0Edge] f12:0-6-0 0-3-81 f14:0-1-12 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) 0.78 12 >584 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1A2 13 >321 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(CT) 0.75 9 n/a nla BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight• 202 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP 240OF 2.0E BOT CHORD 2x4 SP M 30 *Except' B3: 2x4 SP 240OF 2.OE, B2: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* WS,W6: 2x4 SP M 30 W4: _2x4 SP 240OF 2.0E WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-6-8 oc bracing. WEBS 1 Row at midpt 5-14 MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148610-7-10 (min. 0-1-12) 9 = 148610-7-10 (min.0-1-11) Max Horz 2 = -101(LC 10) Max Uplift 2 = -337(LC 12) 9 = -337(LC 13) Max Grav 2 = 1486(LC 1) 9 = 1486(LC 1) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2680/1699, 3-4=2320/1458, 4-5-2438/1649, 5-6=-8063/4506, 6-7=8265/4633, 7-8=4248/2403, 8-9=-4721J2886 BOT CHORD 2-16=136412363, 15-16=981/2013, 14-15=981/2013, 11-12=1904/3870, 9-11=249214264 WEBS 3-16=404/444,4.16=-1261438, WEBS 3-16=404/444, 4-16=1261438, 5-12=-3209/6316, 7-12=2486/4674, 7-11=77/369, 8-11=398/571, 5-14=335011837, 12-14=1988/3869, 4-14=345/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL= 7.Opsf. 7) Bearing aljoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 2 and 337 lb uplift at joint 9. LOAD CASE(S) Standard Anthony T. T=bo 111, P.E. t 80083 4451 St. Lude Blvd. Fort Pierre, R 34946 Job TrUSS Truss Type ryFly &M15CM1560BIL A0209278 A13 Hip 1 1 Job Reference (optional) A-1 Roof Trusses, Font Pierce, FL 34946, design@aibuss.cxn Run: 8.210 s May 18 2018 Pm 8.210 s May 18 2018 MTek Industries, Inc. Thu Feb 21 14-.":552019 Page 1 I D:Itl_OOXyyT61Bi_7Xo1jwHHzefvK-x7t6cVdxEx6pa0kTk9MCpH58h8HK_hY5bCkBYziur6 9n0 -14q Roo 22a-24ns adIMA 1 1s44 �zi511 I "112 338d 3840 bno sno 14.0 0.]-9 6x6 G 1.5x4 II 3x6 = 3x4 = 6.00 12 3.10 = US = 6x6 9 1b 13 US — 1.Sx4 11 US — US = 9aa 21n3 4n16 ]d] 64-T 1660 19441 0.1-B 29410 33-00 3t400 ,4n1s i 338 65 1 sn-e +�—I ]a1z 1 auo I soo a7-9 1a12 Plate Offsets QXY)- 15:0-1-12 0-1-121 19:0-1-12 0-1-121 118:0-512,0-2-81 123:G-5-12 Edgel LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) 0.13 15-16 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) all 21-22 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.75 Horz(CT) 0.03 11 nla n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 224lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' B5,B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 52-3 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing. Except. 9-11-0 oc bracing: 22-23 10-0-0 oc bracing: 23-25 WEBS 1 Row at micipt 9-18 MiTek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 765/0-7-10 (min. 0-1-8) 16 = 1728/0-7-10 (min.0-2-1) 11 = 512/0-7-10 (min.0-1-8) Max Hom 2 = -84(LC 10) Max Uplift 2 = -203(LC 12) 16 = -664(LC 9) 11 = -328(LC 8) Max Grav 2 = 776(LC 23) 16 = 1728(LC 1) 11 = 538(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1241/710, 34=1179/671, 4-5=948/590, 5-6=509/344, 6-7=509/344, 7.8=-509/344, 8-9=-296/626, 9-10=349/696, 10-11=686/1049 BOTCHORD 2-26=48911070, 22-23=-35511013, 21-22=233/858, 19-21=-625/645, 18-19=530/808, 14-15=-815/565, BOTCHORD 2-26=469/1070,22-23=-35511013, 21-22=233/858, 19-21=625/645, 18-19=530/808,14-15=-8151565, 13-14=815/565, 11-13=-815/565, 4-23=136/258 WEBS 16-18=-157211194, 8-18=-1123/774, 9-15=5491309, 15-18=197/339, 9-18=950/1096, 5-22=-1761405. 23-26=-441/946, 4-22=313/239, 6-21=384/330, 5-21=-429/271, 8-21=742/1283,10-15=-3571560 NOTES- 1) Unbalanced roof live loads have been considered fUr this design. 2) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; CaL 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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 203 lb uplift at joint 2, 664 lb uplift at joint 16 and 328 lb uplift at joint 11. LOAD CASE(S) Standard xxwrser�.rwm..myaua:nsnN�ruzu:wurmoncfimtw(atS;mcn�umes taereyw=amm�im,.d:tmrW+s.412:ddrmrrt.r,o0trm v.vktr.r. w:mdaa,;mna.w rne�aro,unemmmmpnx.+4un.apgrppmpr.lwa•r6pn,rraw.mlm.wnm..ntmemlrnvuemrrnnw�suikdrnc9dui�u,ssa_imomtmM.mina n,u,.1+m=wmsa:)dsmamt Anthony T. Tanbo ill, P.E. dn+mlm�:gdkgxmdynawado md0.dns+ca,prur,Y.yoep..trmande,mcelmhmdrgok.r0.tmor�++dAr+.!eu'wamNa llmT aµ u,Daas.l6.gYar,dng,wura rSM83 ' dkxalM�ed4a,m.[^..nwstebll0erdpmo,WwliavEbNb9rFl.+I+a16�.rasl6Vil��AahtAdpllnMaeufY pkplc lM 44515L LIxle Blvd. n..dr+.ahlr lvymyos.�mnhdrwnwart rat.upon[yn.orotdraxya ,vm,�Sreayene.pwq 0dVaaemmnrrdNM1. Fort Pierce.FL 34946 R . __• GppilNm _. 70161�1Iedlnssrr3ulospl.lor5eflbr.6 tepndmiwdnirdmvmm,ovglmm;iCpioSiOdNLiWenNe�pumilrid6eml-I lualmin-Ie9wri.Lmlo@,A.E job I russ I russ I ype 1yPly AG209279 WRMSCM1560B1L A14G Hip Girder 1 1 /• Job Reference (optional) A-1 Roof Trusses. Fort Pierce, FL 34946, dwign@altruw.com 316 = 5x10 MT20HS: 27 6x6 = 26 25 3.6 II 8x8 = 4x10 = 1.50 11 Run: 1.5x4 II 18 1s la 3x6 II 2x4 11 2x4 11 5x12 = 16 1552 53 5x6 = 3.8 = 21-8.3 441-0 )-00 Ba-8 11-ti-15 1 WN7 16-10-1 19d7 p+7 263-12 26A-2 31b0 3565 4410 F 341-0 11JfiF 1]-a t1-11a8}z-1i-16 ~28 u-6 6-M14 13-13 Dead Load Deft. =1/8 in 3.6 = Plate Offsets O(.Y)- t10:0-3-0,0-2-Ot.r16:0-M,0-1-12t.t16:0-2-0.0-3-0t.r1s:0-3-12,0-2-8t 124:0-5-12.Edaet LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (toe) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(L-) 0.13 23-24 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.2423-24 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.74 Hooz(CT) 0.07 12 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 218 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 'Except* B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' W7: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-15 oc purins. BOTCHORD Rigid ceiling directly applied or 5-3-13 oc bracing. Except 10-0-0 oc bracing: 24-26 WEBS 1 Row at midpt 6-19, 9-19 MTek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 129310-7-10 (min.0-1-9) 17 = 3946/0-7-10 (min.04.11) 12 = 72010-7-10 (min. 0-1-8) Max Hom 2 = 68(LC 7) Max Uplift 2 = 444(LC 8) 17 = -2040(LC 5) 12 = -581(LC 4) Max Grav 2 = 1299(LC 19) 17 = 3946(LC 1) 12 = 731(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2366/801, 34=2612/916, 4-34=22081808, 34-35=-2207/808, 5-35=2207/808, 5-36=2207/808, 36-37=2207/808, 6-37=2207/808, 6 78=948/2144, 38-39=948/2144, 7-39=948/2144, 7-8=95012159, 840=95012159, 9-40=-950/2159, 941=792/917, 41-42=792/917, Continued on page 2 TOPCHORD 2-3=-2366/801, 34=2612/916, 444=22081808, 34-35=-2207/808, 5-35=2207/808, 5-36=-22071808, 36.37=2207/808, 6-37=2207/808, 6-38=948/2144, 38-39=-94812144, 7-39=94812144, 7-8=950/2159, 840=950/2159, 9-40=950/2159, 941=792/917, 41.42=7921917, 1042=792/917, 10-11=.928/995, 11-12=113111050 BOT CHORD 2-27=706/2072, 24-43=-796/2393, 43-44=796/2393, 23-44=-796/2392, 23-05=96/604, 45-46=-961604, 22-46=96/604,22.47=-96/604, 2047=96/604, 2048=01700, 1948=0/700, 17-50=1077/394, 50-51=10771394, 16-51=10771394, 15-16=10771394, 1552=376/0, 52-53=376/0, 14-53=376/0, 12-14=8951985, 24-26=-05/409, 4.24=-156/780 WEBS 17-19=3668/1868, 7-19=-0971314, 5-23=-586/357, 6-22=0/320, 6-23=75611878, 6-19=-3202/1305, 9-15=248/335, 15-19=-747/1036, 9-19=243611603, 3-27=4001174. 24-27=62311886, 3-24=-2541365, 9-14=567/1059 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat II; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-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 444 lb uplift at joint 2, 2040lb uplift at joint 17 and 581 Ito uplift at joint 12. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ito down and 249 Ito up at 7-0-0, 106lb down and 116 Ito up at 9-0-12, 106 lb down and 116 lb up at 11-0-12 , 106 lb down and 116 lb up at 13-0-12. 106 lb down and 116 lb up at 15-0-12, 106 Ito down and 116 lb up at 17-0-12, 106 to down and 116 Ito up at 19-0-12, 118lb down and 129 Ito up at 21-0-12, 44 lb down and 71 lb up at 22-114, 44 lb down and 71 It, up at 24-114, 44 lb down and 71 lb up at 26-114, and 44 lb down and 71 Ito up at 28-114, and 152lb down and 194 lb up at 31-0-0 on top chord, and 311 Ito down and 69lb up at 7-1-12, 84 Ito down and 21 Ito up at 9-0-12, 84 lb down and 21 lb up at 11-0-12, 84 lb down and 21 lb up at 13-0-12, 84 lb down and 21 Ito up at 15-0-12, 84 lb down and 21 Ib up at 17-0-12, 84 lb down and 21 lb up at 19-0-12, 77 Ito down at 2140-12, 145 Ito down and 139 lb up at 22-114, 145 lb down and 139 Ito up at 24-114. 145 lb down and 139 lb up at 26-11-4, and 145 to down and 139 Ito up at 28.114, and 399 lb down and 393 lb up at 30-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead 1• Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 14=60, 4-10=60, 10-13=60, 26-28=-14, 25-26=14, 20-24=-14, 18-21=14, 18-31=-14 Concentrated Loads (lb) 1[xq.Meevojlr,Mh'41 uorn'�stsNdl�uinxl4acmmtma.[ma;um[naia:rm•a:. r.ryYgnenxsd:wun.mLru rq,e,.4latSdmYdnimntrf.nhmnrerl.m. uma:.vmanrm..y //_�\ Glemn:mibsYelrrulbbmYM�444ri:,uroptryvelu.yc�rupo.i.mutlnnl®:wm,.xuFs,emrt+w.++mr:r+a%a:mmpamuj,mubr�.al[maq,NeinlneLpnvelnxsrymbmvmami Anthony T. Tombo 111, P.E. / \ dw444L rLgldWndmw+:u?daAw.huMnfaaVgxvmxYq Y,p�.la:maanm.mCmmhmreY9oYNntl.mm:,:ao,modwe,tlnahimtbbrl�y?'9x ecr9em.IMi�MMA, n'1+9eia 2-80063 MVO.ILLVIrd5blhlRdnnelMvenfYpirrlm. Al Llningee6lanNbblYl:erPvys.L.rMprgavmlm�N,Aeee.Su 4451 St. LIH1e Blvd. U6dYylnyzdLormv.IL.�vnM.bRaelhxanmelptln„E.,YNgogamSEel exuldrdry.osw,r,�l.uu.agydre:aNd,ei mime u>Nj rq.vpnl6taai0uya,etmsflc,'gmvxm Mb �aiti'TTkmnmrcnaeml. Fart pierce, FL 34946 � G MD1016141 Vrilnsus-Anln i.lomlr N.rt le nlmioxdnnivmxe bar (Wyi1 dOGedri%edde xiaYo nmisderhw411udLnul-dv%ee LIan1404L[. Job Truss TMGS lype ryFly A0209279 S( MSCM156081L A14G Hip Ginter 1 1 Job Reference o Bonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.ram Run: 8.210 a May 18 2018 Print 8210 s May 18 2015 M7ek IndUSIries, Inc Thu Feb 21 14:44:56 2019 Page 2 ID:Id_OD%yyT61Bi_TXoi)wHHzefvK-PKOUggdZ7FFgCAIOstRMVeFwXVJRj62rKFyHLziur5 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 4=192(B) 8=-31(B)10=105(8) 26=311(B) 14=399(B) 22=73(B) 6=106(B) 34=106(B) 35=106(B) 36=106(8) 37=106(B) 38=-106(B) 39=11 B(B) 40=31(B) 41=-31(B) 42=31(B) 43=73(8) 44=73(B) 45=73(B) 46=73(8) 47=73(B) 48=56(B) 50=145(B).51=145(B) 52=145(B) 53=-145(B) 11f35[fllRlafittlBNtNG001I610r2lPalr[tl�We ixtliivp Pn4nd21mkamlmrh�h,nalRPdmpMrLlub411Nem11nilMu Itlmb�rv:AOlnYBb,ey Wlmmsml'+K4aFntlYYID4knWYrlm�E¢gfgnepa.lp>DIb Yss:leglp�nne4nmmitlml: nMMn4:mYlYmesPtlYujrlmillM�YIIOah deALM1L Pnugm¢htl9:^Xmv^a1m1 Anthony T. Tmbo III, P.E. C>mtlfblmiWgYWvlXmmp�AJmlmmm.YO+aficdYMglaM1MyR9a¢,rYMeim OCYK::tlYhtlleYapdndiFL immnatlm Oldwh+Jn,tlYlmvtlTYl l:frymgnYMentlMlild YYm1�'-Vi t80083 AlreqRae4vvy11mnm'HREf mYYgMyndleR.l5minrn�Y1®dmhffi,iWp4'IN4YWfg4gamleq�+ms�o6^,piNLlryplpSYln�dmntYFmtllria lhlhfnY�nHauslYmy4l:rnhop.hnsYryfyaneftmnm4ns,atn 4451 St. Lucie Blvd. rletlnrWnlhrOtmrntleubnmgryapmmtlu tr�inssduBFq:®nrVT6Wgkla,vinssflc.upmeolsuW mwllXymaa,eromhfil. Fort Pierce, FL 34946 _teyripbO llif Al ledlnuel•lmhogi.levA11LLPJ.&pmleUiordubdmnem,'mmplm4irprdl'ne:l�ffion6Feinnpenmrunhm411oAlnnrr.d®voyl.7eclo10, 1.1-... _ _"�_ .". rJob Truss Iniss lype y A0209 80 VORMSCM1560BIL B01G Hip Girder 1 1 Job Reference foo[ionall t. ..-- nbb, ,cusses, con 11=a, IL ucsnb, oes1g.081auss.WM ]1 nun: A.R - 3M = 1.5x4 11 04 = 3x4 = 4x6 = LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 6-8 >999 360 TCDL 10.0 Lumber DOL 1.25 SC 0.93 Vert(CT) -0.20 6-8 >999 240 BCLL 0.0 Rep Stress Ina NO INS 0.23 Hom(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-7-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 138910-3-6 (min. G-1-10) 2 = 1454/0-7-10 (min. 0-1-11) Max Horz 2 = 80(LC 8) Max Uplift 5 = -475(LC 9) 2 = 502(LC 8) Max Grav 5 = 1389(LC 1) 2 = 1454(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2594/887, 3-15=2196/826, 15-16=2196/826, 4-16=-2196/826, 45=2535/868 BOT CHORD 2-8=763/2244, 8-17=763/2264, 17-18=76312264, 7-18=76312264, 6-7-763/2264, 5-6=70212177 WEBS 3-8=-7/601, 45=-7/578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 475lb uplift at joint 5 and 502 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ito down and 249 lb up at 7-0-0, 118lb down and 129 lb up at 9-0-12, and 118 lb down and 129 lb up at 10.3-4. and 239lb down and 249 lb up at-12-4-0 on top chord, and 311 Ito down and 69lb up at 7-0-0, 77 lb down at 9-0-12, and 77lb down at 10-3-4, and 311 lb down and 69 lb up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 13=-60, 3-4=-60, 4-5=60, 9-12=14 Concentrated Loads (lb) Vert 3=192(B) 4=192(B) 8=311(B) 6=311(B) 15=118(B)16=118(B) 17=56(B)18=56(13) Wad Des. =1/16 in PLATES GRIP MT20 2"1190 Weight: 81 lb FT=10% I dnlxWfmsb, Y�WngbYry. YMY9MP'r4ferlm. NbYY dmY Wd11Hr4NTdgRbN �' 6Afilb 0201E A I h.H.. .A H� Anthony T. Tambo 111, P.E. 180083 44518L Lurle Blvd. Fort pierce, FL 34946 802 -7d-0 900 &80 __78-77-72 � td-0 94V0 8-7-12 — - - 04.0 4x6 c 7.5x4 II Dead Load Defl. = 3116 in 4x6 x la 4x4 = 5,6 = 4.6 = LOADING(psf) SPACING 2-M CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.25 7-13 >929 360 MT20 244/190 "TCOL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 7-13 >525 240 BCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(CT) 0.02 6 - n/a n/a BCDL 7.0 Cade FBC2017frP12014 Matrix -MS Weight: 69 lb Fr=10% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-34 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 69910-3-6 (min. 0-1-8) 2 = 78910-7-10 (min.0-1-8) Max Horz 2 = 95(LC 12) Max Uplift 6 = -176(LC 13) 2 = -215(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES.,(Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-10121619, 3-4=-806/675, 4-5=-806/675, 5-6=1017/622 BOTCHORD 2-7=-394/806, 6-7=394/806 WEBS 4-7=-8/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=1511; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & 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 noncencurrent 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 176lb uplift at joint 6 and 215 lb uplift at joint 2. LOAD CASE(S) Standard . rbPIP Anthony T. T%tro M, V.E. P,n3'kadbxgildbE,nam61p4 z80083 •bvb,P6Amdrm'N[,xe•dnr 4451 St. Lude 6hd. Fort Pierce, FL_34946 Job Truss I ruse I ype ty y A0209282 NRMSCM1560B1L B03 Common 2 1 Job Reference toot! .. 1 n-1 Moor Irvsses, Pon warm, FL 34945, aengnsialoun.mm Run: 04 = Dead Load Doff. =118 in 3x4 = 5.8 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) IldeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) .0.14 7.13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 7-13 >848 240 BCLL 0.0 Rep Stress Ina YES WB 0.19 Hoa(C"O 0.03 6 nla n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS Weight: 84lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 699/0-3-6 (min. 0-1-8) 2 = 78910-7-10 (min. 0-1-8) Max Horz 2 = 100(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Matt. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=11751797,3.4=-8661597, 4-5=-863/595, 5-6=1159(182 BOT CHORD 2-7=-631/1022, 6-7=610/983 WEBS 4-7=286/491, 5-7=3281363, 3-7=-3641386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCp1=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 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 180 lb uplift at joint 6 and 219 It, uplift at joint 2. LOAD CASE(S) Standard trnq. Fau4agNtmY, bYItlGfI1:6Ie(Nta'10sllimellM:lA4tl@Iplltn]�lln08[deaR ha 4.ykv'Po9mdMtln.ml4w Rlplg1140;e1mlDSILImLCIL1Eev+flrlYmltt tles�.o OMUY1W.r1 Ylnm¢xrmn YxmrvlmbapnhNd lvaumlepfq..W.y�npr;mwnnlpl�ams+nmpmamlenwm.g.:q kmlrm�mul,rm+6rml.mIDoq.NellM.nYcnenv/mmlgmmvo-mmt Anthony T. Tambo III, P.E. dnx4++1,csmgbffvraYmrnmlg4M1pm.bs.,n'+xtredrx4xM1blYppe4n.�momxi4Ptm Selmfx46vgNetllFL Ygx,k4M1ipptlgmtlmxbrmtml,aqYfq myemeDaarimmlaeYmngow�rltl A! S8g083 M11WgM{edfnxk. evnWMPbI®olYp¢rolml PlcOo�YYUgfgvlSYghia�,Rlnllipghlad Wlos,damlYp�Ipla 9.lYl+b,rgmdJninib fY1m+Ypr.lms Yxp rymnllmsfNna:Yu 44515t. Luck Blvd. sle.mlmmhlf.ammuen�.x9hn MnmYU OSIm d'v}rgw4lLTbYYy%ye..L,ss1pr[µ�afvll mq vlvmnelLMPIRL Fort Pierre, FL 34946 Gppilm®f016Al lvofinssn-YldaolLtamAv lit./3. tepnb4im AAisdvmnem,anplmyi�lvdffded Y�oNlEe.rinegnminiaeMm411vollenus-h%vvyLlvmbe N,r.L O Truss nrss ype A0209283 RMSCM1560B1L B04G Half Hip Girder 1 1 l Jab Reference (optional) AA Roof Tnisses. Fort Recce, FL 3a946, design@attruw.mm 3x4 = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 7.0 Code FBC2017rTP12014 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS. ' 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or4-1-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-2-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 802/0-7-10 (min. 0-1-8) 5 = 1059/0-3-6 (min. 0-1-8) Max Hoa 2 = 166(LC 8) Max Uplift 2 = -264(LC 8) 5 = -3B4(LC 5) Max Grav 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1157/360. 4-5=294/188 BOT CHORD 2-6=377/959, 6-12=-3771980, 12-13=-377/980, 5-13=377/980 WEBS 3E=8/626, 3-5=1170/453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live loads. CSI. DEFL in (too) I/deft L/d TC 0.71 Vert(LL)' 0.09 6-9 >999 360 BC 0.58 Vert(CT) -0.13 6-9 >999 240 WB 0.76 Hoa(CT) 0.02 5 nla We Matrix -MS 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-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 264 lb uplift at joint 2 and 384 Ib uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 270 lb up at 7-0-0, and 118 lb down and 129 lb up at 9-0-12, and 120 lb down and 129 lb up at 10-10-12 on top chord, and 338lb down and 72 lb up at 7-M, and 77 lb down at 9-0-12, and 78 Ib down at 10-10-12 on bottom chord. The designlseledlon of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform, Loads (plf) Vert 1-3=60, 3-0=-60, 5-7=14 Concentrated Loads (lb) Vert 6=338(F) 3=213(F) 10=118(F) 11=120(F) 12=56(F) 13=57(F) Dead Load Defl. =1116 in PLATES GRIP MT20 2441190 Weight: 57 lb FT=10% R,q.rbe4v,ggrmbrn',DOf m6a(IDtkft Oi4IEU6{fOCNnf(al`ulr�gTlJIO[3,a:blRbx IerlhCppotlnd MtlnmM,Imvky,pnhgllK',dhlEmrtim4gl1L1tlm9n Vienr Otiv@nm0Mo41W,M Wleaxampvm oSheaehblhlbMmi lseLv4q(pePtl.lnaLl4p.f�,bulegIDprtpaD,r+vpmtlbrtlnYn4efmnNmlmPYyx�m4,piEnx L,u Ll�emmll9 mY �n>tiL 1YLrvpwymvhtlqulmvvmOpi Anthony T. Tondo gl, P.E. do,tlkrtn56rgbltgh6,ulWMtCe0m.60r�itrtaYtlrFxmOrkVg4u�i.tltloNnin,4bSmlb,bdM'19 v4Winl.iblfrNtl6lndmbtlmtlWrmcrL61hf4+=glb6emedNniiliYdn+ln'wltl 28e083 hltlkq MrcAocxt.NmuiMbhlfAdbpvmvmlpMm,OMkUglga2Yq Mxea llM,rltY,ihIRWLen,lvevlYPmtlp1®AI6Lvf,ryaAJn, m16at4Lns&up.inrMptq¢svlrnv4xhlen,mhs 44515G Lucie Blvd. rta~+ea�he SvnvMmeamgheMab�tl�rt➢rmvdu�tgmbr91b4ftly0opn,uL,sslMe6pv Fq Mq mgHaMrmnnNeaelM1l. � Fort Pierre, FL 34946 (vppril9®1pl4bLivelipues-Avdagl:7omlvtlLPE lep,Mv4iuvl1lulvmnnl,hnplorm,isp,dl'aeho0vntlerrinmpeimisunhimkNvvllnsus-/epvryl.leoEvO;EF.--� JOD I ms5 I cuss I ype Fly A0209284 WRMSCM1560BIL BOB Hatt Hip 1 7 Job Reference o tional G n . n., , ruses, rmn nerve, " .»roam, .was.sxen 5x8 c 3 40 = 1.6x4 II 4.4 = LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Udefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-9 >566 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.33 6-9 >425 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.30 Hoa(CT) 0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 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 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 52710-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Hom 2 = 207(LC 12) Max Uplift 2 =-137(LC 12) 5 =-137(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-434/146 BOT CHORD 2-0=267/290, 5-6=-269/296 WEBS 3-0=-49/323, 3-5=572/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 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 S 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 nonooncurrent 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 137 lb uplift at joint 2 and 137 lb uplift at joint 5. LOAD CASE(S) Standard Dead Load Deft = 3116 in PLATES GRIP MT20 244/190 Weight: 60 lb FT=10% M.k.Ynb4YwlbbinYYN Yabruk*Ek#mPr.Plaolbr•<.butl.gMmPmmvmmF>vAbmYW.AR.aignymJPybbrbPtlbuj,rmvLnma.blGOmh,.KRrI IYYepnmmm.64aPmm.is.mYe Anthony T. Tombo 111, P.E. ' d. Am 4 ,bgbbbl bbmp�blq 4bp.rs.aa.bi,vhtr�,pt.. wfi,B 4w..@mmnA b¢bc.r% wi.rynlnd RL n Ybmebrme,un,Ihrm,.b�mglx[q.n�ysbmmmmY..lYnbanp+�+�Wa a 80083 Ymv,w{mdumnc. ofth"oqmlalbrse.;mlµubgtnduub,a.nsYmmlps® Alaob'bl., kc l IN,bmWnwn�e,.trn 4451 St. Lucie Blvd. n.nmPmdhatammmdrpbaYgdlml."Y bcFLL peinssbvmfgm661h1.AaPilan.Lrmlraabpma4.r bLL4 a¢imlavltmnml4mlblml. Fo,t Pierce, FL 34946 � 6 ND7016 AI bdiamea ANoa Llom6e N.IL 4 nda0ioa old'ndemmem,ioe 1m n a136edvEEenbe.rilm e�missirehamA-I lodlmusAahoa LlomloigL[. — ➢Fll Job Truss I Wes I ype A02092115 &RMSCM1560BIL BD6 MonopilW 2 I Job Reference (optional) A-1 Root Trusses, Fod Pierce, FL 3496e, designgal euss.wm wd�I 8 1.5x4 It 4 3A = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defi Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.42 Horz(CT) 0.01 5 We n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-1-5 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 52710-7-10 (min.0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -117(LC 12) 5 = -200(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when she=. TOPCHORD 2-3=605/196 BOTCHORD 2-0=481/483, 5-6=481/483 WEBS 3-5=-549/547 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 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 noncorimment with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 2 and 200 lb uplift at joint S. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 62 lb FT =10% xeay.RmE+nitllmn6'41 nLinYfa(i01tr1BIYLLNRtlmfllfBtdi]NIZ'TPIIIafEQiilf d� IoEI i,MPotlosdrtldnbbii.,uk,SbW9(I[4eiN1EUII.laLR121tlemYMMnn W6uOew OtlsMN.i1 alnmsl�>1dhr�lYbiL10M,4Lb1L•uMryhpesp,.yudiap�'evlbgl'Jnpmmom*m}blM,utlgwTi rv{WAelbbhPlbbhlm, LT�ebW,dl.MeL5t ib4cPb�� 1 �^+mil M�OnY T. P.E. WLm B6aya,B.ftmw.6PanlKavArysxblcMq PnY.ltrmmtlhPCtvSalb htllaYgaaallM.Npxntltlbmxlabtl n,tlblmv�lgglzQlttqeblAfaalhvgd4Yfxn!ra[i!g4 80083717, a60083 O,ItYgM{.call,O,b.xunIDMtb1[9o1bY��mW�dm4+4atpmbq�'^•^^pol'Pd�dlpPlal9nn:MevfYPtiF�RIYL:brrpadlfi,blbR4Ln,b�yn.im,Eryib)mvlrnurMet4¢�+ wkv'5"W A!* 4451 St. Lucie Blvd. i!e•IuldtllitDxalTdWaaa9bb� btlul lbinvhuxF�m04'itablgl¢Iv,ala Simfgna[gMf�19=tl,Abonebatlalxl. Fort Pierre, FL 34946-... (t k® INN 4iIbllmssn•ME Lloaho ALlt: le mdtsiae eltd'u4maeo,u Imm,il iolTnldrAEoelmnimeo nmlssiot6ld-1 leollnuel-1Wo LleokdA,f.L — .—�— -- -- - Pn9 - - -- ' l- Job Inuss Iruss type Qty Ply A02092 86 YAWSCM1560B11. CJ7 Comer Jack 10 1 Job Reference o tional . a 1 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oe puriins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 =-5/Mechanical 2 = 181/0-7-10 (min. 0-1-8) 4 =-21/Mechanicel Max Horz 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -71(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 20(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - Al 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-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 6lb uplift at joint 3,71 lb upillt at joint 2 and 21 lb uplift at joint 4. LOAD CASE(S) Standard kh�rwgs�,:drsa.,m.n:i u,nLmalM;rtr�nAFwnrcumnssm.,m,. oemme.gmu.rm.w Aaao mmrsmus.mmmrmew.ud:.um,emwFro.rW.bmcrW®;mwmntsm�.vm�eur+m+mw+m�F,mum+�smwssae.:wmuMmmmmoN.aemiaumm�,vm�nme.vmasl Anthony T. Tanbo 111, P.E. In,tlx�rm,&gbYu,n6mpYhEgtldiTm.bOv.l:r6kdy.b H�rPa¢r,.hoOEtlM1IQ.S,&.IbWInY9"6v�L R.pmlimlppalmti,Hmdbimv.i6gl. .sryCNAdv.iMyJ94dn,�dugd 380083 Q[�+m��.prm..trwuerrma(mmmma(:Im@usmcnmray¢Trimeemoartr. ' mNegM[mm0mm.mmmm.trnodrormmm mxgw4mrwmea4en+m.poAp6awgrnw@en,dmmfm FmdHm-mim:e,y.sine.fam,es,umruup..uuMptym.Frm+rdeea..a. 44515L Lucie Blvd. [IeHud4tlhr6s'mTdm.mmgh®FmmdLL RL.vkgFgmhrntrlagle x,vimsSp�tgmfmi48q ngLalFmnmdidminl. � Fon Pierte,FL 34946 eppiBAl®t414kl leef7nssesAmlagL7amEr W.17.[�Moaiaeeltlfsdemmem,iorJfmgigiol�l'aediiMeNde mm� pmninior6w41 HaALnuSAAvoyi.7emin10, l.L a job Truss I Was I ype A0209287 WRMSCM1560811- CJ3 Cmmerjack 7 1 Job Reference o llonal n-� nwi irvaanq run rmrm, ru anmo, mcsgnLaJa iwss.mm �f 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 TCOL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Siren Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard 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 = 64/Mechaniml 2 = 212/0-7-10 (min. 0-1-8) 4 = 23/Mechaniml Max Horz 2 = 82(LC 12) Max Uplift 3 = 43(LC 12) 2 = -63(LC 12) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15R; Cat. It; 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 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-" 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 beadng'plate capable of withstanding 43 lb uplift at joint 3 and 63 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight 12 lb FT =10% 4Nq•IYmbr�msYY HtlC11Rin(iFI11f1Blilllfll6![pC111Mf@i�'N1�19Tl�iinl'Ya lcAphcryPmemd Mdn.lY�imvN+4Y�ll[i;d YNNILImGI11Ae®4sYY'em. tlu�Ca.v OadoYlW.aj EiemaaPm 48b �bYlammrti Yrtmf Nup laPeR�.:cnN6relmmingPonrvurOrapmtlmlYnvGW'+urNuYm+StlYmN4tlM1P�elmtlY�AnYID4tlrr/viM. iYlnP ravf�'md5m�ev+aiY1 Mb)ony T. Temb0111, P.E. dmimelmMglvlfgnbn+q>E Y6Au.Y0ndt,•Isci,ganYWSgNvp,YYSNtl49CYiofmbmbYAy�tl B�L Ib9P"[4YlpldmbtlndYlmvml6YL^dq vtgibOYNadtugJfYYnyaOW!Y a8DO83 YYY9rnrc mi4cnm.14vubM.Y1[O,16pemvmipPl®iJm W6gLgam{LgMVMIIdiyMrYiqPd WlmrASMYrmtlp�Imw:Imfs:Yrrgneifnutlrms[YLm Yvp.4mNs4 N8^^^�ImP+a�cf:n,Yu I 44515L Lucie Blvd. • ne.e,waryYfneq,ean..mghurr me64 Rinahu).[gmOk^IYYYgYym,YlsnlryPGr+s[ml.r4 ay3YtlYmnm19dm11Fl. Fort Pierce, FL, 349n6_„ - --- (eppipb®101E bllYBnsssr-AmEaepiaaN6YIIGrL-[epmdoaimeldiilvmrsn;uYglergnp�ullnedminoNlEY Yrineorersiffimhem A -I ladlmul-iNmri.ToedoO,pL — — — — -- Job I russ I was I ype Fly A0209288 WrtMSCM1550B1L CJ3B Corner Jack 1 1 I Job Reference o tional a-1 Hour I russaa, run rierce, rL Y1 U, Oesignegalcuse.mm Hun: a210 a May 19 2015 Pnnt a.2105 May 192018 M7ek Industries, Inc. -Mu Feb 21 14:45:01 2019 Page 1 ID:ld_OOXyyT61Bi TXoliwHHzefvK-mHENtYhigntyJxBd40To3YLKfYPiOZnaTWf2OBzuA 2-7-7 2-7-7 3x4 = LOADING(psf) SPACING- 2-" CSI. DEFL in (toe) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 3-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 3-6 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOPCHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/0-3-6 (min. 0-") 2 = 67/Mechanical 3 = 27/Mechanical Max Horz 1 = 52(LC 12) Max Uplift 1 = -13(LC 12) 2 = -47(LC 12) 3 = -1 (LC 12) Max Gmv 1 = 95(LC 1) 2 = 67(LC 1) 3 = 41(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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live toads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fi-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 13 lb uplift at joint 1, 47 lb uplift atjoint 2 and 1 lb uplift at joint 3. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 8lb Fr=10% rrWrkr+angs7 Wwn'41au1l�lpnerl0'd1:N61f0411i[E05LY[Gfd11m4re]pfba IcOlaGppndmdrttlercnNlmvMpP�mllle°;dr45g1.lYRILiMmwMhMu WvrYhnnMvYtn.s} aiemWtlhnMkvtltblavkNd arun�tvpk>xrOLWldi4p:rl,s�WeW1W�T smpmAdP lviW rv4d1%hbinp9YujiNULgmMnYTdm}.vbAL bMywupxlHai�rLVMn'f Anthony T. Tornbo 111, P.E. N,utlbl:nrkWkYvrfbn,,uAWl4k�ft0'.Nr Jrrkklkpk$+,rkmrtdNMW:altkdkh'AL t1""ribs''w-ikrmv.tlxWlmymµ—r—ahquahtnpauri s80083 ' ftmv'mlvule—a.Wuhtn4Nkinnnankftml6kkngU,.Wl4Maim .'nWtptlpBn Mi YScbm{mYurtlYmrbMrkvP.l bprq+vvllmt ro4ev, Yu 441St.Lci Blvd. g4515[. W[I¢and. NaruNvikr4xW rlvigv 6"girdl."A hlnu U,5r LINft apkya,aL nbClbpvvxWkpk1 aWYlaltmnelbue101. kppilt®711141 Avafrmus-1levgl.ivmhvat/l lepiNlaivvdaaearau,bvgtiWispsdSdNvbEenee rmiuissin6vo411evlLnsesIs2vvyLianlelll,Lt O Nee NSS type ty y A0209289 KRMSCM1560BIL CJ3L Comer Jack 2 1 Job Reference o tional e-, Weer � russes, ran Hares, rr..wwo, aesgn�ga,wss.mm nun: a.e ry LOADING(psf) SPACING- 2-U CSI. DEFL in (loc) I/deft Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP 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 puriins. BOTCHORD Rigid ceiling directly applied or 1 O-U oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 64/Mechanical 2 = 21210-7-10 (min. 0-1-8) 4 = 23/Mechanical Max Hoa 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -74(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 3) • This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43lb uplift at joint 3,74 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 12 lb FT=10% r•gm�mgvlr.nm•u ucrnmoRourlarit:rtueAna:mamrrri¢rrdmresrr:urm.t•ha+rw=m,mmmr.m�t�onn•rnvAs^.d•,�tt.n,ltu.�mees,... uaa�m... meea>w. Y Wiemyl•,r�tlMbmla•MKibrlmr:cpfgwpr.fupFµ•Ib WngIDl�n�•t.•�r+,tlml�IDelq.a:4ai�dOlam Wpiars}I:rutyNemII4ah.emll4l.mL T.�4�Hgmb suAibt pAthprry T. T0' 7II, P.E. riaimlmrbgMtlg4m,yvTiRttmU.,s.a0mrr.3md,yemaYgOnq.,•boeeYm9CaielmYitlbYgM�dRlmr,.,,[ImindgbMwdalmtkMgleRymq.aOEW .iMgYe4mnm Nei II80083 All at•ygtnrn•doe,mtP•x.w•minalmPY•vslpWmsxaWAgrnr•m Yq 6k•e.00tp4,Mpgd5lanNwmffipodpa Alt3�angaMJcaelbn[aLntpupr,lnr Kp ayantllms r�.u',xa;.•rt 151 St.Lucle Blvd. Fort Pierce. FL 34946 (n MDIdIIAl bdlrvsserAmdoe Lloa6rltirJ: le deuiwd66dommem,b brm.b nllAed Gnhemee•nm. e�s4eoheeMl kdlmiakil"er 1.1om1oliFP.Fr'-•-� - ^• ^'=- -$.:_ - " IFIB r W^ ®I 1 i 1 job I Was I runs I ype _ 09290 A02etlf WRM$CM1580B1L CJS ComerJ 6 1 ' Job Reference a ticoal ' n i R r oases, Fort Rance, FL wB o, oesgnoma,mmm n nun: B.ziu s May 1B z018 Pnnt 8210 s M iB 2018 MRek Induseles. Ina. Thu Feb 21 14:45:02 2019 Pee 1 ID:Id_0OXyyT6IBi_TXo1jwH�fvK-ETol4uiKb5?pw5mpe7_r URLyh?701jiAPm uR -0<-0 4-11-11 I 1-0-0 I 4-11-11 2x4 = 411-11 ' LOADING(psf) SPACING- 2-" C51. DEFL in (loc) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Verl 0.04 4.7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Ved(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 We nla BCDL 7.0 Code FBC2017rrP12014 Matdx-MP Weight: 18lb FT=10h LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or4-11-11 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation.guide. REACTIONS. (lb/size) 3 = 1221Mechanical 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Hom 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -73(LC 12) Max Grav, 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - Al 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=4.2psf; h=15ft; 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 73 lb uplift at joint 2. Anthony T. Tombo ID, P.E. 180083 4451 St. Lurie Blvd. Fort Pierce, FL 34946 Job Truss Inuss lype UN A0209291 tVRMSCM1560B1L USA Caner Jack 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946. design@aibuss.cam Run: 821a s Mayy 18 2018 Pnm: 8.210 s May 15 2018 Mmek lndusiries. Inc. Thu Feb 21 14:45d122019 Page 1 D:Id_0OXyyT61Bl_TXoliwHHzefNC-ETo14uiKb5?pw5mpe7_mmuTVA1701jiAPcxemur? 1-0 0 42-0 1-0-0 42-0 2x4 = 42-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ven(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MP Weight 16 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or4-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3' = 99/Mechanioal 2 = 250/0-7-10 (min. 0-1-8) 4 = 39/Mechanical Max Hom 2 = 106(LC 12) Max Uplift 3 = -66(LC 12) 2 = -68(LC 12) Max Gmv 3 = .. 99(LC 1) 2 = 250(LC 1) 4 = 63(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=4.2psf; h=15ft; Cat 11; Exp 0; 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 20.0psf 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. 4) Refer to girder(s) for truss to truss connecfions. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6616 uplift at joint 3 and fib lb uplift at joint 2. t1I{ FI lodlnssss-k0ogl.lemle m: rJ. m�a're'pe""Pn.rgvm""�`m+ar Artery T. Tanabe III, P.E. mp.mm�an.+hgtltlYb .ra4wrd 280083 mp.uamy+upnmrmsumrv,ems 44518t. Lucie Blvd. Fort Plum, FL-34046. - Job russ Truss Type Qty ply WRMSCM1560BIL CJSC Comar Jack A0209292 1 1 Job Reference (optional) 1-1 Roof Trusses, Fart Pierce, FL 34946, design@attrus&ccm Run: 8210 s Ilay 18 2018 Pant 8210 s they 182018 MRek Industries, Inn Thu Feb 21 14A5:03 2019 Pagel ID:Itl_OOXYYT61Bl_TXo1jwHHzefvK4gL71EjyMO7gYEL?CgV48zRcrMObsTH1xg89T4zrur 47-7 47-7 I 3 3x4 = 4-7-7 4-7-7 LOADING (Pat) SPACING- 2-M CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ved(LL) 0.04 3-6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 125 BC 0.33 Vert(CT) -0.04 3-6 i999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matdx-MP Weight: 15lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-7-7 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS: (Ib/size) 1 = 169/0-3-6 (min. 0-1-8) 2 = 121/Mechaniral 3 = 48/Mecharilml Max Horz 1 = 93(LC 12) C Max Uplift 1 = -27(LC 12) 2 = -83(LC 12) Max Grav 1 = 169(LC 1) 2 = 121(LC 1) 3 = 74(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load noncencument 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 27 lb uplift at joint 1 and 83 lb uplift at joint 2. ' ww v.=w-ww�rmn^n �:woo.nwYo.pug:q.eepuq.umlwe@PY•w:unsnpannm�mq,rmex. nnrynminm.r9mm.tsaary Anthony T.Tarn 808a3 Ill, P.E. _ NwtlMlm:brpk'fulhmrtpnalm4b0.v.b0+n':cfnitlrpnb MWgM::r,�AomeChlll,h:CYla:hdlaMgNetllRl. hppntliblOAdmtiawpYMtYtlbglNtgmµeffiILadheq JEYhnrymriT[ II bRYgMpivl aarv.NYmmnYblagbp@mrrrtldn�Iminl4q(:ymDld¢MtOs'�16',plWblpnlgllll@:iuemllvlolpirilnl CLULiryrmmP:f nlYEtl[4Lnf Aups,lmf Mpfgmrinu Yrl6n.W[ N44515t. Lucie BNd. CaYN16m11nfrtnV �9n Yr�a:IMtlIpMFtlrtl ltrlmrhsPEA*Y0101bIYYalln'im,elullnY<q�4•IM4 Rffi+ykmneWYlIFI. • wn Pierce, FL 34946 Lpyripb0701Akl ladimsss-knvryl.ilmha all,li tprodoaimdnillwnem,hnerlmY,ilproLliYd YdOorllhe Yrienpmidxheo4l hdLnul-Ir0ev71.lavlo N,lt _ oTruss I russ I ype b y A0209293 SCM1560BIL CJSL om Cer Jack 2 1 Job Reference o Eonal AA Roof Trusses, Fort Pierce, FL 34946. design@albusscom 3x4 = Feb 411-11 LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 4-7 >563 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >648 240 BCLL 0.0 Rep Stress Ina YES WS 0.00 Hom(CT) -0.00 3 n1a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb Fir = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTak recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Hom 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -102(LC 9) 4 = -51(LC 9) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - Al 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=4.2psf; h=15ft; Cat II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; 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 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3, 102 lb uplift at joint 2 and 51 lb uplift at joint 4. LOAD CASE(S) Standard rv+q�RwMN�'r�.niJuernm6l'a8a7®ar: N414mmcGmIDICx9]'lt'LY'S,uGMalsh4wrmmmm�a Jn.CsinureC1.4I84".aOi Wrttb CrtdvrfbnMsu®avme.nmtleYmB.rOl nnm mrusamemmm,rrs�ewtin ssrt vnw0•.sPr.L�ahurs=:muA�gn4ne�sominvdo-remmm>a+n�4eranMSAaWrr 3elmseamoW,reatntr+a. b9mm.samzr MthonY T. Tombo l0, P.E. c4wdSrL rkgraMnlvbnyom4e.tlpv.a60emYrh9d�c64LLgragw,�bveei4PCN6:dE:YdlaYgnYe1 W.➢,.IrMOb Mdg6HmdNLncMylYq n'q.teSmdYufJe4M1rcrn4VrE 580083 ' mraravenYawuma_u.»mrirmomimpm,selpmmn4e�Lut3ugmfegVevwl44mpmmrwn,mvmmp®dpm ulsm.e�gmar:,wm xvumorpm,ImsrnYvbp.v.umsrmcar;.sn 4451 St. Lucie Blvd. r4u.albmllrrar49er9meme9hmrmrse,Yrtt Ternudupfgavbrfthla4ghym,vlm�fmalgmtgWq agMamtmnerGmxtnl. Fort Pierce, FL 34946 --�- •(vpp'gNOtflf AI ledimsu4-AAvnLlv¢hv01.❑. 4pMvmmdtlie lomvev4uvgimm,hlrvLldNridtmdr vwnnpe�mir-0xhvo41led1nsuNreuviT.lemFolO,li •"• -- —•- .•a_ e - Job Truss Inuss type Loy ly A0209294 WRMSCM15Ma1L CJ6 Comer Ja& 1 7 Job Reference (optional) A-1 Roof busses, Fort Pierce, FL 34946, design@altru s corn Run: U10 s Mey 18 2018 PdrR 8.210 a May 18 2018 M7ek Industries, Inc. Thu Feb 21 14:45:03 2019 Page 1 ID:10 OOXyyT61Bi TXoljwHHzefvK-igL7lEjyMO7gYEL?CgV48zRatM?XsTHbcg89T4ziur -14-0 541-0 1-" 1 5-" i 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(L-) 0.07 4-7 >897 360 TCDL 10.0 Lumber DOL 1.25 BC OAO Vert(CT) -0.08 4-7 >803 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n1a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-8-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 141/Mechanical 2 = 302/0-7-10 (min.0-1-8) 4 = _56/Mechanical Max Horz 2 = 137(LC 12) Max Uplift 3 = -94(LC 12) 2 = -77(LC 12) Max Grav 3 = 141(LC 1) 2 = 302(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; CaL 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 nonconcarrent 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-&0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 3 and 77 lb uplift atjoint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT=10% I Anthony T. Tombo 111, D.E. r 80083 44515t. Lucie Blvd. Fort Piers, FL 34946 O mss nuss ype A0209295 WSCM1560BIL HJ7 Diagonal Hip Girder 3 1 l Job Reference (optional) A-1 Roof Tnlsues, Fort Pierce, FL 34946, design@alt umoom Run: 3.4 = 1.5x4 II 3.4 =- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) -0.05 6.7 >999 360 TCDL 10.0 Lumber DOL 1.25 SC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 nla nla BCDL 7.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- 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 = 159/Mechanical 2 = 442I0-10-0 (min. 0-1-8) 5 = 274/Mechanical Max Hom 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -180(LC 4) 5 = -64(LC 8) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=734/174,11-12=-684/191, 3-12=-683/181 BOT CHORD 2-14=266/679, 14-15=266/679, 7-15=266/679, 7-16=266/679, 6-16=266/679 WEBS 3-6=a17na1 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Erp 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 fora 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 107 lb uplift at joint 4, 180 lb uplift at joint 2 and 64 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 901b up at 1-4-9, 77lb down and 901b up at 1-0-9, 36 It, down and 41 lb up at 4-2-8. 36 lb down and 41 lb up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66lb down and 88 lb up at 7-0-7 on top chord, and 12lb down and 40 lb up at 1-4-9, 12 lb down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb down at 7-0-7 on bottom chord. The designtselection 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 t Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (ptf) Vert 14>60, 5-8=14 Concentrated Loads (lb) Vert 11=57(F=29, B=29) 13=74(F=37, B=37) 14=46(F=23, B=23) 15=9(F=-4, B=-0) 16=-56(F=28 , B=28) a PLATES GRIP MT20 2441190 Weight: 43 lb FT=10h IL10ummpg10i1bMbb m cab � 11t0,o bvprgnap."bpc+hb ul.1Wu, A. mxmd bp01uu0u u,,.WAQ,fmrn40brtre6,uhM.firmwr, ubW. lb Anthony T. Tombo Ill, P.E. a-OfiufsttrgldEghbn,p,bW ditn..bW mh,4.,.NW,Wlp,nbr,n0414bCdb WivifthaftwIML lb"uddew Wnlmbd 1u,ll�imt�,iglx[gszq,.C�eOEmelLvgJbYhnAur4�[ a80083 b4YgMgadepeu 1purvmmubiMdbleamlmfR04v�Ym¢YSGyvnW(CSvou(16trpLihtlipmdlW mrtluvfbrMP In1Y4c4 lanHYn[LLuhvp.Iml Mupbgaavllnvbnlcep�Ylt d4515L Lurie Blvd. Oe0ul0,d1(IaMrpxlqu0�lhdle¢„dni lhinvbp[gae6rnb{OHAkpm,rtlnuSpabpv[HtbAV aO'+1alFunclOalClnl. _ FQR Pierce, FL. 34946 OpydlmDppl6AIlodlmsses•Aodmyla¢ie BLRE&pmdoeiu eld'udimtnm,'vuplmm,itpm63nM�01eNdex�mpe(mitdeltrmA-I leolLnunAvhr,LTomlo11111-- ---• -• •- -r, ••- , Job mss Inuss lype ty Ply A0209296 WRMSCMIB60B1L H17A Diagonal Hip Girder 10 1 1 Job Reference (optional A-1 HOdI lmsses. Fort Terre, FL 3 WB, design@IaMss.own 3 30= Lars II 3x4 =- LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) -0.05 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Hom(CT) 0.01 5 We n/a BCDL 7.0 Code FBC2017/TPl2014 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 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 aulde. REACTIONS. (Ib/size) 4 = 18011viechanical 2 = 45310-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Hors 2 = 182(LC 4) Max Uplift 4 = -125(LC 4) 2 = -185(LC 4) 5 = -67(LC 9) Max Grav 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=777/214,11-12=-727/231, 3-12=726/221 BOTCHORD 2-16=288R20, 16-17=288l720, 7-17=288n20, 7-18=28W720, 18-19=2887720, 19-20=288/720, 6-20=288n20 WEBS 3-0=760/304 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=4.2psf; h=15ft; Cal. 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 24)-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 125 to uplift at joint 4, 185111 uplift at joint 2 and 67lb uplift atjoint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 77 lb down and 901b up at 1-4-9, 771b down and 901b up at 14-9. 36 lb down and 41 lb up at 4-2-8, 36 to down and 41 to up at 4-2-8, 54 lb down and 69 lb up at 5-1G-11, and 66 lb down and 881b up at 7-0-7, and 76 lb down and 103 lb up at 8-0-2 on top chord, and 12lb down and 40 lb up at 1.4-9, 12 lb down and 40 to up at 14-9, 16 lb down at 4-2-8, 16lb down at 4-2-8, 24 Ib down at 5-10-11, and 30 lb down at 7-0-7 and 40 lb doom at 8.0-2 on bottom chord. The designiselection 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=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, 8=29) 13=-14(F)14=37(B) 15=56(F) 16=46(F=23, B=23)17=9(F=4, B=-0) 18=-19(F) 19=-28(B) 20=36(F) PLATES GRIP MT20 2441190 Weight: 43 lb FT=10% reW.NmBe•mJrme.m'HnGI0E41[f¢I�O9e196Ataalmnm101r(Gr9'�lN[iS�1t11'ba Pary YePpoendMdaeorlmr p¢p t..gSW,oAmubl11w4r11d.m8gMn•x HarOnm atlablW.e7 ///��\ Wihmma!> mxbndbmWm�•dd lsYLru lmmplMmN.l nl.ybmlmgl9mpmnor+}mi4r�s,tl•yYa'��rymiBnftmMptlmsgetmtErW ebmo.ry,abl?n.fiL•upwapublgwhCWAm� Anthony T. Tomhn ill, P.E. d•xdtivl..ub^IWblemnW�RLhJm.0,0•atahvdBmrmtslE9bkR..b�mltlhOCl,Sm1Y6dF+95N,dIM1I.1bRPm'db101,1abtlndbimialWYafR�MCmAMdMtlY9.Ymnynadsfd a80083 M}urtlreanc.tFu,mM.blWNmpmolvt Y•dimrJm WgbPm,YY,ry6N®a0NyW31bAr19r1 m,tvavlYpiFiv lnlmY�H,rymilfuMlmt4Lnrbuys.ImYMpPReWlmsln[eta.Am 44518L Lurie Blvd. UmltlYai ,L.mltMlnu5m4MmOmmgN�Rn•bd•4 filnudvp[gm•u Ambim4lkna,minu Slrn bpata/Ydy a¢plalbmnmltdm04l � Fart Plerce,F. 34946 6ppiphlD PllObl leeflnsses�AmEoep Liomlo04 Pl. I�nleameddisdamnem,bnplwa.ispalauedaiaodlEumm��issilr6om A�I laoltrnunA!%ogi.Pemtom, P.L O FUSS I cuss I ype - A0209297 S+RM$dM1560a1L i Diagonal Hip Girder 1 1 Jab Reference (optional) A-1 Roof Trusses. Fort Pierre, FL 34946, designilfaltnrw.00m 2.4 = 1.5x4 II 3x4 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) 1/defi Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.11 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.40 . Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017rrPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-6-4 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 = 1591Mechanical 2 = 442JO-10-6 (min. 0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -110(LC 4) 2 = -271(LC 4) 5 = -229(LC 5) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=734/451, 11-12=684/468, 3-12=-683/462 BOTCHORD 2-14=-523/679,14.15=-523/679, 7-15=523/679, 7-16=-523/679, 6-16=523/679 WEBS 3-6=7171553 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 271 Ito uplift at joint 2 and 229 Ito uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ito down and 90 Ito up at 1-4-9. 77lb down and 90 lb up at 1-4-9, 36 lb down and 41 Ib up at 4-2-8, 36 Ito down and 41 lb up at 4-2-8, and 661b down and 88 It, up at 7-0-7, and 66 It, down and 881b up at 7-0-7 on top chord, and 51 Ib down and 40 lb up at 14-9. 51 lb down and 40 Ito up at 1-4-9, 10 lb down and 40 lb up at 4-2-8. 10 Ito down and 40 lb up at 4-2-8, and 291b down and 71 lb up at 7-0-7, and 29 Ito down and 71 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60,5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=74(F=37, B=37) 14=46(F=23, B=23) 15=-9(F=-4. B=-4)16=-56(F=28 8=28) PLATES GRIP MT20 2441190 Weight: 43lb FT=10% rtq.natrqutnnah'IIDOfn'bVa[IIIIY{iELiYNgtfYiMWOR�tj W1]'fl]IfG!EiMAn.lrtjhtlp�v@ndrtfMeWrlmfprppagll[P,dM1 Wrtisn411tLum9n Vnni pdnr�vwvetlnMlO,il W1envN,IM+dxb,Wbbt'4xbNL balm Npfapepa.{�hgnKWWeglWnpeuvsemsmtlhPtRtn=^Pn'u!mIWE%WWinpOhtgelmvlTmJWE,1Wt�.rHIM1I.bGPwvPm.Ytlsrmfin,elJ.! Anthony T. Ton"o III, P.E. d,v44h rmstrn Wfa9pWrt,p,ti6.tl6p.n[b0.a/ta£avtg4ablvh;EnryWah MN4M61.b,4MI.Wk.Wna1,eMlbgn,[tl614pdmhetlmRWimvKYqt=['geerp.uuAOndhmi�YMmlmYbti ^80083 ' W1WgMTndGanua.![am,nnahladM1F+anulrJJc,4WM48fc1anx9M Pof'141d14IMd4unrtrm:btW4'm.MI sa,9tgae.WtnmtYLnbupr,lmslnp'aymmlrnutz4[ns,alm 445151. turld Blvd. a4anulddltabsvly,tlrpaaWghnlamO,dui 6lnuaug[�amhan6HYgbW.a1^u119aepvnlRWi4y N,pdmlamnnbAtlWl. Fon PiQrw, FL 34946 ! � G 6®701{A•I bdlmsao-lmd LlaciallLPi.te ,vdvvivvdflisdWuaetl.0 tnu,ir,oG33ed�illmaevrina r,vrzrvn6amA,l4dlnauademov i.ivmly N JOD truss I cuss I ype ryFly A0209298 VJRMSCM156081L J7 Jack -Open 1 Job Reference (ooticnall !. n , — nua+ee, run neme. r� .waao, oesigmyarwss.eom 3.4 = 7-0-0 3 Dead Load DeB. =1/8 in e5 " LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING- 24)-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TP12014 CST. TC 0.86 BC 0.64 WS 0.00 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.17 -0.20 -0.01 (loc) 4-7 4-7 3 1/deft >478 >413 n/a Lid 360 240 n/a PLATES GRIP MT20 244I190 Weight: 24 lb FT = 10% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 1O-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 = 178IMechanical 2 = 34910-7-10 (min. 0-1-8) 4 = 70/Mechanicel Max Horz 2 = 164(LC 12) Max Uplift 3 =-118(LC 12) 2 = -85(LC 12) Max Grant 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(LC 3) FORCES. (lb) Max. CompJMax. 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=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 118 Ib uplift at joint 3 and 85 lb uplift atjoint 2. Anthony T. Tombo III, P.E. s 80083 44515t. Lucie Blvd. Fort Pierce, FL 34946 oTruss Truss Type Qry y A0209299 SCM1560BIL J]L Jack -Open 5 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altvs .rum Run: 44 = 3x4 = LOADING(psf) SPACING- 24M CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 _ 6-9 >460 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 6-9 >542 240 SCLL 0.0 ' Rep Stress Inv YES WB 0.19 Horz(CT) -0.00 6 n1a nla BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 301b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-1-2 no bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 91/Mechanical 2 = 349/0-7-10 (min.0-1-8) 6 = 159/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -69(LC 12) 2 = -134(LC 9) 6 = -125(LC 9) Max Gmv 4 = 91(LC 1) 2 = 349(LC 1) 6 = 165(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 23=-323/338 BOTCHORD 2-6=-5821283 WEBS 3-0=-3071633 NOTES- 1) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ito uplift at joint 4,134 lb uplift at joint 2 and 125 lb uplift at joint 6. LOAD CASE(S) Standard fNgl�lmdlimuab'Nn4in5fe(0IdjO0xfiMlla]Naf�lpll(LLT]'JL'QP,aifRbi luEiku/Pmnd,tlnnb4:1 bvPPrrtgO[V;dhLlgl.Iw4Cllbeu,9mksena tivdnb Wd�b1®,a} YlhmanaffiYrNbbmeY�dd4rNuboplgxp..SpT, XenKb W�gffiInrmaompvftrpMNtlgreni,nlmlfe�kbbPib:WInnM4debiWJr.ebRL iYL+p m+yvmMgbkxvaM'S.p Anthony T. Tombo 111, P.E. drvdbl:n,Ygbxq Xbmpm�dbbn.bp.drah3d gaebMVybrpr.abmndb4f,bL'dhhdW(gM,dIM1L 11,lFlddblOBdgYtlmiblmtb19LY4w9,.Yu0eadhMffiYhnAa9ifltl x80083 htiYxlht(vdbmm�.IFnSWtlabID4Mbpaw�dPiX4n�tlbMWgfgm6bgbxpv pluYlpimm�Ylnrdamlhpvigdu➢NY'attnry dlID,1dbltltLln:bupn,ImtOpL}vvdinnb![>x min 44515L Lucre Blvd. deamidadllabsdardmsn,6g11minnhnY,lO,im�buiEgahlNbrAyglaty.ni+nlpalgmeiair�dl; NgHNtmnnrdalslM1l. _ Foi Pierre, FL 349 6 � 6ppgM®IDI{kl6eflnvaAmioryTJrdla06pg; IepnLmmnF@h lemnrm,ornlmv,irpolTne/YclemtlevmrcapadsJb600kl loAimur-1a:6Xerl.hmlXlO; Pi - _ Y job I Wee I rus5 I ype Pty A0209300 WRMSCM15fi0B1L J7r Jack-Open6 1 Job Reference o tional t A-1 KW In eses, ron 1'1e108, rL J6b, GWIgngalvve .Wm 1 1 1.5x4 II 3x4 = nun: 4 mu Dead two Defl. =1/8 In I� Plate Offsets (X Y)— 13:0-1-3,0-2-141 LOADING(psf) SPACING- 2-M CST. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.22 6 >384 360 MT20 244/190 - TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.23 6 >359 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOR(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017/fP12014 Matrix -MR Weight: 27lb FT=10% LUMBER - TOP CHORD 2z4 SP M 30 BOA CHORD 2x4 SP 2400E 2.0E 5) Provide mechanical connection (by others) of truss BRACING - to bearing plate capable of withstanding 105lb uplift at TOP CHORD - joint 4, 781b uplift at joint 2 and 71b uplift at joint 5. - Structural wood sheathing directly applied or S-" oc - puriins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 6-0-0 oc bracing. Standard M7ek recommends that Stabilizers and required am bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 166/Mechanical 2 = 360/0-7-10 (min.0-1-8) 5 = 87/Mechanicai Max Hom 2 = 164(LC 12) Max Uplift 4 =-105(LC 12) 2 = -78(LC 12) 5 = -7(LC 12) Max Grav 4 = 166(LC 1) 2 = 360(LC 1) 5 = 118(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; End., 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 shovm; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. rvvr:vra.wxrmv.n�unalwof¢wriaLss:mnNoranmmwfxTnyuuc ��.[mm.lafibww.endnaxv.alarvPm..4lmtdbla.A.l�crtaemamsn,m. mmrmm.mvmvrm. 1 . Win a,l'1tWibnntrbiSnbNd nrVra RYPmp.xry.SreiO(6MMmutlxglWn„xmrmmAxaxhPYmamnlm[N�mrmi�albminPtlOngrinut•PmlxM1l[9�.dnmL lYA puummn6Uaponrmsne4a'y Antheny T. Tombo M, P.E. da/molmrkgblEgntrxyxeEo.xRO�.Qrm+xlrrefVA�xv6Mb01huP.uhmaiMCbL'dM4i1�YNubtlmL 311n,tldblGdm6tlm�hlmctiCxlmRiw9exm6evdhwryn9b4'oWciiffd 360083 bkxypn{mdOxv. NonbaexY11.0 rift��W'dWW6,,4p "bn.xr,"Wh Mn Uun,tlmvlbrmtplm ml.ie[L,rymlimlmlCaytLLntbvp.imtbrPyan.l lmrrmmn!S.Mt 44515t. Wde Btvd. nanwrrdhrmaydwm.morharmmxx'..a tutnv[axtq nree.lax+pbrl..v1 afre.fgemtmb++�uymmltmnmMdeml � Fort Gierce, FL 34946 b hID101{AI ledinssenki�7.lomGOLP1[rp�olaoiudd'udomrzm,®oerbim,itpidl'nrdrdhem0e vmiape�misboo6eu!-I tovllmur-/eAwFl.lovinO�GL pPlr 1 Job Truss I rusS I ype LITY A0209301 WRMSCM1560B1L T06 Common 4 1 Job Reference o banal n rtapi nussc•', ran neiw, ry .waru. uearyuiaye muss.uin, 4x8 = 6.00 12 4 1.5x4 II 3.8 = 1.5x4 II 3x8 = 1-24 BOO LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Hom(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10 = 41510-3-8 (min. 0-1-8) 9 = 41510-3-8 (min. 0-1-8) Max Hom 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-0=-95/251, 4-5=-95/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Ededor(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 194 lb uplift at joint 10 and 129 lb uplift at joint 9. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 69lb FT=10% ...im.+e•irir�in.a•uFnrmmC�niFrimBums.rsrocaanam fcMrmxcc,urri... r.hA�anwr.m,mmsrm.wimrrep6i.4ln+dmuA.rTF.+inrtm.:naew .m m��.n,ma.rmF..h NJm¢ wftYAbrd6bIBOM�L1. kILNRepfyas{14SpC(6p¢ mu1.g10.1tgmneela+Yr✓*9m4...InM�iQIM6Wp+buj,lmrermFe6RC j,,:NPF1.lY1,IgrOuepinWF�mmrtuy'mF Mthony T. Tombo ill, P.E. bm,ns,r,:stwF.u�ymuay.,aiueeo....ao..rn�a,p.nF.yymp.,.amnas.m.m¢.Fmsel.y.F.xdOFlmmyma+rFor.awmnadmr.ovemyFayay.nmmm.fc.gaa�any,.sn,+ 980083 I YnmgbgvdUGrR.Luiwwmbn4NdPmEm�mFWA.�tl�W18969aWY,rybksmwlNtlhlgW flUn,tnnlbycYPA�>KI YSv:L,gmtlnumlCvl4Lnr0.Y�.ImvMprymWfmsldinv,.Lu 4451 St. Lurie Blvd. mmrrtorN.rm+Aq+lmm.�ghdlM+�a�A>brm:nyymnAmreFxYyNyn,.mus�ca6pw(mrwkq mq�aFrcnnls+rlmmi. I Fort pierce, FL 34B•46 - . --(vpnllhrPJ 101/}Hedimm�Anhvryi.lvmlr N;lE bpwdr4ivmdd6lveoeN,mmgb�m;if pial)drdm+loN4r xima FnmiFGevhem}I1vvllmimAvdwyidwho8l, Elr - ---� - - _ -• - - Job Icuss TWSS I ype y A0209302 VJRMSCMIWOBIL TOGA rinllu = 1 1 Job Reference (ootionall M1 K= I WSets, ron net , M JG b, eeslgnaialbuS WM nun: 4x8 = 6.00 12 3 4x, 11 1.Sx4 II 318= 1.5x4 II 3,8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.09 7-8 >900 360 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 Rep Stress Ina YES WS 0.09 Hom(C) -0.00 7 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8 = 32210-3-8 (min. 0-1-8) 7 = 32210-3-8 (min. 0-1-8) Max Hom 8 = 135(LC 11) Max Uplift 8 = -98(LC 9) 7 = -155(LC 9) Max Grev, 8 = 322(LC 1) 7 = 322(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2J=129/283, 3-4=129/283 WEBS 2-8=2081305, 4-7=208/304 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 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 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 98lb uplift at joint 8 and 155 lb uplift at joint 7. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 65 lb FT=10% beNrbabxn{WnMb'41nG1Itd40(>DIVleraxlaif4NWA4n[bl]Yj xR]'11fO[gaial'b,�Ictl YvtlPmmel,dtlu.Mi�u3npbM>flRCdblElgLbYC1116,mflmYSia W�®v�iurotln4ln.n} bb�ttlawYmmblmbY.ttl,nmllrsipbpeC..fP.YLps;bbe. elln7p�um}�ahye,wmgswlmima0e166mpaer:glbul;m+.bmovry.dnma Dbupmwem Hgmtl�wnR1 Anthony T. Tanbo ID, P.E. ringb La�bgblrghbmPAnRtlbbautb0�dnb'bdnlxb MfyBubu,bbP9ntlb PCb KdbYdlaxalo4 dlM.figs,4dbtadmYlllbtlblmcb26yLrt'sgpry.mMMa1MyA9YbrcPd!TI V 80083 btd19M4Pb16666.YunWnbblWdbxr�ldld4�tlbmMrwmbgl8.um.�1,11W,lppdWr.�A�edYpeNµm PI Ya;Y,rymLn�d0YSI4Le,bop.l bvp bpmdlmlrW24dn I 44515C Lurie Blvd. duNulddglf4xlgdqbbbOqhd P^fSh,did.@i�dtylglmblClbblyl¢rm,dms$Cblq�tgWLr lEGtlalFmneltlnlblM1l. Fort Pierce, FL 34946 ro El®1Uldkl loelinsses-In6 Llomho8617. r nludioddnhdommm,Yv Ynxil d3ihdYdEON16evmYo emisuolbmA4lodhnnsdlmvn 1.1.neem,tc OTruss I Nsa lype HPly A0209303 SCM1560B1L TO6SGE Common Structural Gable 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierre, FL 34946, eesignliial truss.=n 4x8 = 6.00 R2 3x8 = 3a8 = 1.24 9-0O LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, 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) 10 = 41510-3-8 (min. 0-1-8) 9 = 415/0-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-95/251, 4-5=-95/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=4.2psh h=15ft; Cal. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Tress 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 pat bottom chord live load nonconcurent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 10 and 129 lb uplift at joint 9. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight 84 lb FT = 10% mrn.Mu4„rylmnb'I�nINnRa(fnlFfl&!!L'tfl0t[iLiA[a�lle(¢N'lA'rtr1"tiilfGma r,rryi�ry,tyu5nm„d,anma�Inupn�ar.q�4:;dmblvri.leb0.lthhu,axttrtrru berefe.baW omLM,by elu�blb:exhruibOrnintr,d.b.4vlePnr+.W.IF�nll�f tlrmutlrgl%tRe�lompaadmldnpeE egfap,lgml'AI4,mItt4tlbwj,l:N4CyYMamINYl.ebLFL 1h L-uppvvpvtbmlWfsiVIJ9i AnthonYT. TOME Din, P.E. d,utl4n Ln:trgla'rgebrtyel4ndbbr.bOmin4etlrPtlrbbllgluiprrbmletlblxmGrlb YdbYnd,NnlL inylmtldbinotmbYnEmlmtbhf�LYagmrg.b.DP+,mRgefbmntra:Y!nd 3900a3 I mladgrnled0au.®enmarbepmbrOmn1p13ardm Wyrgas sqe..mv;m;paregmdvenremlbPmtpim miaa:wmimnsasmmrotn:uvPslmsrpopm.nwmrn.a•w: 44515E Wcie aNd. nano Wvdlrrvtl>amdcurnmyryrslnnrwne Mlnunpfnw^Lrpltrtuyk�.vlw Slbv6r,wdq W4a�latlbnnnMgrlRl. Fort Pierce;R 36966 - - �-GpphhlO illAMl[wlinsus-AmAvryl.ivmErID,/.L&eprvdvoimdm'ndomven4irglmbispv6adedriiEemnrrNin Pe�fsur6vv�11vv1lnunydvvrJ.Ivnlolll,P.l� " Joe Truss Imes lype Ty AUM 04 WRMSCM15BOBIL VU08 Valley 1 1 Job Reference (ootlona0 n-1 noeT i ruseea. Mn rierce, ru :waoe. eeagnUBJuvss.com ti nun: 3x4 = 3x4 = 3 4 2x4 i 1.5x4 II 6-0-0 Plate Offsets(X,Y)— f2:0-2-0,0-2-81.13:Edoe,0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-R Weight: 20 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 no bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 193/5-11-8 (min. 0-1-8) 4 = 19315-11-8 (min. 0-1-8) Max Horz 1 = 70(LC 12) Max Uplift 1 = -46(LC 12) 4 = -58(LC 9) Max Gmv 1 = 193(LC 1) 4 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument withany 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 46 lb uplift at joint 1 and 58lb uplift at joint 4. LOAD CASE(S) Standard raqn4v.prm..m'racznt�Nurrlaoulacummrtoemtr�un.+n�are. mhpwr�.+rrr.m.mu,nma�w0o.irmTemclm,rtlLr¢,..cmrtr.n. mvm...oa.mxnq x,;dmmermmu.ammTexrynu a..u,ul.w u..k,mRra.n}mr.grans,m.nomamsauur�v.a.mermmarbazavurmu�Rr.rudrr.ramO m+mm�mm`moamo.vzm Amhony T. Tambo III, V.E. rntlb�im�bgtelvr§mna�'+TdY�m.r.mKT o9Tn,l�o.mWlgeyv.ammea YOGmefrbYdmepm4diM.hAndamtargSMnamrntY�y9rdga.Rxdnndlxptld6dmTmnmLeii 80053 ' rxapnad.rnm.w. u.a.xw.aTmrry.n,mpc�arwxyuvuue'm..v�peahmrnnn,amamroewm miamnq,aaranamuan;y..rn<,ewu.nruruxeke...r„ �1a51V Wtle 3 ,w.mM+4ry,frsl9MwYnmtryapmpa,dbu,nRryhyevbaimrmrAsrm,airmfnasbrLedglaa4 awm�mnnn NW41RL � Fort Vlerce,R 34944945 f N0]OlbN kaimm epmp lvdoryl.I<mmm. r.E lep�vmn AOit/emmel,unlh�gepold'aeE.u6enl6enioevpamusiveh,m111Mlnssesde@oRl.iertir N, r.F. 2K4 i 5 14X4 II 1.Sx4 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Weft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) ma - me 999 TCDL 10.0 Lumber DOL 1.25 BC 0A1 Vert(CT) nla - me 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.12 Horz(CT) 0.00 me n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 643-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 89f7-11-8 (min. 0-1-8) 4 = 11117-11-8 (min.0-1-8) 5 = 33577-11-8 (min. 0-1-8) Max Horz 1 = 147(LC 12) Max Uplift 4 = -51(LC 12) 5 = -155(LC 12) Max Gmv 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-2751117 WEBS 2-5=2721418 NOTES- 1) Wind: ASCE 7-10; Vu1r160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=1511; Cat II; Exp B; End., 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 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-" 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 51 lb uplift at joint and 155 lb uplift atjoint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 31 lb FT=10% YaW'MuITNM1me,@-!AL'�11RYS(SftIR{FIW4P.1bt(G@IW f1{ICY(IPa)6TtlnlPil.ifba IcdlY4pvmitlM VMvenimf PN>^91'Omml@4blI.IW llL4brt Gn4Na 'IfmaYriu OYnYi�, mh GQ®YJlJJePbrdYbinhY,rd LtLV YRaP^;LL'led'1f9s{bulmWLiun`e�vnmYuihM+:ofmsv9nym,Y-gbYOWJYmTL,uiyWeYT�IW. iaRVAhlerp�=m4t8 k�IoCn K2M. Anthony T.Tombo[O,RE- dnJ4vMtbgl�gh@nyvr3lp46Dos,bp.nYvYiYiMpeebYNgfa�,hbvabibR,YIXtllhdYf�rsbm10.L1e p,M/Ylamtsl6Arn M@Inn hM1Y11a0gmglk� dYcgWYbrt�rtd+id ,�, gepa3 ' Ytrbq Yyatltnni YuvNweYWarbr mdryila,ibYYqfwmfhytlnu��rNNJ9FWd4'In,FsmMY�irNU Rilta,SrttmlSntligntlbixib'.pm,:mttaytgsevltmvY[us.Jn� 44515[. WGC BIA '�YIdu1Ft[mtlgAwhnrghdpNYnFd,llmpavlravhlllYivYoiO,gn,n imtS;mfµbdgwYq avPPtl¢IbnnuMtlYlrA � Fan VI(`IrE, FL 34946 (v bm fllbMHNimseo-L7d F.femla N.RE to ivdmtoedllH/ammeatgv htm,c dilYl Nlvna,nane vmisGoshamlAl iLewrb 7.roeb0l;lb-� Pf�4 ®1' P 4 P^ i nni Job Truss I Mss Type ly A0209306 WRMSOM1560a1L VM12 Valley . 1 1 Job Reference (o0tiona1l Fun: a21U l May la 2Ula H a21U a Mey 1a 2U1B MIT¢k IndusWes, Inc. TnU Feb 21 1445-M W19 Page 1 10-0-0 ID:Id_00XyyT61Bi TXo1)wHHzefvK-XcjPYHnjxEtgG9o9Y5cUOEgeOn6XG9alJmbTfkziuqu 10-0-0 2x4 5 t.Sx4 II 1.5x4 It 3 4 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) Wait L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) We - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Veri(CT) We - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.14 Horz(CT) 0.00 4 n/a - n/a BCDL 7.0 Code FBC20171TPI2014 MatrixS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc. pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1040-0 oe bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 12419-11-8 (min. 0-1-8) 4 = 145/9-11-8 (min. 0-1-8) 5 = 41419-11-8 (min. 0-1-8) Max Horz 1 = 188(LC 12) Max Uplift 4 = -67(LC 12) 5 = -190(LC 12) Max Gmv 1 = 124(LC 1) 4 - = 145(LC 1) 5 = 414(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=314/128 WEBS 2-5=-330/474 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf,, h=15ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This 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 671b uplift at joint 4 and 190 to uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 40 lb Fir =10% /' rdmq§u4mbw11�1§bn�pr3:p4b PntLbOssecfi b WWIh4pud Lmw. Nemtr,n�bladbld'ose1F ,M.WtlsIM,fCEWn1#YntslhUpAUMhA RLmi � (epPRb 01011411e91ro1sss�lNmyl.IomEem,ll leyi Anthony T. Tombo 111, D.E. 4 80083 4451 St. Wde Blvd. Fart Dlerre, FL 34946 I. O NSs russ ype y A020930T WRMSCM1560B1L VM1d Valley 1 1 Joh Reference (ootiona0 n-i nom numea, rv,. rie,.n. — —,.ew., V.,. --, F1 Run: 8.210 s May 182018 Print: &210 6 May 18 2018 MRek Industries, Inc. Thu Feb 21 14.45:09 2019 Page 1 ID: Id_OOXYYT61Bi TXo1)wHHzetvK-XcOPYHnjxEtgG9ogY5cUOEgoQn4WGgElJmbTfkziuqu 1.5x4 II 3 3x4 v 5 6 4 1.5x4 II 1.5x4 II LOADING(psf)- SPACING- 2-M CSI. DEFL in (loc) I/de8 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC20177TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 153/11-11-8 (min. 0-1-8) 4 = 174/11-11-8 (min.0-1-8) 5 = 503111-11-8 (min.0-1-8) Max Hom 1 = 229(LC 12) Max Uplift 4 = -81(LC 12) 5 = -232(LC 12) Max Grav 1 = 153(LC 1) 4 = 230(LC 19) 5 = - 503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=363/149 WEBS 2-5=402/545 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=4.2psf; h=15ft; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load noncpncurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection tby others) of truss to bearing plate capable of withstanding 81 lb uplift at joint and 232 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 48lb FT=10% y.yr ragxtm,.b•u4atleu0(m�ieourveuc+moumratmuiitntluta:Vwn r,mw�p�nna,dmn.b,u,ubapany^.�dmmwl.ti.r,¢dtlenmmnm...e maaanv,ma.btm. ry lianm.myaneanmehaltlbM,nta.l„ubpaµvP+.4b+-11.•.wirva.e,td,m,nevm.udbranvder>a„nFurnwbeopdb,mpvtm.kpm.br.Eoti,d.ml.b4.Povtlmbgm-,nsaead Anthony T. Tambo Ill, PE, dnrtlb.bu,bnMlt�bbny.4tpdbtnm,bhrv.gbMgnlnblsqln�x.bb Weds,4LbC;dbkdtdtgahadnVl.b9Mnddbi00dgbtl,udbMk Wgda�.4ID5�YR'q.ak.gM6pntryd -80083 ' hlNqb>.vamm�i.Nd,utn.blCdR.pm.d1•8'adb4tqf�,elgb.en�QplYtlMWdY.In.�.kcdb Pdiwbn Ml6!e,bngndf11.d4mdb Gwbyn,brubuy Gpaellm.Y.,lmrc.an. dd515L Lucie Blvd. dvMtldF.febf,ragmbn4gryepbbNd nrL.ulnp6pab.5ihWngl,gc,.Lrsk,b[5bdgbK+q t�yPo6NknnetMbl6l �- Fart Piece, FL 34946 -- �(eppilb'Li01f11Ivdi,nur/NevrLlemdvgGL lelndemevd0h dnael,veylom,kpmd3indrddedlhvnima lmm�eBehaddlvdimul•da4ry7.iardvm, Ili — •--- .. _,�_. _ ..>. - JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTLOI A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TIC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & 24" Strap w/ (6) 1 Od x 1.5" ea. end @ BC 0 F- ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Comer Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) Antlwny T.t=bo Ill; RE. 4 8M3' 4451 iL We Blvd. Fait Pico, FL 34946 0 FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES B r 24' O C. 1' - 3' MAX. --1 ` \ DIAL. BRACE AT 1/3 POINTS IF NEEDED L 1 IT IS THE RESPONSIBILITY OF THE B ES GNER OR THE PROJE T ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM •:x THE BRACING OF THE GABLE ENDS. 1 2XG DIAGONAL BRACE SPACED 4B' Or- ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 1Dd COMMONS. NAIL DIAGONAL BRACE TO "PURLIN-VITH-TWO 16d-NAILS. - - 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH FASTEN PURLIN TO BLOCKING W/ (2) - I6d 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 ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. ENO WALL L9 a l 1:1�7:1X3 i:l l:lh 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 7-98, 02, 05), I50 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6. OZ. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-99, 02, D5), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' OC. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE L 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 JHE STRUCTURE. NOTE: THIS DETAIL I5 TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE TRUSS I URAL TRUSS _i"Tl AN ADEDUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORO,TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUOS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 N A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-009-1010 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7.02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TOAC UAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. F NOTE: THIS DETAIL IS VAUD FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS. PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48' O.C. PLATES SMALL 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 0.097) 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 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. Anthony L T bo N, P.E. 9 60083, 4451 St. Lude Blvd, Emt ftW, FL 34%5 JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD-. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6- O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL *A' BELOW (T'P.) 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 NOS -01. 7. VALLEY STUDSPACING NOT TO EXCEED 48'O.C. BASE TRUSSES VALLEY TRUSS (TYPICAL) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4-X4.5-) WOOD SCREWS INTO EACH BASE TRUSS. TRUSS CRITERIA: GABLE END, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98. ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24- O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. I.Ivm4/3 bemL®abea; mnlmaAimN.mPA,'is ..r.risy..mal4bapnivlOa,mlyoMan,r'Anthony T. Tombo 111 V,E. ,MuxltgrW mra.csNuwlkRJmYmnvn�bl. F.B9083 xm4miamMuEcga&nbiy 6lmmlhminleme,.la 4451 SL Ume 8W. Fart Pierce, FL. 34946. FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X 0.131'=10d 2. WOOD SCREW= 3'WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL ,A,. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDMLIAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NOS -01. 4461 ST LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. FORT PIERCE, FL 34948 TRUSS, OR GIRDER 772-0D9-1010 TRUSS SECURI W/( VALLEYTRUSS (TYPICAL) fill' y y II I I II II BASE TRUSSES 11 DETAIL A (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS P r 72 �\ (TYPICAL) SEE DETAIL'A7 BELOW (TYP.) WIND DESIGN PER ASCE 7-98. ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6112 t CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS k2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TOTHE ROOF W/TWO LISP MAX SPACING =24- O.C.(BASE AND VALLEY) WS3 (1/4-X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. MU" T, Tombo BL P.E. 9 80083' U51 SL Wde Blvd. Fad Pleme, FL 34946 JULY 17, 2017 1 1\VJ%.2LV 1 %..)L_ I L.,L.. I r11L STDTL07 (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD =50 PS'. MAX SPACING = 24' O.C. (BASE AND V1 SUPPORTING TRUSSES DIRECTLY UNLcrt vn��cr i rt�axa mw� 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. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12112 PITCH) ono Anthony T.�Tombo 111,.PF: C 80083 44S1 Sb.WUe Blvd. Fort Pierce, FL 34946 i FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS V/IOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - D' D.C. MAX SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4= * DIAGONAL BRACING ** L - BRACING REFER r REFER TO SECTION A -A TO SECTION B-B 24' MAX--�---►� NOTE' 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF IOd NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-D'OZ. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED S' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR IXCEEE05 V244 STDTL08 VERTICAL 2X6 SP OR SPF STUDVBRACE 02 DIAGONAL BRACE (4) - I6d NAILS16d NAILS SPACED 6' D.C. (2) 10d NAILS INTO 2X62X6 SP OR SPF- k2 2X4 SP OR SPF M2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 1Dd NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3D' AND 11131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-131-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L -BRACE DIAGONAL BRACE 1 (2) DIAGONAL BRACES AT 1 1/3 POINTS MAXIMUM STUD LENGTH 12'D.C. 3.8-10 5.&ll fi4r11 11.1-13 D 16'0.C. 3.3-10 4-9-12 6&11 9-10-15 24'O.C. 2$6 311-3 54-12 6-1-2 %2X4SP#2 12'O.C. 3•to-15 5&11 6{r11 11-8-14 16'D.C. 3&11 4-9-12 6&11 124- O.C. 1 3-14 3.11-3 G2-9 9313 DIAGONAL BRACES OVER 6' - 3' REOUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE DIAGONAL BRACES OVER 12' - 6' REOUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH IOd NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER SO'/. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP k2. ROOF SHEATHING NAILS 10d — TRUSSES B 24' D.C. 2X6 DIAGONAL BRACE SPACED 49' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IDd NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL 30 FEE( sm INCREME: 1.60 I r...mh Y FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-im0 WITH 2X BRACE ONLY DOTES: f-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACINI S IMPRACTICAL T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TI :ONTIN000S LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOFE NAIL ALONG ENTIRE LENGTH OF T-BRACE / 1-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) U.M161 STDTL09 BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 2X6 T-BRACE 2X8 ]-BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 ]-BRACE 2X8 2XB T-BRACE 2XB I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I=BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I I STDTL10 s TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. C NOTE 1: 2X6 STRONG13ACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY Ml ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772i031010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING C ATTACH TO VERTICAL CCC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO TO TOPCTTACHHORDA \ S (0131WITH 3)X 3')d NAILS `(0132' X 3% r NATTACH AILS TO VERTICAL \ \ WEB WITH (3) - IOd BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING J L ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 4' - B' J WALL STRONGBACK (TYPICAL SPLICE) I (BY OTHERS) ATTACH TO CHORD WITH (2) 012 X 3' WOOD SCREWS (0216' CIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHDRO INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRDNGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - V AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE,FL 34946 772-409-1010 LATERAL TOE -NAIL DETAIL STDTL11 NOTES: 1. TDE-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 ENO AS SHOWN. - - --2._THE_ENO_DISTANCE, . EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF -THE W000: - -- -- 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 ,85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 c� g .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 632 52.5 1 rj THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2)(3) 2 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS SIDE VIEW (03) 2 NAILS EXAMPLE: lX A I NEAR SIDE NEAR SIDE (3) - 16d NAILS UUG2' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE _ NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE 3 (NAILS) X B45 (LB/NAIL) X 135 (DOL) = 2915 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.W ANGLE MAY VARY FROM 30• TO 60• 45.00° ANGLE MAY VARY FROM 30' TO 60' 45.000 .Lem-.wr'l-Ar.- FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 77Z409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP DF HF SPF SPF-S L7 ZO .131 59 46 32 30 20 'J .135 60 48 33 ' 30 20 .162 72 58 39 37 25 J = CD .128 54 42 28 27 19 Z Z OJ .131 55 43 29 28 19 LU J L0 .148 62 48 34 31 21 J N Q M Z .120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 x .148 57 44 31 28 20 M NOTES: L TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 3D• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOVER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (O1G2' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR VINO DOL OF L33: 3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR VINO OOL OF LBO. 3 (NAILS) X 37 (LB/NAIL) X ]b0 COOL FOR VINDI = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S, IE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW �f- -EEBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 n2-409-1010 i.ax14 2x2 NAILER ATTACHMENT -GENERAL-SPEGIFICAT--IONS- -- ---_ _ MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 9 I- 4 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOFTRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 77240! loco (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 1 12 VARIES (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 Mftny T. Tombc M. PE s SM93 4451 $. L.6 BIM. Fart Mace, FL 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 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 29DO 4350 2451 3677 2511 3767 44 66 %. 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKENMEMBERTO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' D.C. AS SHOWN (131' OIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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 0011 F� •'B�REAK •10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR 3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTLI6 A4 ROOF TRUSSES "51 ST. LUCIE BLVD. FORT PIERCE, FL 34M n2-4MIO18 TRUSS CRITERIA: LOADING: 4D-ID-D-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM 82 GRADE SPF, HF, SP, [IF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' O.C. 2. THE ENO 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 NDT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.