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HomeMy WebLinkAboutTRUSS PAPERWORKA.FLORIDA QqO PORAT ONE 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 ol a PH: 772-409-1010 ® FX: 772-409-1015 P r www.AlTruss.com � • ci3w";kk oJ��� G`e LL gti TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTERM OPTIONS RENAR MORNINGSIDE ST LUCIE LOT:120 / MODEL:CAYMAN 1560 / ELEV:B1/ LANAI 73328 WRMSCM1560BlL 16X10 LANAI (160 SQ FT) mi 'A64- TR STOOP TU55E5 AFLORIDACORPORAMON RE: Job WRMSCM1560BlL Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1560 Address: Subdivision: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 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 No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0209266 A01 19 13 A0209278 A13 2121/19 25 A0209290 CJ5 2121/19 2 A0209267 A02 19 14 A0209279 A14G 2/21h9 26 A0209291 CJ5A 2121/19 3 A0209268 A03 19 15 A0209280 B01G 2121/19 27 A0209292 CJSL 2121/19 4 A0209269 A04 19 16 A0209281 B02 2121/19 28 A0209293 UK 2121/19 5„ A0209270 A05 19 17 A0209282 B03 2/21/19 29 A0209294 CJ6 2121/19 6 A0209271 A06 19 12121/lT' 18 A0209283 B04G 2/21/19 30 A0209295 HJ7 2/21119 7 A0209272 A07 19 19 A0209284 B05 2121119 31 A0209296 HRA 2121/19 8 A0209273 A08 19 20 A0209285 BOB 2/21/19 32 A0209297 HJ7L 2/21119 9 A0209274 A09 19 21 A0209286 CA 2121/19 33 A0209298 J7 2/21119 10 A0209275 A10 19 22 A0209287 CJ3 2121/19 34 A0209299 J7L 2/21119 11 A0209276 All 19 23 A0209288 CJ3B 2121/19 35 A0209300 RT 2/21/19 12 A0209277 Al2 lT' 24 - A0209289 CJSL 2/21/19 36 A0209301 T06 2/21119 I he truss drawing(S)referenced have been prepared byMi]Tek WMbles, trlc.undermydirectsupervisim based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineers Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2021. NOTEThe seal on these drawings indicate acceptance of professionalengineering responstbtty solely forthe truss components shown. The suitability and use of mmponentsforanyparticularbuilding is the responsibility of the building designer, perANSrrPI-1 Sec 2. TheTmss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attires as'Structural Engineering Documentsl provided bythe Building Designerindicating the nature and charaderofthe work. The design aiteratherein have hero transferred to AnthanyTonibo W PEby [A1 Roof Trusses orspedFic location]. TheseTDDs (also referred to attunes as'Structural Delegated Engineering Domments') arespereltystructural componemdesigns and may be partofthe project's deferred orphaned submittals. As a buss Design Engineer(ie., Specialty Engineer), the seal here and on the Too represents an acceptance of professional engineering Anthony T. responsibiltyforthe design of the single Truss depicted on theTDD only The Building Designer's responsible forand shad coordinate and review the TDDs for compatbifitywth theuwri ten engineering requirements. Please review atTDDs and at related notes. 4d36b989999e20a5lb6cde8e Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. NO AA TRUSSES AFLORIOACORPORATION RE: Job WRMSCM1560BIL No. Seal # Truss Name Date 37 A0209302 T06A 2121/19 38 A0209303 T06SGE 2/21/19 39 A0209304 VM08 2/21/19 40 A0209305 VM10 2/21/19 41 A0209306 VM12 2/21/19 42 A0209307 VM14 2/21/19 43 STDL01 STD. DETAIL 2/21/19 44 STDL02 STD. DETAIL 2/21/19 45 STDL03 STD. DETAIL 2121/19 46 STDL04 STD. DETAIL 2121119 47 STDL05 STD. DETAIL 2121/19 48 STDL06 STD. DETAIL 2/21/19 49 STDL07 STD. DETAIL 2/21/19 50- - STDL08- - -STD. DETAIL 2/21/19 51 STOL09 STD. DETAIL 2121/19 52 STOL10 STD. DETAIL 2121/19 53 STDL11 STD. DETAIL 2121/19 54 STDL12 STD. DETAIL 2121119 55 1 STDL13 STD. DETAIL 2/21119 56 1 STDL14 STD. DETAIL 2/21/19 57 1 STDL15 STD. DETAIL 2/21/19 58 STDL16 STD. DETAIL 2/21/19 Page 2 of 2 Jo Truss rus5 I ype Dryy A0209266 WRMSCM1560BIL A01 RcefSpecial 1 1 Job Reference (optional) -i n401 pusses, ron r+erce. IL agagm, Oesgn�aiwss.wm 700 MT20HSi 2x4 II 6.00 12 3x6 = 5x6 2x4 II 7 g 7x10 MT2OHS= 22 21 18 17 15 3.6 = 4x6 = 2.4 II 2x4 II 4x8 = 3.6 = 1.5x4 11 3.6 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.53 18 >854 360 TCOL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.01 19-20 >452 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.58 13 me n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except* 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 or 24-14 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. (Ib/size) 2 = 1490/0-7-10 (min. 0-1-12) 13 = 149010-7-10 (min.0-1-12) Max Horz 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. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2664/1666,3-4=-4163/2474, 4-5=-4061/2489, 5-6=4033/2514, 7-8=-254/176, 6-8=-5646/3203, 8-9=5890/3353, 9-10=5842/3342, 10-11=-1997/1402,11-12=-2105/1392, 12-13=-2688/1678, 6-7=-270/191 BOT CHORD 2-22=1303/2308, 19-20=1752/3602, 9-19=296/266, 16-17=-133812336, 15-16=-1338/2336, 13-15=1338/2336 WEBS 3-22=1339/845, 20-22=-1523/2709, WEBS 3-22=1339/845, 20-22=-1523/2709, 6-19=1278/2608, 17-19=1134/2387, 10-17=-1262/578,12-17=619/549, 6-20=-335/499, 3-20=559/1368, 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; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Dead Load Dell. =1/2 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight:2241b FT=10% Y.dq.k,ede,gN mlln[IL iSitlIN'1 (dJllmq l INAT2£IP14111lT1i1.ar Jtf•Yi I'hi,TY vemAalpnehl k i 9'nS;d@, Welt Gbc,£tld 9xk4 W,Rx" mtl MIM+fi Yillmmwtp We '*& nO ek Wt h,rmr B ,1,oto01 Wh6 . l:utl glno,on lon tlm Pdn tl ,o,o,"dpl•+'m kM mSYJi 6"4 &May]. luAl'k P W mtlHmdn „Ad'SI Anthony T. Tom be ill, P.E. d tar Cn } vhi tle h go.,bMvma.m mC.n',+dmd xd mNlf 1mb+ mmo-dtlm@.44;M® m21 9",km11a11 qti tdm'OOMnmB tlm .! .a+x+36A eabw dkrsg dkm ge,y�a, l -80083 mtatl+£k+1'+va�+M i. ,n!w4yRq,Yu£2aiafpNo do W4g4gs�e Ym£b 'IMPN,e,ihlAmWle+.S+:mf4 PmtlP�Rik-. ste fPrt ,ei dLlnv PUPr.1.e,ki�.yaesl rm Wv.+n m, 44515t. Lucie BNd. RemldodN tp�mq,dgmkmsgNtlMetl�ra4 @rn• kv.•+!pnulLihla#+£b:ry i 1ryt „rza erN4q Ilq a,l}.0 p+ddWi. Fart Pierce, FL 34U6 bPi"e Y UE-2016111IMT..u,-WW i.im6v fl.Pt Ae nlmro+dt6iv lomnem,ux Ime,rs mibvk nbmhlvvnmv hminive6vmAllvdUesus AoMve i.iv�vO,P.E. P 1 P R r Job Truss Iruss lype y OA0209267 WRM6CM1560a7L A02 Hip 1 t Jab Reference o tional An now pusses, ron nerm, rL .»wm, oelgnyya iwas.mm 6.00 72 Sx6 = 2x4 11 a 2.411 6x8 = 7 m 20 19 16 15 .. 13 3x6 = 4.6 = 2x4 11 2x4 I[ Sx8 = 316 = 3x6 — 1.5x4 It LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) -0.41 17-18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.81 17-18 >562 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.80 Hoa(CT) 0.48 11 nla n/a BCDL 7.0 Code FBC2017/fP12014 Matrix -MS 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 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) 11 = 149010-7-10 (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. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2664/1664, 3-4=4164/2474, 4-5=4062r2489, 5-6=4171/2629, 6-7=408112370, 7-8=4045/2360, 8-9=-1836/1336, 9-1 0=1 948/1312, 10-11=-2612/1629 BOTCHORD 2-20=13012307, 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=-15162704, 6-18=746/926, 6-17=-561/1302, 15-17=-13092960, 8-15=2068/846, 10- 1 5=718/630,10-13=01300, WEBS 3-20=-1336/841, 18-20=-15162704, 6-18=746/926, 6-17=561/1302, 15-17=130912960, 8-15=20681846, 10-16=718/630, 10-13=0/300, 3-18=-56411371, 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; at. 11; Exp B; Encl., GCpi=0.18; MWFRS(envelope) and CC 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 nonconcumant 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 378 lb uplift at joint 2 and 378 lb uplift at joint 11. ` LOAD CASE(S) Standard Dead Load Defl. = 7116 in PLATES GRIP MT20 244/190 Weight: 221 Ib FT = 10 Feex.r@a[Evm1N nnWe-nslraaalm4uemtBxmwBlnx(ma^ utT3,Pirmel.'hkaPw,.em[ama.m m-I. Mgewgllx',mmw.rl.lmae;etm n•r - m:::tBn' ma amlmy WiHan9nt[[11ikr.[IkbIBSu N411 Mq,lmee0. !An^+'f xetl Im Tmm[ raesltlbPtlgtml egswmryMlp(kMlNnkhl 1 '..awmlro [a fi11i btl mOMiuJY' - tk h mk 0 row. a1 Anino51 T. Tombo ID, P.E. rJwtlWl k pWyl pvYMa4Tv, MP �nes�,H hYYn Mgat Rvert:tl 6,d.YWhYtllitgNra!Rl bq}`t ib lBdm Wi a0.mtkl611ya{ q.Mkllti, mtMip.R&4bnya:o+i,,tl i80883 hdYe1M{r mCxe L - -tlwl MIWdMp mfwtY IhhApq(<yAY ba 0.V:plliytl!}IIIq Ln .TsmfbpedpN I51Os[bnyrmrW:sl6astLl Aoye.l.e:Mpipeplt [Gmdn,wYu 44513E Lurie Blvd. a:mIu16L1 ,swyM_ '.mgrytllP,y[ q. ti.ln S mr,S[C141tlary Kp®.r 6lieatmitlJiq.N xax mMhRll. Fart Pierce, FL 34W6 � (eppi111®IDld Allntinuez-411 qi remlr W.P.LP[gkpdnAliisd[mnnl,mgtmµisgd,InedtnienRe mmepemizvx6enhl l[dinuez /mEnrr iem6ulll,L[. O :l ms5 rusS ypE ply AU09268 WRMSCM1560BiL A03 Hip 1 1 - Job Reference (notional) 1 A-1 Roof Trusses, Yon Plerre, FL 34945, design(gal truss.man Run: 8210 S May 18 201B Print 6.210 s May 18 2018 MRek Industries, Ina Thu Feb 21 14:44:46 2019 Page 1 ID:Id_OOXyyT61B=TXo1jwHHzefvK-iOgijOWIMA_4?dXkimi5yODbaV4aNYW 1hXIMZziurF 26 1 ]i-0 11-11-2 17. 19-1 2 1612 38-00 5 14 1d 8.612 9-11 1 1-2-10 6.00 12 5x10 = 516 c 20 19 75 14 " 12 = 3x6 = 4x6 = 2x4 11 3x4 II 3ffi — 34 616 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 15 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.6017-18 >765 240 BCLL 0.0 .' Rep Stress Incr YES WB 0.97 Horz(CT) 0.40 10 n/a n/a BCDL 7.0 Code FBC2017/iP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP 240OF 2.0E *Except' T3i 2x4 SP No.2 BOTCHORD 2x4 SP No.2'ExcepV B2: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W3: 2x4 SP N6.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-2-6 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer. Installation guide. REACTIONS. (lb/size) 2 = 1497/0-7-10 (min. 0-1-12) 10 = 149810-7-10 (min.0-1-12) Max Horz - 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. (lb) Max. Comp.1Max- Ten. - All forces 250 (lb) or less except when shown. TOPCHORD -- 23=-2674/1670, 3A=-4231/2526, 4-5=-4123/2541, 5-6=3329/1912, 6-7=-3331/1979, 7-8=-3683/2093, 8-9=-3815/2064, 9-10=-2617/1630 BOTCHORD 2-20=-1306/2317, 5-18=-206/367, 17-18=-1998/3877, 16-17=-1221/2990, 10-12=1266/2256, 7-16=642/1337 WEBS 3-20=-13541854, 18-20=152412714, 5-17=-891/794, 6-17=363/566, WEBS 3-20=1354/854, 18-20=-1524/2714, 5-17=8911794, 6-17=363/566, 6-16=341f795, 9-16=103/1041, 9-12=-10881759, 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=42psf; h=15ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; can8lever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsh 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 Dead Load Deft. = 5116 in PLATES GRIP MT20 2441190 Weight:2211b FT=10% _ r q-rbrtivyY h lnYC nfiSr,iu¢beWtlNNfLriRxll[lt(BlWlkl]';yn[r rytrar.. tai}4uPp lmw Nulrssy l k{�f�.g11I41sIhL1sr11 1 r1119mmyMka Otlm N[ 94M a % n Ll'bn:&lLf ddh fNbnObaddl 4oplMepe bataaw WeY qW rymrtt ra,YmnhPMmtl Marty WAfY01sp h�e,'1 ifi"hI nel[OsP rtl 1M11.1hLP s»�`hYq wxvi Anthony T. Tornio ill, P.E. Ntltislx5gMNghh RlbMtlhihet40.aiirf .ed #9 hl+lkrt4ugwh dMC.i,gvlMbnl!-quk !IM1LIsr, nRNB,tlu!btl dne N5n1YaF ..... dbgil9Mb ywsR Ttl 80083 ' MHfx3k�S fsnn•L 5.tid blMd 1�^nuf ptltl 6MpAhg4epNVgCn `I W,IWN1t11Ratl9[t Mnu:gpmp4u 1M9 .AmpaJl ,s, b'mlfr4 M,+rl AYpvjxcfll Ynb�e. j . 53 St. No. 5W fe:wuYWlY bxtlgrtl u+mp110W tln�inugvf[gmhIL161Nykpe 1.-lea[ymetoiWq NmBrt:lbm ld tlanll. � 5n Plefce„ii 34946,_„„ eDNeEI®.LId A14eflnsul:ktlayLirmbflll.rl teyedeaoeddislucoeN.iorr/Jm¢ugid3dedredrmlLe+nneryamisvoetSgAjlrmtbesur'AmEohylleMal9y.L-_--.-�"' - ,.] Job Iruss I Rise I ype Qty FA209269 WRMSCM1560B1L A04 ROOF SPECIAL 3 1 Joh Reference (optional) n-r poor trusses, ten nest¢, IL .wsao, wesi9n at}a iwss.mm 6.00 12 5.6= 5 Sx6 G 5x6 1 4 6 1.5x4 1.5x4 6 W 3 7 12 6.8 = 4 13 11 08 M 7 2 3xTMFIS% 3.8 MT20 c 3.4 3.00 12 3x4 1.SIp45!J4 II 1.Sx4 II 4x8 i 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.5512-14 >826 360 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.04.12-14 >437 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.91 Horz(CT) 0.65 8 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH -- - .LUMBER - TOP CHORD 2x4 SP N0.2 *Except' Tt: 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 pudins. BOTCHORD Rigid ceiling directly applied or 4-6-12 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 guide. 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -" TOPCHORD' 2-3=-4697/2907, 3-4=4307/2635� 4-5=3134/1852, "f 3134/1852, 6-7=4321/2660, 7-8=-4676/2926 BOTCHORD 2-14=2490/4232, 13-14=-1906/3619, 12-13=1902/3644, 11-12=190513647, 10-11=1916/3622, 8-10=-2507/4245 WEBS 512=133812394, 6-12=-8641801, 6-10=285/576, 7-10=352/445, WEBS 5-12-133M394, 6-12=-864/801, 6-10=285/576, 7-10=-352/445, 4-12=8611796, 4-14=-280/568, 3-14=356/464 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 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) Beanng 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 399lb uplift at joint 2 and 399 lb uplift at joint 8. - LOAD CASE(S) Standard 'U6xdan66xxGTDKVbmnnvRz604WFLGJv7zyd Dead Load Dell. = 9116 in n d to 5x8 1.5x4 II 5x8 /1 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 200Ib FT =10% xaq.g2e6utxN, anlx�levaitl�lalinrdPsit�fai¢nPma.rclrsm[r2;eurm.Ixfi6 ow°'x,.s:ex:: mr or-e+4 atrta, w4+.iCwur rtlM si�aa a..om:m ma ara, y p4i,m,a:la4 d6Y 16hIWu'WG11 peuPf9reQ kwnr Leeef9°W 1p :l evh v,'m6dPN9vl me yWOEfLh1 tlhu{eI CYMaffiIWNnbIFI IY C'Wm:VnaYtlAwGnn :"t:4By AbN10ny T. Tof4Eo 111, P.E. Maual4si iu)4xn5-@e4vxMYPtl'69m:MMilafa¢MaM trMnn 4:T 6'a@altlYa4'616a16eitltY 4:Jf u3IlJ]4f;rci6'N iaw6U R6:mib'iflTfxi 'M 6t�fadYxYisM4tl. NSYMtl r80083 MMYa3hfgz ulftGaT. tl itiXiMIIOW HPm, efP4'Y tlR4Ng4araef 5tlrybi. Oe'QYpNk.11lfld Yn �Ira]n p:Iprfzt IDl .l :nPni5sns14=5[Ll fAvpe l.rtf 3rtl,fvp¢rell 1Yn41xwi:[ 44515t. L.6e Blvd. Mn4Mn91t rrIDm FNarybaFg4tllinx ,e214In 4v¢rte:61LIR4ia3+:uta t (C :ry RINI^1MI W 'saMkm Mftl litl FOn Xer .FL 30946 � 6hii1hiO1pldAlfvalLeon-.Inlvvpl(vmdvill,H. lepmdvo vvvldis dvmnmt,xrglw4,npio6dnvdxtlivNthe.nnmpemnuahen 4l coil ouv petlmarr.remdv O,Pf Job, cuss russ ype ry y A0209270 wRMSCM1560B1L A05 SCISSORS 4 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@alt uss.cem t 6.00 12 5x6 = 5x8 G 5x8 4 6 li 1.5x4 w 3 3 12 w 6.8 = B 14 13 11 10 2 3x8 MT20HS� W 1 3x4 3.00 12 3x8 Mr20H5= 3x4 4x8 1.Sx4 7 &8-14 194E-0 I 2832 I 38-0-0 M-14 9-3-2 9-3-2 9�8-14 4.8 Dead Load Der. = 9116 in Plate Offsets (X,Y)- f2:0-1-14,Edgel, 14:0-3-12,0-3-01, f6:0-3-12,0-3-01, f8:0-1-14,Edge) LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.58 12-14 >789 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.08 12-14 >420 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES NB 0.92 Horz(CT) 0.69 8 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 180 Ib Ff = 10 LUMBER - TOP CHORD 2x4 SP No.2'Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-5-14 oc bracing. MiTek recommends that Stabilizers and requkr cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-11) 8 = 1490/0-7-10 (min.0-1-11) Max Hom 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, 3A=-0291/2612, 4-5=-3137/1854, 5-6=-3137/1854, 6-7=4291/2626, 7-8=-4730/2972 BOTCHORD 2-14=-2537/4265, 13-14=-1916/3626, 12-13=-1912/3651, 11-12=191713651, 10-11=1921/3626, 8-.10=-2560/4265 WEBS 5-12=-1350/2406, 6-12=867/806, 6-10=-239/565, 7-10=-386/506, 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & 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) 2, 8 Considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 399 lb uplift at joint 2 and 399 Ib uplift at joint 8. LOAD CASE(S) Standard r.q�rmvb.ys.:.m•uroanna�uurtlmi.uinnrr+'mnlan[k(eer;u4esauro-.r.t[tr:grmesm.a,wu,:.n1 oQn«y1a;.emumrltw,ercm u. iri, oe::us, sm am4rr mr{ImMnik iMNMmbnPbMNJ.1"rm:byLmve� +h w:... «ring6Ebpmtl 'rvtlmpk�Wtlrgaemea wuyo-mMaiamve}1 bra MRm W,M Ini 1ltip pba kdq e+««adYi AnthonyT lorrrba Ili, P.E. rtl ALLr[nkymlFa-nrrta«wa.tlmm.«, hf.n'.ab drytl mMtl Mqw CekOnd I1r. O::tlC•b-JI YryMeWPi 'kqF, .tlm NOWmmY tlNN b],ealxl:3 q: wbL�«1 MaYtty N& pih6 80083 mlx r9nev •Y(eEnM1 t.«awr mRmrbrkbv«f pttle tla W4Y(y.,eYhlbv'r0:14pmr Wl .MsrsJm Pitl PJ�4t.v.k,ry¢ «1p'bttllel n:hvpa.t n:4p:nPenel! r�+lrn Ae.wlNmh OrmrtrBa«bam4haM k.a,et neln« gw'11 Nig6egm l N«�ovtivrrlda.Nq'tlatltm IdNbnn. 44515t Luue6Nd Fort Perc%R 3d9d6 - PP: „_._1WS I�[StiLdo0PmYl.Ior9P13i_IrP Naa dauxumrnynuiluw rl. L3ardrnmlEe nev1P�«?we)1leALlydNva-4nri 7mkvpliL =-«,,;R�� Job Truss I rus5 Type y AG209271 WRMSCM1560BIL A06 ROOF SPECIAL 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1buas.rnm 6.00 ff Sx6 = 6 3.6 Sx6 i SY6 5 7 4 W4 3x4 i 6 1.5Y4 i 3 8 13 6.8 = 12 11 3.00 12 3x8 MT2011Sx 3x4 16 15 3x6 = 6.6 = 2.4 II 7-6-4 11-10.12 19-0-0 28-1-9 4 afg� Dead two Defl. = 7116 in 11-2 Tff�tyto 0 4x8 7-6-4 1 bd8 1 7-14 I 9-1-9 9-10.7 1 Plate Offsets (X,Y)- I7:0-3-0,0-3-01. I9:0-1-14,Edge1. i14:0-5-8,04-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) 0.49 11-13 >924 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Ved(CT) -0.96 11-13 >474 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.57 9 n1a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight:1931b FT=10% - 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' W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 244 oc pudins. BOTCHORD 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 = 149010-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -000(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) WEBS 3-16=1451/920,4-13=-1175/1004, 6-13=128612346, 7-13=-853f776, 7-11=315/579, 8-11=337/439, 14-16=1566/2749, 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. it; 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 othenvise 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 ANSI/fPl 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. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD LOAD CASE(S) 2-3=-2649/1686, 3-4=4340/2667, Standard 4-5=-3153/1816, 5-6=305211841, 6-7=3136/1856, 7-8=4315/2672, 8-9=-4678/2898 BOTCHORD 2-16=-1316/2291, 4-14=-233/447, 13-14=2135/3999, 12-13=189713634, 11-12=1901/3609, 9-11=-2479/4215 WEBS 3-16=-1451/920, 4-13=1175/1004, 6-13=1286/2346, 7-13=-853/776, u.y.k myw gFanr.nor[umAurautw4AFxm04mrxfalrmcrrwerF... m�mdm b.mE wndq, atm M;, A,..ytOQdtrub.rt tmkgtirAn N iks.. Nw:Ek�.raq.mlu rr Nbi<wa.9�IM+tlk,Wb triF6bpMti 1 Inip[:gwnA rn116bkeefN r1W, pomi wupvdgy,q>m c,gnysA9ryS gM4dq a}1 '.I:NwmelMwlr rd lbl tYLn mp+n.WggCen45gdS.'F "s1M Anthony T. Temho III, P.E. ,4 udbil SVi Id 6,nM,3M.EgJm gfxlse6egrY ggNq W9w' �*'m` dal4gZwltl klt wi0.11pgn./g96Nmktl dqi �Htrwf#TirtM bm!IdgCkniiNNkh.mputl--m4 i80083 truxappryr urm.e•wasxm guru atrrmnmsEtrmgyo�Ev,nb.. !mj64LNapm.4wA ,eaye,dp.�rtlmmn nyc+ra�mAd�da,ln o,o�lm:Ny.�rm. wwmm,:.s, 44515t. Lucie Blvd. ,4'lAuldW lr 01rdgWmtleiMrf!tllp "d,LL testa F :gkeei,In61a6tF,tc 1 s!Feu� d ratliq If adm ldaabnbl. tr Fort Pierce, FL M946 bppipM d:lpl4kl [glLrues-bN pt iomWJ6pt. IepMrabedN'udomgrl,naghrn, FpedNdedrdAen Nr wnneepemimer6bm 41hdLmuf kNceyLloMolll,PC Jol,4 Truss mss ype ty y A0209272 WRMSCM7560BIL A07 ROOF SPECIAL 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@ai uun.com Run: 8.210 s May 18 2018 Print: 8.270 s MaY 18 2018 MTek Intlusiries, Inc. Thu Feb 21 74:44:49 2019 Page 1 ID:Itl_OOXyyT61Bi TXoliwHHzefvK-6zVrMRYAf5Mfs5GJNuFwOr7Jj49axspjflOzuziurC 19.9.7 7dO 7d4 77-10.12 182-9 1 25�1 &0. 12 3841-0 39a-0 h-0�- ]-6-d I 4d-8 I 6313 9pg. 52-10 I 65., 7L4 1� 6.00 12 e Dead Load Defl. = 7I76In 3x6 i 5x6 5x6 5 T 4 W4 1 3x4.! Z 1.5z4 4 3 8 73 5z8 = a 12 11 3.00 72 sea MT20HS-- 3x4 x 16 15 3x6= 6x6= 2x4 11 Us 7-6-0 11-10-12 194)-0 27i1-9 38-0-0 7-6-4 I 4__ 7-7-0 9-1-9 9.10-7 Plate Offsets (X,Y)- p:0-3-00-3-01. (9:0-1-14 Edgel 113:0-2-8 0-381 114:0-5-8 0-4-81 LOADING lost) SPACING- 241-0 CSI. DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.71 Vert(L-) 0.49 11-13 >924 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FSC2017/rP12014 Matrix-MSH Weight: 1931b FT = 10% LUMBER - TOP CHORD 2z4 SP M 30 SOT CHORD 2x4 SP M 30 "Except- 131,1313: 2x4 SP No.2, S2: 2x4 SP No.3 WEBS 2x4 SP No.3'Excepl' W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 244 oc purins. BOTCHORD 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 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = 400(LC 12) 9 = -000(1-C 13) Max Gcav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2649/1686, 34=4340/2667, 4-5=-3153/1816, 5-6=3052/1841, 6-7=-3136/1856, 7-8=A315/2672, B-9=A678/2898 BOTCHORD 2-16=-1316/2291, 4-14=-233/447, 13-14=213513999, 12-13=-1897/3634, 11 -1 2=-1 901/3609, 9-11=2479/4215 WEBS 3-16=1451/920, 4-13=-117511004, 7-13=853/776, 7-11=315/579, WEBS 3-16=1451/920, 4-13=-1175/1004, 7-13=853f776, 7-11=-315/579, 8-11=-337/439, 14-16=-1566/2749, 3-14=720/1562, 6-13=-1 286/234 6 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 S; 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 indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 400 Ib uplift at joint 9. LOAD CASE(S) Standard --- uWnnea.epr trtluP;nmsfau01m3unfwxlxmw[molicn/faxs wrk..l,+raaPM.wmdidmn.mi MPkkgli6"kklrkfll YrtrLm.kuika, ran,mnkka trmP y mdmvmlax YxY`d6 kltlop�4l.IfrlmlPnq,IryK01r[rl(bps,alutlo Inq mlrt.pla.,tlk Pan Ytl,gwTlnyuullNrkdl p�.d eJer 1p1e1 Nl[B.Rd lhl. tk4y, nP'rt�iai +b^I"I Anthanl' T. Tor"o 111, P.E. dnrlWP.n belt funk egeeknry atr 0.,r*.nifr6v4 Px k wgleww k adkgk S dtr kakaaid, rel Mi. Np,eg ftmw,m lull l dm9k[4 q'mlb, dxagldktr. ya,Yiq I a80083 I kkxaPe�lxd4Ene Lnsmtl.trlWdkrmlWrltlmt,le,4iYlferam4'P to 2YIPa'klhlildmlm,tlummkpmpaai 4rl e`s.lenyeW'eA�elOnnxtrLvkuPe.ImtMpbPaedrm.4Yrnv eif: 4451 St. Lutle Bivd. Y1e.kuodhrusm.Pdgna•myhrnrnnetlnf kumuwtq�naiktzy:sp,ret reSlaai.Pa.rteM1a+1 mrowwkm.,efaa<femt � Forl Pi¢rrc, FL 34946 EID 7PIU� li Nor _(PPIli1_ 114f_��SSf:_D_SLIewC.IWPJ.1rPmieNeuOifYloannn.auitmm.ispoLldMeuEentlf YubrxinmisGm6om.LLYedluuu LSevSlJeminll47i�-.....-�_��....;.....e. ._... Job I r115S rusS ype HFly AORM73 WRMSCM1560BiL A0fi ROOF SPECIAL 1 1 Job Reference (optional) 5x10 MT20HS= 6.00 12 6 3.6 4 4.6 G 5x6 J 5 7 4 W4 3x4 i 3 6 13 V42 6x8 = 12 3 11 y11 2Al `� 3x8 MT2OHZ 0 3.00 12 3x4 7.Sx4 G 8 s yy y a Id 16 15 3.6 = 6x6 = 2x4 II 48 7�s4 11-10.12 794)-0 2&1-9 '38-0-0 Dead Load Deft. = 71161n Plate Offsets (X,Y)- [7:0-3-0,0-"] [9:0-1-14,Edoe] f14:0-5-8,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) OA911-13 >927 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >475 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.88 Horz(CT) 0.67 9 We n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-MSH Weight:1921b 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* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 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 = .149010-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min.0-1-11) Max Hom 2 = 165(LC 11) Max Uplift 2 = -000(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 (lb) or less except when shown. TOPCHORD 2-3=-2650/1686, 3-4=-43382665, 4-5=-3189/1838, 5-6=-3086/1861, 6-7=-3169/1875,7-8=-4315/2672, 8-9=4678/2898 BOTCHORD 2-16= 13172292, 4-14=-235/450, 13-14=2129/3991, 12-13=189713635, 11 -1 2=1 90013610, 9-11=-2479/4215 WEBS 3-16=1452/921, 4-13=-1132/969, 7-13=-8181745, 7-11=-3161579, WEBS 3-16=14521921, 4-13=11321969. 7-13=8181745, 7-11=-316/579, 8-11=337/439, 14-16=1567/2751, 3-14=717/1558, 6-13=-1269/2320 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; E p, 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) All plates are MT20 plates unless otherwise indicated. 4JThis truss has been designed for a 10.0 lost 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 atjoint(s) 9 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 400lb uplift at joint 2 and 400 lb uplift at joint 9. LOAD CASE(S) Standard .:c teeq.NUOnOtlr R'Nn[f11T�13'(y111f1HItll:Iftl81[GiA[i1(nIW(dr])U[r[E.xetfYi F9,YYrM [meats +„p lm4y�Fmgl1[4 �11YIurl lsbq,l2 hYe Lebn:. FIn�W ¢,EPJ YIM a} WummnaldallemlWdRlFbN4beimr Fsrytep.e;�slaqusn;duaxglw memo ..,d r,da� .ymauryLdapadvgx.a mbdlmrl.w mr nrwnnw+, F4apmmn maap eieudMlmfF gdandngblqad0.n,d0ediemrap d4loq PSIP dMlaOULd,tieldMdlaiJ 'I?n.'l gpwd6lppeaaNtl ddlmvFisyl--aq �q..an'IaoeiYmr{J�ANd you+hE Anthony T. Tombo 11 F.E. d laa:pMlaeaGaenr i-. naeadlppeadimm�afpab: tlLlnwy4e[em{a,pkne®nptrW,hiMmgYt1 o}yle,ypyy.4l FLnf•.,npn4fatsltln[iLn Fnle.L,sv'Yrprer•n fl vu�no.eau I 80083 44515L Lode 131W. Ae.�ulamllreWm Td4n-,saygmlmadtlximtnee fwbeald4aeM 1 5 - 9 t 9e M [ rFJF4 a caax Ha9Flnl Fort Pierce, F- 34N6 Gpphh ®MIIA 11ee16nur-An1oelLdomlep6/l. tepudeaue Ad'nlmnm,megb,v,nryei3ard.�demtle.miopnmirubhro Fl ledfnnndm4wrLiemlo N,LI. Jotk Imss fruss Type ly y A0209274 WRMSCM1560B1L A09 ROOF SPECIAL IQi 1 Job Reference (oDtlonaO AA Roof Trusses, Fort Pierce, FL 34946, desgn@al Wss.com Run: 6.00 F12 5x6 = 1.Sz4 11 Dead Load DeB. = 71161n 85.6 /1 e 7 2x4 II 1.Sx4 II 3x6 i 49 3x8 MT20HS,1 45 5 3x4 G 10 3x43 P3.00 11 17 5x8 = w9 0 Ir 1615 5 d 2 3x8 MT20HS> 14 1�� d 3x8 , 1.Sx4 II 20 19 3.6 = 64 = 2x4 II 4.8 19.1-12 7a-4 I1-10.12 18.10I 19p0 2 I 2&t-9 30.512 38e-0 rs4 d-0-0 I 0.1141 0. 2 i10.5 3141 12 N ]4i4 0.1-12 Plate Offsets (X,YI- (6:0-3-0 0-2-01 (12:0-1-14 Edgel (18:0-2-4 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.48 15-17 >954 360 MT20 244/190 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 Incr YES WB 0.92 Horz(CT) 0.58 12 nla n/a BCDL 7.0 Code FBC2017TFP12014 Matrix-MSH Weight: 206 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T5: 2x4 SP M 30 BOTCHORD 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 - TOP CHORD 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 = 1490/0-7-10 (min. 0-1-12) 12 = 1490/0-7-10 (min.0-1-11) Max Hom 2 = -147(LC 10) Max Uplift 2 = -385(LC 12) 12 = -385(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2654/1667, 34=4166/2503, 4-5=4070/2517, 5.6=420112689, 8-9=4021/2572, 9-10=3955/2402, 10-11=4025/2384, 11-12=465312817, 6-7=-3504/2089, 7-8=3504/2089 BOTCHORD 2-20=1300/2296, 5-18=-255/308, 17-18=1 364/3105,16-17=134413096, 15-16=1351/3077, 14-15=-2410/4199, 12-14=-2404/4184 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=1532/2726, 3-18=-592/1398, 6-18=879/1048, 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; TCDL=4.2psf; BCDL=4.2psf; h=15fl; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating 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 f.xqIDrrFn9K m'ilnrf a'NOrYLLfljfniLLRW r10r4nC6rN0Y1 Yll": r4P JtRbs.lnn YYPlmavmrrzdrvnwmi F1krvg9[f@rtlIMIl ImIrP lLmnn,amr., n, rmM YM mTup,rr 44t4saipa Yf! Imml.]Yk,tld 1•rlmlpnM(We01 SR'v%4n Y nYw IN. Pemt xvpxrdmpYn9mlvlanvinyMJry4 mle�mptltvp 1. h;ul mimNl,rvIFI IYMmm�pwbgmau wxxai Anthony T. TOmfe III, D.E. I dmpYlimY NY hmrtyvYFIm410nn.tl0•m'IafaTAr}f tll Yu F,qx mxR 4m141 Srmbtl NYgrlrml'1 Tr '.4Ylmrmktl dY aY3glidtynytmamar Yngilikm q r4�xld a80083 m mxq YlT rfn9^e.n.:lu+rs.mRermpvbtrpHlmlYtl4J69rWwn4'Mla°Ev,N3t'FYnY111I11rYflnitlmNbP,YI�"IwltrinY'mry'anlydLtl44nl Nvpn.l.mFvl,4.r,mlf s.nlevv,v4u 44515I. Lucle Blvd. lYvamlfblrrfavl q,4mhreq„Alum KYni Ihinu FullwvlYlpitlirgFv�,vims!Ieh4mvtry Wx amLa4YVInn1t�4YRN. Fort Fiefce, R 349<6 � pnithl�iplWlEulLei+t5Je9avLlYwdeln,PJ,-IrpM.aaodlWlnnmr.I,pIYIrL.to.ilprYlD'nrOrn5t016etdo4ttrmilsivdueLUlccOm+stWdeglLlmtYJRP.L___ Job Truss russ Type Dry Fly A0209275 wRMSCM1560811- A10 Hip 1 1 Joh Reference (optional) I. nw. „uaams, -I .a-. ' ueagn'a waa.wm Run: 8210 s May 18 2018 Print 8.210 s M 182018 MRek IMwsbies, Inc Thu Feb 21 14:44:53 2019 Page 1 ID:Id_OOXyyT61Bi_TXo1jwHefvK-?IILBpbhiKs5Lia4ckKkksOoMKUeWnmPeHjd6fzi ire 14-8-1 1 739 11-UM2 1 LLA 194)-0 23315 258-0 28-747 31-7-1 38-0-0 �4-0� 11d-0 739 I 4-7-2 OW42-0 4315 1 4315 I 21-0 2-1/-9 1 2-11-9 6dis '17� 5.6 11 6.00 12 1.Sx4 II 5x6 ll 6 7 8 4x6 G 4x6 i 3x4 i 6 4 3 16 17 6.8 = 15 14 3x4 G 4x6 a w 2z y11Z d 3.00 12 3x4 20 19 3x6 = 4x6 = 2x4 II Dead Load Dell. = IQ in 5x6 9 1.5x4 II 10 `� 0 a r v-' 13 0 3.4¢ 77� 4x8 2 739 11-10-12 . 14A7 . In-" 2.1.115 .254141. 31-7-1 -1 4 7-3-9 4-7-2 2-9-5 43 15 3 415 2-" 5-11-2 6-4-15 Plate Offsets (X,YF 14:0-3-0,Edge1. 19:0-3-0.03{11 111:0-1-14 Edoel 118:0-5-4Edoel LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(L-) 0.55 16 >833 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.00 16 >456 240 BCLL 0.0 ' Rep Stress Ina YES WS 0.71 HOrz(CT) 0.65 11 We n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 2041b FT = 10% LUMBER- - - - - TOP CHORD 2x4 SP No.2'ExcepY T5: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2'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 purling. BOT CHORD Rigid ceiling directly applied or 4-3-9 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 = 1490/0-7-10 (min.0-1-12) 11 = 149010-7-10 (min.0-1-11) Max Horz 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. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2665/1655, 34=4181/2469, 4-5=4100/2484, 5-6=3710/2216, 6-7=4766/2733, 7-8=4766/2733, 8-9=-3779/2189, 9-10=-4540/2885, 10-11=465512767 BOTCHORD 2-20=-129412309, 5-18=-2551358, 17-18=190813789, 16-17=154413374, 15-1 6=1 54613393, 14-15=155413380, 13-14=220714036, 11-13=2366/4181 WEBS 3-20=1337/843, 18-20=-151312695, WEBS 3-20=-1337/843,18-20=-1513/2695, 7-16=272/221, 3-18=565/1383, 6-17=341/470, 8-14=261/451, 6-16=-862/1780, 8-16=-852/1755, 9-14=-621/635, 9-13=247/303, 5-17=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=4.2psf; 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 pending. 4) This tmss has been designed for a 10.0 pat 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) 11 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 371 lb uplift at joint 2 and 371 Ib uplift at joint 11. LOAD CASE(S) Standard hiq'ImuEngYna' M1-HO[pn5!9[fNajtSiL RenrIUaAUSmIU�(x1a'llaxF�mv.lMlhq'P,.amM,Mtlnnq,ImlRy,RMq(I[4wmlMillW4lkW 9s{!. m'n10n OntlnEel@.a�l xll8mtfglfi lCMntlYmMnMHi IfIGru Rlplgmn4l.. NlUpnM,mWnq!IDp rymgomloaJmPtl'+�mtga¢t!.!P'NYImmhPYmtbel 'gMmb119g1(.a RtlMp anaW lmmntatt®V Anthony T. Tont�`bo III. P.E. vimdktlm 6gMNy-artymelhll4 Ne YO.mrtrhvgyxttM1XlRI&,qm Routltllaft,40:MY,brt'IaYq,tl,mtR.I l,gp,nld6fEEdmhH d6i untnMglsllq. q sp9MnIMrtIYdIYhnYmdH.tl =80083 mdYailn{nmfmv,M1./mmm�!tlM1l[4mM1rnanml�Itlm�tlY Wnylnl.m YghY nIV rWJtlhlxdLUnemm.]k!mtl�dnx➢:IhinYm tN6mfx4nn,Rpn,lmt&iP Gpensll �4m,2n an I 44615E Lune 61vd. demmldotl111fam,rM.pxmalRmpin Wtl�d nelnnRnf hIpIPWY F �CxfgwtRlWfq Wm�airnxenmMnfil. MM1n +1 �.m6+n! P Fat Pierte, FL 34946 (IpprilE10701Mdrmlbvssm-An6M1p L.faA1 N.Pl. papMlOuedd'nlauae6dagbeµkpnl6udvulMlle.mrce pemnuwhan Ml bolinum-AeM1wrL7o�olA, 11. O a fuss ms5 ype IY A0 2092]6 VJRMSCMI560BIL A11 Hip 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, dezign@a1 Wss.com 6xfi 4 4.8 = 2x4 II 5.8 = Dead Load Defl. = 7116 in f5 017 l9 I 10 10 3.6 = 1.Sx4 It 3.6 - 314 = 6.8 = 2x4 II 4x8 6-71 1261 17-0-9 21-5-3 25-0-0 3t-&1 38-0-0 9-7-4 I 6-0.12 --i 4- I 4.4-9 I 3-1473 1 1IN l fi815 1 Plate Offsets (X Y)- 14:0-1-12 0-1-121 [5:0-3-8 0-2-0I [7:0-6-0 0-2-81 [9:0-1-14 Edgel [14:0-3-4,0-3-81 LOADING(psf) SPACING- 2-M CST. DEFL. in. (loc) I/defl L/d 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 LIT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 Horz(CT) 0.58 9 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight:215lb FT=10% LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 BOTCHORD 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- TOPCHORD Structural wood sheathing directly applied or 2-2-0 be 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. (Ib/size) 2 = 1486/0-7-10 (min.0-1-12) 9 = 148610-7-10 (min. 0-1-11) Max Hom 2 = 114(LC 11) Max Uplift 2 = -353(LC 12) 9 = -353(LC 13) Max Grav 2 = 1486(LC 1) 9 = 1486(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2707/1667, 3-4=217411417, 4-5=-2078/1470, 5-6=-540113107, 6-7=-5423/3114, 7-8=4051/2320. 8-9=4688/2791 BOTCHORD 2-19=-132412358, 18-19=-132412358, 17-18=-1324/2358, 16-17=897/1868, 13-14=1766/3661, 12-13=2406/4245, 11-12=2410/4226, 9-11=2397/4219 WEBS 3-17=568/504, 4-17=193/375, WEBS 3-17=568/504, 4-17=-193/375, 7-14=1104/2163, 7-13=-189/380, 8-13=583/620, 5-16=2175/1164, 14-16=1375/2799, 5-14=188313819, 4-16=219/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; 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 Exlenor(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 lost bottom chord live load noncencurenl 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 2 and 353 lb uplift at joint 9. LOAD CASES) Standard r.aq Nmem%Y m'1.1 L1Ctllf4ij4,111}n1Y1111u1S1L[CiAIHItlfl5Yjk10;WILP .vLLfm IeAyhYAl.um't IdIMWRmhI Py,1 q(i[L9db Ybll.Imb RI1WwY Mn Ydnla4,.i 9tltl 410U } YIIalmn.anll lflhmelbM1nOmmK1.!•rLnt htlplrq.v(u fF"llhMy;mW IA.m ^R wmdmrMllvllgwq^yMpyimi gidmsmJl alle'Jmtl NCmhd l!LLbInY °P'•+d41•m•sM'91 Anthony T, Tombo 111, P.E. d tktln i.gmY%tmrt%mbMdMO.ncm O.vinms[d ]tlaM1 Wmlpoy e. dM1aChCmlx•Ni.Yq,Jl mf lFl llmr-tlm+nwmmn tlmMr.mbmtbEgrtq ennn m1lmgJmM Y O. J -80083 YMYyA,{rdpeN.Ln,WMamRONhp�llsl'J•Jv1J!l YYlg4gssYwle 'tl5(YNNf %111u1Y11mMenmb�tml 41lSa.L•nyen8A45tlbnf4l..fdya.lm, 6la•Lpemllu34.11:rtv,ae.! I 4,151 St. Lucie Blvd. aanmlJwha'✓1e1T4aYf.aa911tlIFnlmdrli lhlnu0.4ytgaeubrrlmlaigK !t :.laa[q,m [mrm+4 NgffiOIx memlddblln � Fort Pierre, FL 34946 G A Q5 016 Al [mRnsus-Amlaa Lrvm6a W, Il b ndmimvleielamnen may 4rwi, 44ned.nlvn Re mnee mi,u..r,.m kUeoln.,,R-d.roa..eremtam,r.t. Job Truss lossI ype ry Ply A02092T/ WRMSCM1560B1L Al2 Hip 1 1 Job Reference (optional) n . - uuaxa, run na:w, r, .wero. uesanVe uuaa.wm nun. a.uu s 11 Sxloc 5x1o= 3x411 4 5 6 7x14 MT20HS-- Dead Load Den. = 5/8In 10 14 1J 3.6 = 30= 3.6 = 618 = 2x4 11 4.8 71-0-0 1&2-9 2127-0-0 3&UO 71-0-0 7-2-9 3-53 2-10 SJ'.13 1Ln.0 m al Plate Offsets (X,Y}- 12:0-2-12,0-1-81. 15:0-3-8,0-2-81, 17:0-6-00-1-81 19:0-1-14 Edgel f11:0-3-0 Edgel,(12:0-6-0,0-3-81 (14:0-1-12,0-2-81 LOADING(psf) SPACING- 2-" CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.78 12 >584 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1.42 13 >321 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.92 Horz(CT) 0.75 9 n/a n/a BCDL 7.0 Code FBC2017?PI2014 Matrix -MS Weight 202lb FT = 10% - LUMBER- - - - - -- - TOP CHORD 2x4 SP M 30 -Except' T2: 2x4 SP 240OF 2.0E SOT CHORD 2x4 SP M 30 *Except- B3: 2x4 SP 240OF 2.OE, B2: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5,W6: 2x4 SP M 30 W4: 2x4 SP 240OF 2.0E WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-" oc bracing. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1486/0-7-10 (min.0-1-12) 9 = 1486/0-7-10 (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. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2680/1699, 3-4=232011458, 4-5=-2438/1649, 5-6=8063/4506, 6-7=-8265/4633, 7-8=4248/2403, B-9=-0721/2886 BOTCHORD 2-16=1364/2363, 15-16=-981/2013, 14-15=-981/2013, 11-12=1904/3870, 9-11=2492/4264 WEBS 3-16=404/444, 4-16=126/438, WEBS 3-16=-404/444,4-16=-126/438, 5-12=3209/6316, 7-12=-2486/4674, 7-11=77/369, 8-11=3981571, 5-14=3350/1837, 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 & 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 lost 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 rectangle36-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI 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 337lb uplift at joint 2 and 337 Ito uplift at joint 9. LOAD CASE(S) Standard rraqrammgm n•urx: n3srstimieluriurtwA[uanrnnnnai nra;.a¢n1.,ore,enytrv.pr.emd,dr+n.mumr,y,s,aylrtt;de.ur.rt lRu4rl.wm.,u,nr,s,nr. otlu�n aax era s nlnw+,ra mtr natrmna.aa vee�,may,tq«Pr.4e.irybp.+,xw rm.r�•..»+emp6w.aqw:gmemrrya:nrpasup,fu�l.+x.rIDo.ry deml tray,wq�.rgmv wary Anthony T. Tombo 111, P.E. I dntlau rm Lgld6(rsmp�btr!06Arzr0.drrnertAraanr MMgM,q.- a',e, Ah�¢vIX.le.M1.YAnk.f llrl.lh.PrNarlWdgtixmtlY•mtaia4fgnq,.pOBtlnvrMgJfNh. �a,C 380083 hl./glnradfRvrm.04xasBatrn9dtrpmordpol.rYa4[Aq[,pmLmhs. Tf�aN,lpalq YnnrrtrWipnYpJav lrAalvBnipsse!arisimnfYlmpoyr,I nrYy,Lreertl lms4M:s-v!c g 51 St. Lucie 61M. . rx.vUn,lhrarmr}rxrAa.�phfllrn rYnl Mn.ubuplrpn,erptbraWlY_ ,.I:.rg,-, i4n,rmM84 ew�aMsm.rnmdvinL Fort Pierce,R 34946 Lppi,M0 MIA I W Rnm-4tlry Llbo 14p.1. 0.epiMraivvvinidvmmm,auile4prpdd'neANroeebeginev pamivGvaLvp LI0.vAlnruo-h b"T.T.d.N,G1. Job Ttoss cuss ype ry y A0209276 WRMSCM1560BIL A13 Hip 1 1 Job Reference o lional A-1 Roof Trusses. Fort Pierce, FL 34946. design@al W m.wm Run: 8.210 s May X 2018 Print: 8.210 s May 18 2018 M,7ek Industries, Inc Thu Feb 21 14:44:55 2019 Page 1 ID:Id_OOXyyT61Bi_TXo1 jwHHze(vK-x7l6cVdxEx6pa0kTk9MCpH58h8HK_hYiSbCkBYziur6 9-00 1 44F15 7-0-7 6a-7 1424 15-5-0 19-0-8 2a229410 33410 3040 f1- -0 MIS I 338 1�� -212 4-31d z I 4-3u I 4A0 I 509 �i 40 a7-9 6.00 12 4x6 O 6x6 G 1.5x4 II 3.6 = 3x4 = 3.6 .4x4 = 2.4 II 3x4 = = 8x8 = 6x6 9 15 13 3x6 = 1.5x4 II 3.6 4x8 = 9 0 214L3 4015 ]A7 84-7 1550 19-1-8 04-8 2900 334L0 3B0q 4A15 I 19 Mo 650 I b11.8 W ]312 4-0q soo a]-9 1312 Plate Offsets (X,Y)- I5:0-1-12,0.1-121 19:0-1-12 0-1-121 118:0-5-12,0-2-81 123:0-5-12 Edgel LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) I/de0 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.13 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.11 21-22 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 11 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight:22411b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B5,B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. Except: 9-11-0 oc bracing: 22-23 10-0-0 oc bracing: 23-25 WEBS 1 Row at midpt 9-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 76510-7-10 (min.0-1-8) 16 = 172810-7-10 (min.0-2-1) 11 = 51210-7-10 (min.0-1-8) Max Horz 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 (Ib) or less except when shown. TOPCHORO 2-3=1241/710, 3-0=11791671, 4-5=-948/590, 5-6=509/344, 6-7=-509/344, 7-8=-509/344, 8-9=-296/626, 9-1 O=349/696, 10-11�686/1049 BOT CHORD 2-26=-189/1070, 22-23=-35511013, 21-22=233/858, 19-21=-625/645, 18-19=530/808, 14-15=-815/565, BOTCHORD 2-26=489/1070, 22-23=-355/1013, 21-22=233/858,19-21=-625/645, 18-19=-530/808, 14-15=-815/565, 13-14=-815/565,11-13=-8151565, 4-23=136/258 WEBS 16-18=157211194, 8-18=1123f774, 9-15=549/309, 15-18=-197/339, 9-18=-950/1096, 5-22=-176/405, 23-26= 441/946, 4-22=-313/239, 6-21=-384/330, 5-21=-429/271, 8-21=-742/1283,10-15=-357/560 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; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6(l 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 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 328lb uplift at joint 11. LOAD CASE(S) Standard mmmm4mgY ,a•ulxlnau(uull}ervlmu.cormulrmtrfala;e.nc. ,orb., rNII,uPr•s•Yma,Nnn.bl mra•wlW9�mr,alrl.am,ttu=na.�mnn+. oa,,,a axd mmaw.r Ynn Trnsw IbbiAaaNq.In4q IRp,Iry.rtP .P:N nYuf YWn ID�sPgxt vPatlmrm,�einwleMmea tlmvjl ldamrtna¢.naenruwpwumYdy +a4nr Anthony T. Tombo 111, P.E. I rtlrxtlM1, lmb Wfigamrtgwfaa!Lbm,n b0.eln.rud¢f trIN AuP. h'RMtlb IX.l•Stlmbril.YgN,d IxL9 ,rpn2Jm,WdwbY ,Im1msWWgblq LLy, e,nNUNp,yJLiNm gasl�a 280083 m KYgOrtreMfR,m 4msW,YamIWdM1Pe4nW{IJo,EmkWgGyaSY,sary 'rd4Jdhlnd Wln tlnntlkPntlpL.i 1Yr145o:Lny.i.kat.IWuxLLn+bvpe.l n+G,p6�neflmtrMa,2a,uh 44515L Lmle Blvd. +fmAu Idd11.6Yx1YNgel,.ee9gtl�P,n m,M1d 11, I.ssbpFprtltlClmKlyinp.ni }fIO.4m/mr Wq Iou�tl.dtmmnMNelln. Fort Plane, F. 34946 m f1Bti14LC 1GJdAlFedIasaslnlaP]IJrm4r10.PL4ptN14iannld,tiv�.erp.ia4glmai1v�04v4x4Iv0Pltlxliney<rm :=.n. 1-r r.dl.uaylPvvsLloolvm,Rt��-- -- Job Imss I russ I ype Qty ply AQ209279 WRMSCMISGOBIL A14G Hip Girder 1 1 Job Reference (optional) A-1 Roof Trusses, Fen Pierce, FL 34946, deaign@al uuss.com dr 5x10 MT20HS-- 154 6.00 r 12 5 3.4 G 1.5x4 II 5x6 = Dead Load Defl. - 118 in 23 43 44 45 22 46 421 27 2625 .x 15411 18 19 1N 50 51 16 i552 53 14 3.6 = 616 = 3x6 11 4x10 = 3x6 11 516 = 3x8 = 3x6 = exe = 20 II 2x4 II 5x12 = 21A3 1-00 )Ua a+6 11-11-15 1N1 7 16-161 1a 7 z6312 2 2 31b0 38b0 4d10 380 1+6 3-)-8 1-10E z-11-10 24i6 4)A a7-14 )-0O 1J13 Plate Offsets (X.Y)- r10:03-0,0-2-01 (16:0-0-0 0-1-12t r16:0-2-0 0-3-Ot r19:0-3-12,0-2-81, r24:0-5-12,Ednet LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Verl(LL) 0.13 23-24 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Verl(CT) -0.2423-24 >999 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina NO WB 0.74 HOa(CT) 0.07 12 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight:218lb FT=10% -- LUMBER- - - - - - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2'ExcepY B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3'ExcepY W7: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-3-13 oc bracing. Except: 10-0-0 oc bracing: 24-26 WEBS 1 Row at micipt 6-19, 9-19 MTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1293/0-7-10 (min. 0-1-9) 17 = 394610-7-10 (min-GA-11) 12 = 72010-7-10 (min. 0-1-8) Max Hors 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. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2366/801, 34=2612/916, 4-34=2208/808, 34-35=-2207/808, 5-35=2207/808, 5-36=-2207/808, 36-37=2207/808, 6-37=-2207/808, 6-38=948/2144, 38-39=-9482144, 7-39=9482144, 7-8=950/2159, 840=9502159, 940=950/2159, 941=7921917, 4142=-792/917, Continued on page 2 TOP CHORD 23=-2366/801, 34=-2612/916, 4-34=2208/808, 34-35=-2207/808, 5-35=2207/808, 5-36=-2207/808, 3637=2207/808, 6-37=-2207/808, 6-38=-948/2144,38-39=-948/2144, 7-39=94812144, 7-8=950/2159, 840=950/2159, 9-40=-95012159, 941=-792/917, 4142=-792/917, 1042=792/917, 1D-11=-928/995, 11-12=-1131/1050 BOTCHORD 2-27=7062072, 2443=-7962393, 4344=796/2393, 23-44=-796/2392, 2345=96/604, 4546=-96/604, 2246=96/604, 2247=-96/604, 2D47=-96/604, 2048=01700, 1948=0l700, 17-50=-10771394, 50-51=1077/394, 16-51=-1077/394, 15-16=10771394, 15-52=-376/0, 52-53=376/0, 14-53=376/0, 12-14=-895/985, 24-26=451409, 4-24=1561780 WEBS 17-19=-3668/1868, 7-19=4971314, - 5-23=586/357, 6-22=01320, - 6-23=756/1878, 6-19=-3202/1305, 9-15=248/335,15-19=-747/1036, 9-19=243611603, 3-27=400/174, 24-27=-62311886, 3-24=254/365, 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; Encl., 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 noncenwimant 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 444 lb uplift at joint 2, 2040 lb uplift at joint 17 and 581 lb uplift at joint 12. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249 lb up at 7-0-0, 106 lb down and 116 lb up at 9-0-12, 106 lb down and 116 lb up at 11-0-12 , 106lb down and 116 lb up at 13-0-12, 106 lb down and 116 lb up at 15-0-12, 106 lb down and 116 lb up at 17-0-12, 106 lb down and 116 lb up at 19-0-12, 118 lb down and 129 lb up at 21-0-12, 44 lb down and 71 lb up at 22-114, 44 lb down and 71 lb up at 24-11-4, 44 lb do" and 71 lb up at 26-11-4, and 44 lb down and 71 lb up at 28-11-4, and 152 lb down and 194 lb up at 31-" on top chord, and 311 lb down and 69lb up at 7-1-12, 84 It, down and 21 lb 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 lb up at 15-0-12, 84 Ib down and 21 lb up at 17-0-12, 84 lb down and 21 lb up at 19-0-12, 77 lb down at 21-0-12, 145 lb down and 139 It, up at 22-114, 145lb down and 139 lb up at 24-114, 145 It, down and 139 lb up at 26-114, and 145 lb down and 139 lb 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 + Roof Live (balanced): Lumber Increase=1.25 , Plate Inaease=1.25 Uniform Loads (plf) Vert: 14=-60, 4-10=E0, 10-13=-60, 26-28=-14, 25-26=14, 20-24=-14, 18-21=14, 18-31=14 Concentrated Loads (lb) rr.y.eaNmxr '11 nCio-3;Sr,pflryaeiunwltpan[nmi0e[nl]'i=exe,Ri[rb.lery Yupp,o,wsmmfrneml n,wins„y0n*yre, L?.r11w,Cttwv,ssvlM,u wnrs+ am amo aY x4Ym.11�4xYMbtrlpxbr4 beLn,kap Lyev Pa,ll,bA(tYen:6W glgnraRiovfaatltrerM1WdAfu4l,ry d,p�YYMp60tuf 1, IFMrFIWrh,Nfilfil,y,eue/mW9u,Neta4d11 Anthony T. Tombo 111, P.E. r n, E tit lmbN lmn! PomlayMN'E NN.' Y,6iA,F16Yw,MM'.e4!,mOtl4&.6t GrM" lNel W..Imlfi9fntd& Innergw e. t "G94f+i tLPxmAEm W"M 0. 180083 b YYgM(orremu_L-unWretrPOrbryblmlryldwrlbNLg4pm5tyYYeea;IdfltllN,lFlxrYllettb,NbpNA1a•.R,IOa14:ryrai'nua:latE4l ntbups,.ImtM.^Lrmrrw Wlme;eY.t g4515L Lucie 81rd. ,LMul4rliefrmYrmimaglrmr'm tract Rinu0.wfgmnplrtrlxxghspx,elnfye5pa,EelrA; enA 1xdxvnnWtlblM1l. � Fort Pierce, FL 34946 �� bppyh07OIhblGoll:esso-ixBerfT. teoEeIII,1.L IrpNvOioxdtlislamnem,ivglmn,ispoi3nrdrii6vnAe ninnpndtthrheohl lvdimunhlhvgLiexholA,/J. Job. I Fuss I N55 I ype Ply A02092]9 WRMSCM1560BIL A14G Hip Girder 1 1 - Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. desgn@al Wss.mm Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Thu Feb 21 14:44:56 2019 Page 2 1 ID:Id_OOXyyT61Bi_TXo1)wHHzefvK-PKOUggdZ?FFgCAIBstRMVeFwXWRj82rKFyHLziur5 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=192(B) 8=31(B)10=105(B) 26=311(B) 14=399(B) 22=73(13) 6=106(13) 34=106(B) 35=106(B) 36=106(B) 37=106(B) 38=-106(B) 39=118(B) 40=31(B) 41=31(B) 42=31(B) 43=73(13) 44=-73(B) 45=73(13) 46=73(8) 47=73(13) 48=56(13) 50=145(13) 51=145(13) 52=145(13) 53=-145(B) ..yl.ramnmla. murmtnrua(nI1RIla'•.nlnamcmcurPnmimr;wr-a.,.lrt'u,..epx,gl•,.nnw„dm�.al a,g,a.�as'.dM1rn.�1.t.Wr rtm uwee., oa„tm..vad amo ny Wti�virU il9b rmblP]obNa.bpl,mk�pfgyenr Slat(4mr•nutl 1F.pua�nmPmtluPW Yd •nq eyYWMlb-mN msgrtm�r#n4nM1m4nl(4vihL lbktP ^Pxi Nelu@m AaW1 An610ny T.Tombo111,P.E. stltuatrn hyNlFq'YeyyabhyQM1An.M1P.a'tnM14tlRn mmumOvil. h. QM1IC.M@yIM1WMYuI,a,dl!n T9Fl dm!a.imbnmQYeimtYi6gbagve9 Y,YklmYlYv{afbm y>a31f(d -80083 mlaaryb"Ww.r'v layYtuWYM1W dmremnsl lda F MWplysn Y'mtr IIY,'ri4Y,ik111dW1 Mndb Feiill IRluyfempuA:atalWNIWI 0.up,Mtk�fiLPa Il .pa/hv,ant I 44515E tatle Bkd. neHulMak rrs t9"i.n Y.M1grytlllmtnmu rolv„n AITm. r.IM1GM1ykcm t '-le.4tlne rwfq w W,Ib 1Rd=lnl. FORPierce, FL 34946 .- _Ce729i101i711A1f[o(Inuu:AWv9,1.IemhIILPI. Iq�edtla�mdlludvvmcl.WuJmcislW��fQrG7M1vn6r Yu+am(umuura6mHlodkmeiNlkPri imlullW.�_� ,.. Job Tmss I cuss Type Qry A9209280 VVRMSCM1560BIL BRIG Hip Girder 1 1 Job Reference joptional A-7 Rwf Trusses, FOR Pierce, FL 34946, tlesign@al Wss.wm Run: 8.210 s 18 M18 Print 8.210 s May 18 2018 MiTek Indus0ies. Inc. Thu Feb 21 14:d4:5] 2019 Paye 1 ID:Id_ OXyyT61Bi_TXoliwHHzefvK-tW s1AeBmYNXgJtsmOgviBTnxgAEj _VvhrFOzlur4 12-4-0 18-11-12 " 1-0-0 I 7-0-0 I 54-0 I 8-7-12 4:8 - 3x4 = 1.5x4 II 4x4 = 3x4 = 4x6 = LOADING(psf) SPACING- 2-M CSI. DEFL in (loc) I/deft 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 BC 0.93 Vert(CT) -0.20 6-0 >999 240 BCLL 0.0 ' Rep Stress Inca NO WB 0.23 Horz(CT) 0.07 5 n1a n/a BCDL 7.0 Code FBC2017frP12014 Matdx-MS -- LUMBER= --- -- -- TOP CHORD 2x4 SP M 30'Ercept' T3: 2x4 SP No.2 _ BOTCHORD 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 1389/0-3-6 (min.0-1-10) 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. (Ito) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2594/887, 3-15=-2196/826, 15-16=2196/826, 4-16=-2196/826, 4-5=-2535/868 BOTCHORD 2-8=-763/2244, 8-17=763/2264, 17-18=76312264, 7-18=-76312264, 6-7=-76312264, 5-6=70212177 WEBS 3-8=-7/601, 4-6=-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); canfilever 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 lost 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 4751b 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 lb down and 249 Ito up at 7-0-0, 118 lb down and 129 Ito up at 9-0-12, and 118 lb down and 129 lb up at 10-3-4, and 239 Ito down and 249 Ito up at 12-4-0 on top chord. and 311 lb down and 69 Ito up at 7-0-0, 77 lb down at 9.0-12, and 77 lb down at 10-34, and 311 Ib down and 69 Ito up at 12-34'on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-.1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-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(B) Load Deft. -1116 in PLATES GRIP MT20 2441190 Weight: 81 lb FT=10% yoaq nmmgq a r urn;tlme('vualeriLttrnl[olanearnts n+r;an[r.,wlcw.. t.gty.Puandxa,m n t w,pb..yme, 'aumrtt.ncuM.u,Y,nw,m rme.. sm.mma.vy nbYrsttlxndabmlNrmbi,4t lr.tnaby,in"a4. 1pagtr., !W g104�y rapu0ap8t9a1Aw'nlm#ebb%kalry�dY,el,etmshF�aealW,tlr,,yrRl bGvpnv b aEOv °P >7 f°dfi -ra AnthonyT. ]II, P.E. m,uaatna ra ,mm.aar,,, tro..n.xrrva rrx.p m W w qn cal. eon eac.vumrad l.rgw,.f ml1 qr. ar WHnheenarinvtlagl:lpa,P.mermdw.paaba.lx�4a s80083 80083 axrlpgsdocas aemmw.rrunlrr.swaps.rvaawpn.l.mwgis.mm;pmw%tnamvua.,.aan.,ry rv.;ur;.,xv:aimawveetmpup.twYlnnma^mr.nnaa�.,..s I 44515t. Lucie Blvd. gexuaW 1lYIm,AgMeaaNg114pnr�hU, RlnubupFpvb141tr1aY;rcgv,ely, R.bPaaul w6; N9riaM.nra WIn1n1. FOR Pierce, FL 3494fi Gpphli®ipl/bl bolbrsses-pallcryLlvmEJl4 P.I. Pep�draivatbbdomrxn,fvmrbiwiepial2neanabaxevdrr p,�irsixhoo411ev11nsuo-1nWYLlamlo0,ri o ,, I cuss I russ Type Fly A0209281 WRMSCM1560B1L B02 Hip 1 1 Job Reference o llonal A-1 Roof Trusses, Fort Pierce, FL 34946, designUa1 Wss.mm Run:8210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc Thu Feb 21 14:44:58 2019 Pagel ID:Id OOXyyT61Bi_TXoljwHHzeNK-LIYEEW(gXsVORTS2PHw RwjgvLCrBBrBnZROnsnuri 10-0-0 -1d-0 -0-0 9941-0 18-11-12 ' 1-0-0 I 9" _ B-7-12 O-8-0 4x6 � 1.50 11 Dead Load Deff. = 3M61n 4.6 44 = 5x6 = 4x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017/TPI2014 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 5.3-4 oc pudins. BOTCHORD 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. (Ib/size) 6 = 69910-3-6 (min. 0-1-8) 2 = 78910-7-10 (min. 0-1-8) Max Harz 2 = 95(LC 12) Max Uplift 6 = -176(LC 13) 2 = -215(LC 12) Max Gnav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1012/619,34=806/675, 4-5=-806/675,5-6=10171622 BOTCHORD 2-7=-394/806, 6-7=-394/806 WEBS 4-7=-8f372 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSL DEFL. in (loc) I/dell Ud TC 0.65 Vert(LL) -0.25 7-13 >929 360 BC 0.82 Vert(CT) -0.43 7-13 >525 240 WB 0.14 Horz(CT) 0.02 6 n/a n/a Matrix -MS 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 6 and 215 lb uplift at joint 2. LOAD CASE(S) Standard F PLATES GRIP MT20 2441190 Weight: 69 lb FT=10% r,m1.16mlm1N m ln]c musfuwllmW.nml«tlancncmelflnrwur ,.,rY r•gYw'Pnxmdnd.+n.41 h a..h(¢c.dblm[11.hrtrl.Imm�waY,,.< wn,nA. am a lou nl tln[mu'ml'n JNn,dhdlMYh�dtl.Inlm�Mry,6pnp. SFr'ILra±dWn W.rye.wY xa t4Pm�tldAwrrnyWUINYmM4Ym,ejehslgMnd➢Ogdcfil RWPru,elm¢u+l sm451 Anthony T. TMnbe 111, P.E. d.ud6�R,t.g4Yy d y.vllmEmO.m,m O.n',rbtd gtl 4Wf+9En4s ba„tltlbl m4nll Nl igMtd0.L d91, '.dmlWq ,LetlmtldlmiRbgbsgnl MOEvdtwri uPh4. yas4stl 180083 dlaxghs{rdfmmt ewlr4lWdmrmn,W'FJontl4YLlgfvl.ai Yhnbv Tl IMmIMIIIgWIeeMmNlremtllay Rlb'f:np¢i:mnL4Wf44nh yv LmMgiL}.v.11 {rMrtv.ut I 4,151 St. Lurie Blvd. ne.,ucrrN uxm9etl. 4mogNmlmnbtlrzlhlnuG,gfgwtrftdlrlyYpr lv.lc.[Tme rWy N4MaYly Idri nu � FOR Pierce, FL 34946 �Ji 11®Id1lAliwfl es es-1Mo. lrvmh[III,PL 1[iMea erddnl«eeeMi Inwsrol3nrdr�6re Mr mmn emnderM1anAll[dT ,md[nd l,Iomkolll,PL. _ _ Job I russ cuss ype ry Fly Aj1209262 MMSCM1560BIL B03 Common 2 1 Job Reference o tlonal 4x4 = Dead Load Den. m 1/8 in 4 3x4 = 5x8 = 4x4 = LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veri(LL) -0.14 7-13 >999 360 MT20 244I190 TCOL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 7-13 >848 240 BCLL 0.0 Rep Stress lncr YES WB 0.19 Horz(CT) 0.03 6 nla nla BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 84 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 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-M (min. 0-1-8) 2 = 789/0-7-10 (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) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1175/797, 3-4=866/597, 4-5=-8631595, 5-6=1159f782 BOTCHORD 2-7=-03111022, 6-7=610/983 WEBS 4-7=-2861491, 5-7=328/363, 3-7=-364/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh, 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) 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 8l between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180lb uplift at joint 6 and 219 lb uplift at joint 2. LOAD CASE(S) Standard rcmr�M1mlvgl6 b•uutrals5(inlulorilna8lt9m1aMltma(vm;wivyu-e,., u,q Yvyn xu,a :d,mmmlm�Y.pYmq(I[¢d4mmltl YDtltlde vend,_ mx::me. evd a:w.zy bLim:ml!mdib rYrnO4XH4 b10ns4¢grywi .tines }mgdvgID4,¢mes vPoprr,mmtl 'm�:yr+lAgbminpdmrvll 1}vl raCvh,mb1�F11rwn :upva Hgm4^vvvn&r dsdYsim Ygbifgnhmp§dtindbAevb O.m's,xavtlgn M1M1Ynbh,n mrtmnYblCYM1 Irbdl+x tivf till Agrvdd M1nOWnhtl dbi vb;beglvfq q bn0bYlMgileYbrtgan+ nd Anthony T. To mbo Ill, P.E. ' M: bbdq ' vlrsum,. 34.bul,abbl[OMYrYvv.lpN Immnglq.mf4Rq:rtY+Iryjrl4W h M d4tl rdeNbrvtlralp M1Y'mv4nyea+uMt.lb'mdbl'.nt0.vp,,Lms0.tpapvgll v 80083 Q451 $[. LYdE Blvd. nenuYJllletln4yMgv Y.nnhdlAtnmdrd pims6uaEpe:41E14bfq Yv�.vAUSrmvGp,:dnlrtlYq. Nm�+'IYmmnldvtl4Ml. Fort Pierce, FL 34946 (rypi1il07➢Ifbl balhesses-1m1u7LisG N,li lepdnueotdislmonel,umylmwispoiil'ad Yu4mdeainnpmndr6av41ledimw-4rtenri.lavlo Ol,LL Job. Truss russ I ype ry y A0209283 WRMSCM1560BIL B04G Half Hip G'uder 1 1 Job Reference 1.pbonal A-1 Roof Trusses, Fort Pierre, FL 34946, design@a1uuss.com Run: Dead Load Der. =1Hfi In 3x4 = 1.=4 11 4x4 = LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.02 5 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matdx-MS Weight: 57 lb FT = 10% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-1-0 oc pudins, 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 = 80210-7-10 (min.0-1-8) 5 = 105910-3-6 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -264(LC 8) 5 = -384(LC 5) Max Grav 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces250 (Ib) or less except when shown. TOPCHORD 2-3=-11571360, 4-5=294/188 BOTCHORD 2-6=-377/959, 6-12=377/980, 12-13=377/980, 5-13=-377/980 WEBS 3-6=-8/626, 3-5=-11701453 NOTES- 1) Unbalanced reef 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; Ezp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 264lb uplift at joint 2 and 384 lb 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 1201b down and 129 lb up at 10-10-12 on top chord, and 338 lb down and 72 Ito up at 7-0-0, and 77 lb down at 9-0-12, and 78 lb down at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (PIT) Vert: 1-3=60, 3A=-60, 5-7=14 Concentrated Loads (lb) Vert: 6=-338(F) 3=-213(F) 10=-1 18(F) 1 1=-120(F) 12=56(1`)13=57(F) 'alr Lotr ulr'•Yv.l,'YrhW r.,.emd,Mwn.nt kSeu glla, .Wvfhm eei NIDr o-} r .rrWga,4Yr h'diMnkldt 1m 0ltaYA[11®l Wilmvmn.mnfW xIWIYIPInh•LL W,Lmhyl4vxP Pillbr+._y'df Rrxxm>m+ Pm,dmp fbtl,4amlx4ndlgh WpxdmnP rio4gl,Cq„r.rdtllM1l tYHP All11 kVi.!h"rl fuu Wy MOM. Anthony T. Temhm 111, P.E. M,xtl6ulm kgMk 1 hrtyaHMtlbOm.hOmf,MA YrYNtlngpe�m h'uREi4IX,f K.Ih bd1 Yh N,d IM1I i,grn tl0,ID6dwktl fftltl tY.1441Y1gny hRlYm.rhm,vS 0 q,uk.', s 80083 M1bYq W,qe rsm.LnvWMPhR9NhP+lm,glpdwJmNnghqqmYqkxv- pw PmuahtngvU.mxmrk PntlpcRil W9nbmFsi tlnMMnl4lmhYp,rmWunxP+n r ,Mn. I 4451 St. Lucie Blvd. ,4eiu 14tlr( mgmmaw.6r�mPhOM aY,d thl+nhyffgrml, r[r WIr9mP.4v 1. 1m 6P,mr I6M9 a®MaMhumnHNbinl Fort Pierce, FL 34946 - -� _G hl D.t0I6A-14enfesur-Anla .IvmMll1,P1. le Nwiuddud.a:eed,mev leem,n ,J7mdrMemdv+mr ssiarfie.A3lydLnukJedov).romloID,rL.__.__�,ve_.«,•-. PPV 'P7 P P P hl"° Y ,_„�,•�, Job Truss I russ Type A9209284 WRMSCM1S80811. B05 Hatt Hip 1 1 ' Job Reference (optional) Sx8 = 3 4x4 = 1.5x4 II 4x4 = LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 7.0 SPACING 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.54 BC 0.82 WB 0.30 Matrix -MS DEFL in (loc) VdeO Vert(LL) 0.25 6-9 >566 Vert(CT) -0.33 6-9 >425 Horz(CT) 0.01 2 We L/d 360 240 n/a - LUMBER- -- - — -- — -- - - -- TOP CHORD 2x4 SPM *Except' 4) This truss has been designed for a 10.0 psf bottom T2: x4 SP No.2No.2 DOT CHORD 2x4 SP SP No.2 chord live load nonconcurrent with any other live WEBS 2z4 SP No.3 BRACING- BRACING- loads. This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 6-0-0 oc rectangle 3-6-0 [all by 2-0-0 wide will fit between the puriins, except end verticals. bottom chord and any other members. BOT CHORD 6) Provide mechanical connection (by others) of truss Rigid ceiling directly applied or 7-5-2 oc bracing. to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 lb uplift at joint 5. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation guide. LOAD CASE(S) Standard REACTIONS. (lb/size) 2 = 527/0-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Horz 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-434/146 BOTCHORD 2-6=-2671290, 5-6=2691296 WEBS 3-6=-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; 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 ponding. Dead Load Deft. = 3116 in PLATES GRIP MT20 244/190 Weight: 60 lb FT=10% renql Caren!mnm•uliIXiLRM1jalejH13tt1(eec[%x14i6fnlyl(RYI.{Iar,3Jiri a�Is4iYnr.eesmrttlmssmLmly+smell[A,smvYA.twerLlnenrAenxrecv Was®nm Mtlaae➢9. ardm.mrhsunamlmrmowrw. brimf auprgx{L.!xsgea scow.gmm�rn.gmnmpasmsq.e.qny.wlamsnparny,im�lymrnrmorr.aamt scsnwepmetymemvvsalq Anthony T. Ill, P.E. maneslmsa I m namm.aa..iurse q .eigit mpiWiR yAerrMalOngar,.r:,AnnmG[L6:elmbdld'gNe.iMl. ixepn.'nrlWde•m4mnmimteYSeb<4mgesmYOwelhmlYaamnyat4thn 80083Tornb a80083 mmYyNymei4r:,,M. lSbnmtlerl[q,tlmpmv,�u1}tleyYmmlY4f.rymll Wylm'vev:Pff n1YJJ11111d WIc,KnafrpetlnJa WlelibnryNlm�slMvtaLnfpvp,Lm4.n Fywtlfm4/wiMv,.Y.[ 4451 5t. WcTe IiNd. dengrtlyrfwwgM4q4nmqlydllnnavSd lklnrsaw:gne6rCtmm4ylrcan,glmslrrnFqmvtm Wq ry'4a11vmeenmNelM1l. m Fort Pierce, FL 34946 4ppieElm1016411mILrssy-Auloyl.lomba l6 Pt. lepdeaueeld'n lvmmelargtrmirpolded.idmdegdtmpemifuuhee4l lodlmus-I�rr1.LelolB,ri Job tl. ru ns russ Type ry y A0209285 V MSCMI560BIL Bob Monopitch 2 t Joh Referents (optional) , nw, i rvmo, rvu ne vro, rr..wnro, awignLaavwss.wm Run: 1.5x4 II 4 3x4 = 1.Sx4 II 4x4 = LOADING(pst) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d 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 Incr YES WB 0.42 Horz(CT) 0.01 5 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- TOPCHORD 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 527/0-7-10 (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 shown. TOPCHORD 2-3=-6051196 BOTCHORD 2-0=-4811483, 5-6=4811483 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; II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 2 and 200 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 62 lb FT=10% r..q.rud..gY 4•u lurndsrsfvuu•YUYauIn�uYmYannslmlx.l ¢rr;Lnn wraR. tNr�wr,bmdr,a,nr.•t w .a �girt...d4rewrt l.uo0lu va•xY _onrzmrt, aaa ama,.ry xlM1�xrF iltl'Mrvlbbnonir+Y4.l�elry MbLpxll lF4MLr+bndn 20 npuMr rupartlbptlntli A.n'tllnytluFbr41}a brr/r 1Yn1 er R0.ryq lhLllw{+nr.opmM31^^�dsl Anthony T. Tonobo 111, P.E. Nrutlwln hy44mntr4pvxM[40.ntrOm�reMvap 4WI»Eu4n trm tl4W.4C�Ib4tl1.YgNr�1IM1Ln qn-tl414NaW tl't n. i.yletg44 bfltl nlhxelilSMb {avbntl a80083 4HYy Arry,i[x,yt6iRtmY.b➢ld4ptlm WpJJ tl64Mq(yamfEelru 1NYXLJiFAWYtlnkueu:SFntlrd R14iv,H:+yna-rNILtFbLnf pilpm,ItrtMq�6rartalrnu YeY, rt„Yn I 4451 St. Lucie Blvd. nx+IvuvNq.mm,ream.Y.rOg Mer^+sna„i m4+v[wtgx�ekl44YVG,pr 1 N.M+Rtlnrwq malrmly. enrilWw nu. 4 Fort Pierce, FL 34946 G 1107d1{kl [evgwssys-dnlev LhmYt W, R_le _Io4iervMnlgbnenlmev Imm 1 01l'ned. M1 M e } ..e v 4T _Jr!i�_ _L_ Job TnIss N55 ypeUry Fly AQ209P06 WRMSCM1560BIL CA Corner Jack 10 1 Jab Reference (optional) n:nwi nuases,rmtr:mw, L.weav, oesign�gatwss.wm 1 LOADING (Pat) SPACING- 2-0-0 CSI- DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017fFP12014 Matrix -MP - -- LUMBER -- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 =-5/Mechanical 2 = 181/0-7-10 (min. 0-1-8) 4 = -21/Mechanical 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. (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=4.2psh, 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 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 connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5111 uplift at joint 3, 71 lb uplift at joint 2 and 21 Ito uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight 6 lb FT = 10% rdq.bnmmltlrmd.m'u lJttnbsa(mw1ar3l:meltzmnsmis-aiulw[r.3rtr6R r.p�urn�dnmwen.hams4inunglm^rmwM1uwVlulavu.sxl�,m b.tmmwma erta..y Yil tmmrntJAhrulbmrIDh4w4L lglnhYpfye{lebpr!IlmWnvrW,pmEtomrnhYP�nLed9'a.'T�IprlMbinp96u/el+•tL�:OYomNU�}ah Pn.h'..Tnvoru¢Wluee :,nYJi Anthony T Twb .80083 ill, P.E. m ammim bu.-:mn mema.n.bo..n.e:es ui :pu1, rpfrm Niq kw bMYdbltt,mC.Mex41I", wmiIM1I'N1Fl dd m lW NwkU,nIWn:t Yf LYggq :MNutvlhvYrllgNa yac4ad t mWa�hiRmra'+q'L"WgYrdIIOWgrvW1N}lfn::dn43E969hnx�lm'rnn'0.41�:N=9111WxnnMvgJhpdPdo lM1lhiut4:Mai+fr:.IhxY44n hup l.ntM.nkrvaell +Y .c.vs 44$1$L W io 6h'4. a4 4lHIAlI.Mmbmglptl�rrmmlyd himthq:;anhl4ibbMgFagv,at a1Rr6Pn/hrHlq. Nq:Yalknnnldrdhixl. Fort Pierre, FL 34946 yrvIiV fepyrg1101p16Ai 1g1lmusInlogLLmM W,fi.teprdrrtiadtlndemoem,haglvq.nprdlhedrilEenmr coon prmntlgheo4l hollmutbrtmr/.4u1o01,/.1. Job roIss TnIss I ype ly y A020928] WRM96MI56OBlL CJ3 Comer Jack ] 1 Job Reference (optional) w-, rwm uuaxa, r.n rrerre, r,.., oesignLrvaiwss.com 20 = nun: LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 44 >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 FBC2017rFP12014 Matrix -MP - Weight: 12 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 2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. _ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 21210-7-10 (min. 0-1-8) 4 = 23/Mechanical 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=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 OOL=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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 3 and 63 lb uplift at joint 2. Prry O�er.qu, trraua�nm00mu-InrvurtlusWmncermwfxnr. u[e..arbr b:rye,yrme,d�d.dn.l.l x .e .ynw+dtrwA.l br uldu IVMws. .odn�f,. ara [an y nnYnmallMAf%.abblAOb�![b.ImtkyfyvnQl %c'll5p+'lnlw 1nM W r"+Pn+MbP[m'ud9.u.Y1ny IOEI?Rl neyvrl yminO�NUaI.N mI bLP Wn�b 3mpoux�Ai4T Anthony T. Tombo 111, P.E. r/nd4lfm b .traR. diuA�ktlldh0.m.tr0:,dl.ls¢M pP trMNgMb,r b. n[gIQ,tr0.db4d1.Yq dedml n yP,e'db adwMl dNt albf9lSmLnMYMIme1KnJYM.a yyssud t 80083 M4ialMryenrMv_n 15 ¢'Mrh Wd4PemtdrN tdO.pYq(yrn Lhl Yn ',Id; PW�Yi%mgLllnMr,WbFeiyle•.fr14at4niPeai+h�nllWll•Lnf GYpinf Yfy�nPmWrrt,�Yd.2,ar[ g45I St. Lurie Blvd. BINd. ,fnnu4bina[w9dy.tr®yhdlrMrMui Tbluu%u/r�anhrntridajbyn,rtl:1%M[y9[n(IW41 W®tivrbomer[bemL Fort Pierce, FL 34946 L N02111 if lbinur-MIc 1.1,4. W. R.tr4uiu dAisi 1, ingis dJdrdrAen 6, rrieu n6,il. hm}Iledimsg hrt.erLbNoI �P.L _-, Job Truss I mss I ype ry y A0209288 WRMSCM1560BIL CJ3B Comer Jack 1 1 Job Ref nmoe (op6ona0 1 n , rwo. uuawa, un r, .wnno, awynlmn muss.wm 1 3x4 = Run: 5.210 s May 18 2018 Prud 8.210 s May 18 2015 MITa Indusurea. InC Thu Feb 21 14:45:01 2019 Page 1 ID:ld_OOXyyT61B, TXoljwHHzetvK-mHENtYhigntyJxBd4OTc3YLKfYPiO7naTWf2OBvur0 2-7-7 n-r. LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TP12014 CSt. TC 0.11 BC 0.10 WB 0.00 Matrix -MP DEFL. in (loc) Well Vert(LL) -0.00 3-6 >999 Vert(CT) -0.00 3-0 >999 Horz(CT) -0.00 2 n/a L/d 360 240 We PLATES GRIP MT20 244/190 Weight: 8lb FT = 10% LUMBER- -TOP-CHORD-2x4 SIDNo2 -- - BOA CHORD 2x4 SP No.2 rs) of tru 5) Provide mechanical connection (by othess BRACING. to bearing plate capable of withstanding 13 Ib uplift at TOP CHORD joint 1, 47lb uplift at joint 2 and 1 lb uplift at joint 3. Structural wood sheathing directly applied or 2-7-7 oc BO T C ROT CHORD LOAD CASES). Rigid ceiling directly applied or 10-0-0 oc bracing. Standard 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. 0-1-8) 2 = 67/Mechanical — 3 = 27RMechanical Max Hom 1 = 52(LC 12) Max Uplift 1 = -13(LC 12) 2 = -47(LC 12) 3 = -1(LC 12) Max Grav 1 = 95(LC 1) -- 2 = 67(LC 1) _ _- 3 = 41(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; TCOL=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 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. reaq.rter.yx etl'uluflmtnfvnsl'ld�+:rarlvl[cmhaustwfmruum..+frv,n lrq�vFlw.amawnn mt vie:,q(rzc,daarsttw+.QrtuwWnbsnns. M.+�aw as rw sY utBwewM Wlbetlb6lHaaN4 a:LelePf,PrW1FM 6}r/FSW gmoapeenu.vpaaaapL velane'p�ryr44olr prnptlhvyr._rFMervlWrtltablM alhp,eu4s Hrusl6, ue4tl1 Anthony T. Tomba 111, P.E. d,utlMla fFN WhfkA,up'ikiatlbur.b Neh,fsltl Tlre,Isllq W'P' tivaetltl Y.YiiO,Mtl MYgnleei0.11 �p 'abl®debtl tlb:mtl,]a'11Y40.'P mmm.rM.Iuav6,�r u,.,f t80083 Y WryYtnrrlfm:r. Censr,tlrblWdbF�f,Jphbnpe Whgrgam16,g16a30alalJlgtrdYlle,anWYp%FI.a T:IrL:! {n+b,NM[felnrPupv.MrMfgnrm it ,4![te,uv 44518L Lude Blvd. A,leulaWlsrurm4rdRuuvmdlrWp:nMLLibtnudy[gm,h14i4YYgk 1gn1n31ryta5ryv[erM4 eNrdtlaMn re6baniM1L Fort Pierce, FL 34946 (eppiAAl®}OIdA Itedhrsus-kavgi.Tvm6v W. PJ. bpnbauvrldis/vmreW,maglFm,is FlvA3eedri%vmfle rvinopemivGnhr.Ll ledimm hn1.yL6elvIM.1. Job truss I russ I ype Uty y A0209289 MMSCMISBOBIL WX Coer Jack m 2 I Job Reference (optional) A-1 Roof Trusses, FM Pierce, FL 34946, desgn@alVuss.com LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 10.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 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 aide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 212/0-7-10 (min. 0-1-8) 4 = 23/1viechanical Max Horz 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; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 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-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. Run: 8.210 Feb DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.01 4-7 >999 360 MT20 2441190 Vert(CT) -0.01 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3, 74 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard Weight: 12 lb FT=10% Yen•I�Muev.gll b'n 1Y p11$e(ytl11P)arylpLYil(OLMII[tllnllYi p3Y;Lni WY-Yc lest YIyIVINmNml.lne¢I k pr.l>)II4C^vYYMiLIs4P I11Ama9MM' IYdn�R.nipetl IYIDL ¢) i Nn dIbSYP +Ih YnBbY.tld llrMllagllq¢nu 11.a611Mtivtln IOBf wYasntlylpWnpgxTlnyaNlryk bpRtr ejrin•tL>t ttlnf�IlOW4 fiI lYL {f w/m H9w14Xn'aAd@J Anthony T. Tembo 111, P.E. li /!O\ NdANGnL btlyXhmPrWmtlhO.ul MO.nrr+YV lqd 4YW YYp 5 ICM0.dm WlYel MlvflMTh(.Y. Cb1EBdamawOMtnn¢W 1#4u'9nbeW dYr4lidYL ',lylnd a80083- MHLyMfe WUf..h_LvxsaMvlIIOdolmu.wl{Itla4tlo lJg(gvnYry N'sm.rt$IkrltlfllndSW knadYpnNld• lYrl Yfn[f•nYWfinwlMtl44n Mup.l.ntM1ap!7xnwll�NYenn not 4451 $I: LaCl2 Blvd. nr.lYdrnYp rWmraW.nYnmeryminwY.nd inl.nagyml�oltrudy+.fin 1_!Icn[q.nx rYlk amap�d¢o Ydntlpml Fod Verce,FL34946 6P.^il h07074AIPrdlnon Aml°r Litlm6tl W,PJ. b ndra tl Innl¢°neet,Y 1 n 1)delntlonlle Yrinn elmi Ye h 111 dimsmlYlPlY i.7erdYl0,P1. I P I °• P° 1 f r Job 1russ type Qtyply ITruss A0209290 WRMSCM1560a1L CJS Comer J.ck 6 1 Job Reference (optional) A-1 Roof Trusses. Fort Pierce, FL 34946, design@altww.com Run: 8.210 s May 182018 Pdn18.210 s May 182018 MRek Industries, Inc. Thu Feb 21 14:45022019 Pape 1 ID:Id-0OXyyT61Bi_TXo1jwHHzefvK-ETol4uiKb57pw5mpe7_rcmuRLyh470ljiAPcxezluR -1-0-0 4-11-11 ' 1-0-0 4-11-11 ' I 2.4 = 411-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L-) 0.04 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 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/fP12014 Matrix -MP Weight: 18 lb FT=10% LUMBER - TOP CHORD -2z4 SP No.2- - - - - - "- - - — — — - — — - — - - -- - - - BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied a4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanicat 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Hoa 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -73(LC 12) Max Gmv 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=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=1.6b plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 73 lb uplift at joint 2. xeq�m,vb.gm IltxilkMiM1jNlir)0fll1'Wl[1h'AAL4(A110!(IFf]'It.Y4e-wtfKre7f iurM�mdntlws.mimM.pbr.q(IR;wmWtLi�LmILImmflNlriewe pnre4.m prtlnbIDp.ay eWmv9lb W`n IYm1AM1M,tld 4r4nf Ruplgsn(1r.11e�A(6pnlbwiwglq riae,o.¢paftlmpYnfbl,.wyi.+.l.uWplYmb4tlm,y'ei L�b9tlb1[O�W Prt1 �nn.Paq Mgw0ewv5MAn b"d'm'y T. Tom6a ]]I, P.E. Nru aM im mgmlm bnry.4Jmambw m0�elnaanq,ftle'bmHy Mqv W. tlm MCK WmbNr axlme.: ml ➢,RmM ab TOWMW Wnsm Ski% vn6m dbrmlileYbnsp Yhl 183 ' hmYapMreYb�nni r- •,pwe6II4Mhp0af n11eltlw�tlmloaq LgamfanWsm4N,'1'tlNMrImWIW.rbwkpml�au mlM1Ltfi'rymtim„tlbn(bLn mup.l.ntMpfgwr�l rmt/e�tl:n.Yu 44515t. luCie 8vd. rSenolCntlllrlrtmewtlmumMlrrtllwm M1,Ynf Mtnufivpryevh10166aybrem,el v.rye.FgM1sdnrbafq 6wmitlamwnmwlM1ml. � Fon Pierce, FL 34946 (appiru0}Illkl tevlinsus-L6oryLiemhv N,R. hpvdrauvol0isdemrn6umlMv,kpolD'ned.i6mdurinn pemivuuhav4l Ldlnsus�AMvvrLleie0l, P.L O ,� Truss Ply A0209291 VVRMSCMI56001L CJSA Comer Jack 1 i Job Reference (optional) A-1 Roof Trusses. Fon Pierce, FL 34946, dwign(ga1uuss.com 2x4 = Run: 8.210 s 42-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-7 >999 360 MT20 2"/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n!a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 16111 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 4-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 99/Mechanical 2 = 25010-7-10 (min. 0-1-8) 4 = 39/Mechanical Max Horz 2 = 106(LC 12) Max Uplift 3 = -66(LC 12) 2 = -68(LC 12) Max Grev 3 = 99(LC 1) 2 = 250(LC 1) 4 = 63(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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • 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 66 lb uplift at joint 3 and 68 lb uplift at joint 2. }.:q.M1euanylq hllp6'=n5sa(3ulojmillmMillallAra mruYiWia'i1`n!r mrm.t<gbYp r,.Ym,dMutnadl ib Ta 9n,db4M1at11xbrlrlaln 9mM Wanda uId dm4 i Wltt•a�xlkns Hh ulddapaFald ltrLnt M.migaep 1F YabYa,fWWnglAryiwn rupaapdfY tlgeallmpMbryWdhm-d .yelna L•paWWWlWaIId ALWVdp uap¢hkyWmy RI4A'1 Anthony T. Tombo III, P.E. dudnafn WybYykd cprbWYdAevd4.ait,nttl} WbepPnga banMYdlCva:ala aYk gN�WilM1l ngpn 4dSpdmAdle,eYdimv:Lpgbb'gmldeW dNgnibdnyu3Mtl 180083 ' dtagM�vd4kmet.aatmmYh100dbPmatafryNn 3tle, W4grgamYsftr.mnNpGJ,1%tadW3 MutuM! Y!Y ml aua3mpralau�afpatf4lmbupin3berOpvsllmtraYs.o.ai: 4451 St. Lucie BW. efe.wkbklt'�ddgdma.OglrAP.utatl�C lbinuh�grq+mb1f16{il7kge 1 �yt+algeml rldW w�LaAL�nnMdaRN. � Fon Pierce, FL 34946 - -LPPULL4�1011dLfedjrusscL6u71.IemLddlL repiehaivu11th1omoeal.tomplme.ifP�eWoedau7rtltlu+watrmiftiso6oud:lile0[etygl:kkPm[i.lmka111.P.L_ Job Truss iruss type ly Fly An2oszsz WRMSCM1560B11. CJ5C Comer Jatic 1 t I Job Reference o lional nn nee, imsses, ron rrerra, rL saaao, aesgn�alalvuss.mm t Run: 8.210 s May 18 b 8.210 s Mpay 18 20MITex Indu, Inc. Thu Feb 21 14:45:03 2019 Page 1 ID:Id_00XyyT6120180iPnn_ TXo1jwHHzefvK-igL187lstries EjyMO79YEL?CgV48zRaMObsTHb1g89T4zlur 47-7 — 4-7 7 3x4 = 4-7-7 47-7 3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. inL3-6>999 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 nla BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 15 lb FT = 10% LUMBER. TOP -CHORD -2x4 SPNo.2 - - - - - - -- - - - -- -- - - --- BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-7-7 oc purtins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 16910-3-6 (min. 0-1-8) 2 = 121/Mechanical 3 = 48/Mechanical Max Horz 1 = 93(LC 12) 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 (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 ; 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 pat (whom chord live load nonconcurrent with any other live loads, 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ito uplift at joint 1 and 83 lb uplift at joint 2. r y.u.erMry nuuunsu0wlrlmi::lunllmluaan,aM3l:mcs..wlru.,Mltlwl Rnm�d..n. ro„uwtlraylm,.mbn.rl.11¢rA6a umw __w.,e..maea mlw .y m tmvrrn mMmbrYlwenda l,.lm,leupfgr.ea. 1}'gw.rmW.gtm!mam,avupaOR Pan smmweynquYltlykm W4+@e,.}1. 17m1 mmo.Il.mel 1rNcl,.uap,ury°me unreal Anthony T. Tombo III, P.E. rJ ICtmb NoN.O. I'm WN b9lbq.aesi Rl n,"'Od. 20dm ov Itl tm�Ubq R.',grtry tin2AuelholJFbtl ga53 M1e a88833 W4tlyMry ul4M1N.avnrmeml[o remrym�vlpm Jt4JIgGrymltlePhY 9nrLNrd4eNh111u1W1.MrnuAIr.MFb. ml vlumnymVy�vl Onnamlr Rvpr.l.m M4RA..lt ,u,6r.u..br. 1 44515L Lude BNd. AMulxWlfefMmrleaW bbKyhtllrym Ra�LL llelmsauargmnl�enmlaly Rrpv 1 v11m.5p�imlwtlllrraaa.mnnitlN.ml. � Fort Pierce, FL 34946 G 11070h AI Wllmul-lmbe LI°mhe W, IJ. le edwlwd0idmun,m hle,i, Id'aedird°ntle Wince e�svy6r411edGnuo-411y LIav1°III,LI. o .. Imes truss type Ily AOI09i93 WRMSCM15601311. CJSL Caner Jack 2 1 Joh Reference (optional) n-1 nbbr cusses, run rierre, rL s 94b, aesign(galwss.Wre 30 = xun: 4.11-11 LOADING(psf) SPACING- 2-" CSI. DEFL in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 4-7 >563 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Verl(CT) 0.09 4-7 >648 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a ` n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 181b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc puffins. 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 = 122/Mechanical 2 = 27810-7-10 (min. 0-1-8) 4 = 48/10echanicel Max Horz 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. (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=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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi 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 bearing plate capable of withstanding 81 lb uplift at joint 3, 1021b uplift atjoint 2 and 51 Ib uplift atjoint 4. LOAD CASE(S) Standard xe,lglh.Ymgq,mb.Po'1mt: ilTiiM1(:[un'1arl1l lflYlllWxAn!mlpYlxrSiLntiJbYtrlex,feh YYp l.,a,InrdrtxWtmH 1. Y:QamgtRddWlAmil.lsY6tl11dem 4n!M,m.lYu:b natl x4YommlbuAk.AWl1N 4F Nrn r4m III 4PeeP. Squfpowlu".'Mnpmr..mnm,,4gpM:Y,tlgremr:mmJtlnl minptlhu kimu LmlmurlMmRole IMN, wPm:.pe Ytlgmm_.4ny T.'Tembo 111• P.E. dmJ 4h rnYq mikhollm:hM N... p.o,v,6 Mtl ,4.mWM.gPmgm Yxh4Ynlgf, ix W.Wk., ob Wu- Tk,1rl#WW. W.W,mx,lmv..16g1EYlg0.'qt Yl.ApimlAC4dhh. gm.tln=80083 51 St. Lucie 91Vd. LFod NgfdalYann.eWbo". Pierce, FL 34946 .-fnu4W)-201 Iholleau;de II Pe .°Fnd°mrgy'o P 114d- Rrrrinnnmiru he-Alleelrmss:-ArlLenrLlooko0/.L _ 1PgLlm°pv lELnrfrpie _7d_.. nn3.bP'°-Jd__.P_.��-7-... Job Truss cuss ype QPly ry /0209294 VVRMSCM1560BIL CJ6 Comer Jack 1 1 Job Reference (ootianall A-1 Raor Issas, ron MVDO. rL J6 b,eeSl9nga1WSS;om rtun: 1 LM LOADING(psf) SPACING- 2-0-0 CST. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-7 >897 360 TCDL 10.0 Lumber DOL 1.25 SC 0.40 Vert(CT) -0.08 4-7 >803 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 nla nla BCDL 7.0 Code FBC20171TPI2014 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. BOT CHORD Rigid ceiling direc0y 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 = 141/1viechanical 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 (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 Ext nor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) 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 lb uplift at joint 3 and 77 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 20 lb FT=10% i ,y.rbu4vapb-•b11n[in3CR(Y.Ilftmi1:10U1(%N[tlfltlubjln]'Jta4'F.S.UIi 6z 1vf16Yprnvengberyua 4ni0..pS.giRN,dh4brLLMRILW a�la n. mu.mn wa mse,p 14i0mv91A a1M ,tlbbtNOFM41 I P¢p(5swft f.%ry6pnjuaJwgID1•,Pn,6tompmAbpayletlmave.ryMINIYIYM{,p4ureNaL�tlab119n1(.ry,PFl.h(pwopuub/gtae4n.wL9I gnMonY T. Tombo 111, P.E. NwAti Ln 4MtWRnbrt,WvlM,abAvehCM,.Rasa.P'bbMg0.AP pbomnabl6bO:dbMllnYal NseiAl.9p,�,ptlblWNmlellwAMimt bitYWnq 2"R meAemdYe4YLYb Yaq'(.p 180083 bH'ae�Inra,JlM,h.La3f,Pi blfOdbr[uu�algNu,A14JYqratvL3hry01.vab4NPYNNp1lINYnvrbeeuYptlPAm IM1Ih1,M.ny21lN5efYH VbN'N .M'kpbryrtall 4�1nu aSrt p g4515L Lucie Blvd. rtemlpollrf¢mq,a,p4aegh All!.Ibtl,Q OelnuNaa(prtbrPlbb4q&,4m atvt.�CrfepnAq Yl6q am3Ymin enlANulnl' Fan Pierce,R 34946 (appyB07PI1411ecflmssel-14ilogLbahelll,ll Pep,ed.aieed0ulrmvcl,maglmwilpehl'eel�ulMne.minpe�,W.klhdl..... 1 gLTwflll,P.L Job I r11se I fuss I ype Qty A0209295 '7W 1560BIL HP Diagonal Hip Giber JPly 3 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aVrow.com 314 = 1.Sx4 II 3x4 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 7.0 Code FBC2017rTP12014 LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159IMechanical 2 = 442/0-10-6 (min.0-1-8) 5 = 2741Mechanical Max Horz 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 (Ib) or less except when shown. TOPCHORD 2-1 1=734/174,11-12=-684/191, 3-12=683/181 BOTCHORD 2-14=266/679, 14-15=-266/679, 7-15=266/679, 7-16=-266/679, 6-16=-266/679 WEBS 3-6=-717/281 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; Lumber DOL=1.60 plate grip DOL=1.60 CST. DEFL. in (loc) Vdefl Ud TC 0.59 Vert(LL) -0.05 6-7 >999 360 BC 0.53 Vert(CT) -0.10 6-7 >999 240 WB 0.40 Hoc (CT) 0.01 5 n/a Na Matrix -MS 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 18016 uplift at joint 2 and 64 lb uplift at joint 5. 6) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 77 Ib down and 90 lb up at 14-9, 77 lb down and 90 lb up at 1-4-9. 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 Ib up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66 Ito down and 88 To up at 7-0-7 on top chord, and 12 lb down and 401b up at 14-9, 121b 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 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(1`=-37, B=37) 14=46(F=23, 8=23) 15=9(F=4, B=-4) 16=-56(F=28 , B=28) 0 A A PLATES GRIP MT20 244/190 Weight: 43 lb FT=10% ramp.m,vmrtqurmY•m•Hnalnm9fdunlnrdalnurlaaonlmlar(mn;emrb.!uurk.. umrYonr•°dmrarten..nrume::for.rglnedmlm.rAlnYglr.uln.:u.im,m. wr:rdY�.�nmar.mmo.rr W4I<mlot WlYrWkmINJnY,tl4Yrlmr Yupfgee{re.!cnyernMymxtlngplePrntera YmpYnnvr m.e.!rtysYrbrYmntflYmtgelmtL�minmR4eh.vblhL lYtv'Prurp^mlHgmpmLuntllq Anthony T. Tombo III, P.E. eYmYMlmtkgldVg6m,q.blgdmOran.40m1Ms:lrPlvhYbNghgv'.amr,nndbC,mlCvlmYalbYs!;Ytailhn.TlMnldmlOEdgE,YnrpmNnldbglrl'ryngtmkle. vitngYLYmnyacs!gL -80083 m4Yry NrTeoiGnr®'.lGm.rnre.mRgdmPamNp4lerYl4Ygfm1>m YNlHmar:IMld''JdhI.1N&tm:Mrv:lrP'ed Pdm.IrlYiuL.mMvitWrnlYG lmLmkwn.I.mtM4LP°mllmt ra,I:rev,mW I 44515L Urde Bkd. aemuWrYllYfatmgWrgY.mglrAlnmYd,eL mrrmY'vpfTmnrgmldv5&-: ,rtlnndls+tgmndsiYal WgL'md.mnnNbtlonfl. Fort Piero, FL 34946 6 hl0}OldAlfeollnsserlmim Llrmda ll6 PJ. brrGrlYrrlAitlonnmAin lun,isp!KibadriMInd, ron, pnmizir.h..AllndT....-AYMepLLmlY01_L[. O Truss russ ype ry A020929fi WPly RMSCM1560a1L HRA Diagonal Hip Girder 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@albumccen Run: 314 = 1.5x4 II 3x4 LOADING(psf) SPACING- 2-M CST. DEFL. in (lac) I/deFl lJd TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Van(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 Ina NO WB 0.42 HOR(CT) 0.01 5 Na n/a BCDL 7.0 Code FBC20177rP12014 Matrix -MS LUMBER- TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1041-0 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 = 180MIechanical 2 = 453/0-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -125(LC 4) 2 = -185(LC 4) 5 = -67(LC 9) Max Gmv 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-11=-7771214, 11-12=727/231, 3-12=726/221 BOTCHORD 2-16=-288/720,16-17=-2887720, 7-17=2887720, 7-18=2881720, 18-19=28SR20, 19-20=-2881720, 6-20=2881720 WEBS 3-6=-760/304 PLATES GRIP MT20 2441190 Weight: 43 lb FT=10% 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); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125lb uplift at joint 4,185 lb uplift at joint 2 and 67 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 90 lb up at 1-4-9, 77 Ib down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, 54 lb down and 69lb up at 5-10-11, and 66 lb down and 88lb up at 7-0-7, and 76 lb down and 103 lb up at 8-0-2 on top chord, and 12 lb down and 40 lb up at 14-9, 12lb down and 40 lb up at 14-9, 16 lb down at 4-2-8, 16lb down at 4-2-8, 24 lb down at 5-10-11, and 30 lb down at 7-0-7 , and 40 Ib down at 8-0-2 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Unifoml Loads (pit) Vert: 1-4=60, 5-8=14 Concentrated Loads (Ib) Vert: 11=57(F=29, 8=29) 13=14(17) 14=-37(B) 15=-56(F)16=46(F=23, 8=23) 17=9(F=4, B=4) 18=19(F)19=-28(B) 20=-06(F) - 1d.W1d' mHrxn!mof11.1 a1 axwotllaxnw cpnit?L}uMilVansc rard V.urMrn.nl 1-4N/rmixrrrlWftU",a,LM Y brp Yhtabmupu m1l ntrm mW rrllY rmmraonYmr.onmr Y•nlq..P srytlp Y!r.:ee,ti, nlmarm nmpa,tlmmm�••Irq•aMa�M�Yna mr ah,.},r rn l,.mmonx,avr!u.bLwyemerm.htlq me.xm4q Anthony T. Tombo ill, P.E. mmtltirin bgmWqmmprWahmm.m PmlrwE,lgn hM4q Yxp hm6Etlhm.m Srak4l.Ygn4 mlFLl qPr tlhlmramx rte,l r. ✓Y64M' nWmeMorY.TlA6Ybngnsrntl 550093 mhmrYi.xron.n a< n,e..mIDomeir�vvmvmpa.aemmpr.r.mbn»•m.�r•nmhmmwsnr..uYp� ptl vin..x:«+da,rmmemr.,psq..trmmp[q+.msmsm.n.,:.:u 44535L Wde 6lvd. n,niulnvaq.4smy,tl�p•.ioghmrnnw9aS binuduAEq�uCfmmsgYrpv 1 !rm6@�n[nrYdaq NgwtlemmerarrePlL FoK Pierce, R 34946 m 6 Y8i 7011A1Ierllnssrs-Leos Llom6etl6rt. Ir nd.aioodeniommm,ie•e imn,is oYlbdrolentlu,inee amisurha411edLnur Artlim LlemEeip, P.L J vP4 r v r w r r Job, Truss I NSS I ype H A0209297 WRMSCM156CBlL HJ7L Diagonal Hip Girder 1 1 Job Reference (optional) A-t Km Trusses, ronnerce, rc ;14946, aesign(matuun.com 2.4 = 1.5x4 II 3x4 =- LOADING(psf) SPACING- 2-0-0 CSL DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.11 6-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 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 n/a n/a BCDL 7.0 Code FBC20171TPI2014 Malrix-MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD 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 = 159/Mechanical 2 = 442/0-10-6 (min.0-1-8) 5 = 274/10lechanical Max Hoa 2 = 182(LC 4) Max Uplift 4 = -11 O(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. TOPCHORD 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=717/553 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 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 110 lb uplift at joint 4, 271 Ib uplift at joint 2 and 229 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 90 lb up at 14-9, 77 lb down and 90 lb up at 14-9, 36 lb down and 41 lb up at 4-2-8. 36 lb down and 41 lb up at 4-2-8, and 66 Ito down and 88 Ib up at 7-0-7, and 66 Ib down and 88 He up at 7-0-7 on top chord, and 51 lb down and 40 lb up at 14-9, 51 lb down and 40 lb up at 14-9, 10 lb down and 40 lb up at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29 lb down and 71 lb up at 7-0-7, and 29 lb 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pin 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=4)16=-56(F=28 r B=-28) i �YqhmM.grtrh'p1 L141 nriM1NplYjaril M6![Aill[b(RI0161Si1nF.wrf1'In... rrlriilpr•r•lmrirtrl MaruOr M4pmglRTdhlPlnll.tud4rielne AMp's Wnrh vrtl pe1W,a1 14rry i1M 1AMrarbhlTlb6dY.InlnaMlphpmNf. pnlfghMh WngIP]rgmN roPwPMPMfblmfnTlnyrrrtlO%khlnt rthiafl gMUMI[eM.rbfil 'Yt AnvuP'rnWy dur. °ABrry Anthony T. Tmnbo 111, P.E. I elmdin Yn Ylfg Nhrgnubbrlh anrrh4; W bpii.1h, re WMIL1 tFl 4h 10.n.gtl rf6 tW"IeA,vq ln] d"416 h..raninl =800Bi Mli/yprgndeM1f._li�amduh114dvrmnSWrdx YMrn�p9lNnx Yunln'esotNl'Yr1Yhlrl•4Yrin xs•v16Pn4N'MIpYr4xrPwia dW P41. pawl. Fftrerandr urminw¢nW 44515t. Wne Blvd. nmh Yvh bxdyd.np•mthdrnwwdW @tiwb tamrpralhrdybigm t Srt•4wrierwaq P¢ePflarlYw dW-ml Fort pierce, FL 34946 -'-' -= �- 6 i li D7a16A I1rellnsui-ludor Llemlr,lll It. le ml.arorolrinlemwn, nor Mm,i o15'n•EriaeNlEemnm ecru isr P1 Y P Y % 1 hwAllo lGrundrmwp7lrmlrl�,GL. Job Truss I russ I ype AQ209295 WRMSCM1560BIL J7 Jack-0pen 9 1 Job Reference (optional ,.-,—..00.e., ro.. r,a, w,".w,wo, prenhsa I uuha.0 n 1 3xd = Dead Load D.O. =118In m� J. { 7-0-0 LOADING(psf) SPACING- 2-0-0 CSt. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.17 4-7 >478 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 4-7 >413 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hou(CT) -0.01 3 We n/a BCDL 7.0 Code FBC2017rFP12014 Matrix -MP Weight: 24 It, FT = 10% LUMBER. _ TOP CHORD 2x4 SP N0.2- _- - -- -- - - - - - - - - -- - -- BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 1040-0 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 = 178/Mechaniral 2 = 349/0-7-10 (min. 0-1-8) 4 = 70/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 =-118(LC 12) - 2 = -85(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(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. 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 118 lb uplift at joint 3 and 85 lb uplift at joint 2. Fames. m.lxh m•nrmnau�ry[un7 alf..nwrwamnonsixtrluuarrur m. uml!¢p l.mamauern.at rytr..glm.a.mlm.rl tsaartmn umwn wn�.u�. awl..amo..y INYhmmlh nPtr.elh mlVOtlk tl111 RryLpm�l.lpmAphw+neW g10EepaninmpitJmFtlna.ely+ngm{+JAry! IFtlmsejl iY Jvalt9 rreb F4l hIP 4+nim9mrn-aOtlOn Anthony T. Tornbo 111, P.E. rl utllsfn aq Whyl mny+Alryhlh On aO.ai..Fa4�xlcam4.lOn�1+- a¢d¢tlalCmC rmmvh+vynadlFL1 TP tlmN4raW Oaf nt+lrmkfq. +p mrlmn Yv{ldtranyr!!q! t50583 mlrgM}erGnn Lnfmnh mRgelm�mulrylJmttlm WlglwrrnNgb+6s7DfjFWY,1M1nIWYllnrh.WYl iplee PrllLhh'.ym+a. +ln_�rbiniMryv.Imh Mi(+..rertnll rn[�ew I 4451 St. bode Blvd. A m+14+a1r ¢+r r„1 ptl+mghtlK mJni MlnvaFP[gxa¢ICim MmpOu{e,h lmSfrR+Iq+nhtlalM+y N4mNYnnnrwlbrM1l. � Port Pierce, FL 34946 (.ppiyEr®10161Ifeellnsss-Imlaryl.thmha lll.l.L 4pnhaimdnulomrer,wnrinm,ispm63tlNnmonme+nnegemnw4mlIlehnrenmlrAo+p l.lhmlhlO, P.L Job riuss 1russType ty A020929a WRMSCM1560B1L JX Jack4pen 5ply 1 Job Reference (optional) nun: n 414 = 30 = LOADING(pso SPACING- 2-0-0 CSI. DEFL, in (loc) Ilde6 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 6-9 >460 360 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 6-9 >542 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.19 Horz(CT) -0.00� 6 We n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-1-2 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 91/Mechanical 2 = 34910-7-10 (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 Grav 4 = 91(LC 1) 2 = 349(LC 1) 6 = 165(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-323/338 BOTCHORD 2-6=-5821203 WEBS 3-6=-307/633 NOTES- 1) Wind: ASCE 7AO; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cal. II; Grp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69lb uplift at joint 4, 134 lb uplift at joint 2 and 125 lb uplift at joint 6. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 30 lb FT =10 wYry.e,vmmlw..Y�unnnms(Iwtrlal,�u;luxsrnmirnml7afarrla.nlr .orb: h+r(arr•nemm.s.rn.nl e..Y,x..erinsrYwrl l.xrtrtu...rYaw,m wmm.mew M1mo..y Yrtr1 apYx rlih ultrYmoYr4tmnms RYplgwp Sp.9pbsrlmai g109 pumivmr*.d4rWWrgw,nlmp dory Srbbp6Yx/el+•sCTM.bNEr�rtleml.lYbpn�npn.YiarmM..vNTi Anthony T. Tonnbo ill, P.E. daxti4mb r.YgirmrtYmM1lryYYmn.Ye.n's.b rIn1Y¢YYY�y Y}e'Yo6rnYbm,b'CdY,MibYarMs.rltl Nryr,,.tlYnpdnONwFMimiuLYlYtiinar.nn0YYslYvril4YY Ya i+ryY 480083 YInYgYry.lfmne. elptumYYIDOetlYryn,s1'Iia r6mmWr(yrmSMgtl ms'ON,•phJJFIneIYUnMWbpW pYe 1YI. rb',yabif,rr.fYa RY4nrpraw.Hn YTar�.lrm4Y.Yeeo.imt St.Blvd. rle,YlY.dlnrn'm?rtr4rY.anrhPumYea YImIYual�eraYltlapie>tn,el_s!P>•eprermf Yay agfraMYmnnirtaaYlml. � FL Fort wl Pierre,R 3E946 Gppryb®701f A�1 belLvun-1degLheAr.PLN. YpMemavddirfvmmevl,bonlw,irpofBad•iiEvmnenivev prrmiWnbvmA-1lvAimur-bYupi.imlvN,ri o loss runs ype ty WRMSCM1560aiL J77 Jack-Open pen 6 1 Job Reference (optional) e-r nob busses, run nerve, r4 ao . aes19nLa/aruuss.c9m Run: f LOADING (Pat) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2017rrP12014 -- LUMBER --- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 2400F 2.0E BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in - accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = - . 1661Mechanical 2 = 360/0-7-10 (min. 0-1-8) 5 = 87/Mechanical 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. (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=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS(envelope) '- and CC Extenor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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. 314 = e CSI. DEFL. in (loc) Well L/d TC 0.34 Vert(LL) 0.22 6 >384 360 BC 0.34 Vert(CT) -0.23 6 >359 240 WB 0.00 Hoa CT) 0.07 5 n/a n/a Matrix -MR 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105lb uplift at joint 4, 78 lb uplift at joint 2 and 7 lb uplift at joint 5. LOAD CASE(S) Standard Dead Load Deff. = 1181n 11 PLATES GRIP MT20 244/190 Weight: 27111 Fr=10% ,ifr'be lnry YgrnnmdrtlelnvMl piq�M,.glf1"r,dbL1vr11wkCILlAeea, Y+CH. nv berOxnvGWubIDO.®Y leak1..lWWcb'II1x1kf ,11I1P k1Inv.i11Sonn.b.M(xRI;LILLY Wlnom!bIM MpMbhIDlleNd.4rLrurnP(RbefkS'ur!Y/n"ib WogRi Weum rvrsi,In,P/OMegYclq m{mphlMOrYontlhvleimsklminb1Po41l Wfil'hl PemapnaY/9hlbevu3Mty Anthony l80083 113, P.E. dbtl6r lm6 bl LLb amllbAu mn.vrmed q 1h rury` epnbblM1q Wqa bmmtlhlC.r6tinlbhtllvNj NertAl lgT�EtlbIBPpmWmAblmv!#ylrttryvEq.iNAOnnIbyJLYhn ptl_n1 E QO6B3 hMY9XYv v16nxl. /Pvmm�vhIDPel Yynv,vmlpolmsdhbb91 bn1�'�h'161:1 MX1.1NYflnerhtalLpAPIvv RFlk]n,l,:egenMTnnlh p4l.nf bLp[1rnt Myf4/br�llm4rwle4u ua 4451$L Lude Blvd. rinnlu Kv111rpMryMgvinag4mptnbtlnf.fitnuouq[gmblClblJailnM,vr�,nfla6rhndorltllG ewbb Mvnaenli�leQN. b Fwt Merce, FL 34946 G,6,1101014 A I Ihllnnn-delay Unc,W.P.6 hpmhdin 0muincentmvg1.ga prdibdd YWnad,.6nnpnddnb..A I h0n,.... MLhnr.Lvbvlll,GL Job Innis truss lype ry y A0209301 WRMSCM1560a1L T06 Gammon 4 1 Job Reference Cpti.r.11 nw, , ma�ea, ran nerve, rL .wwo, aesgnuaruuss.wm 6.00 12 nun: 48 = 4 1.50 II 318 = 1.5x4 II 3.8 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb Ud 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 Hou(CT) 0.00 9 We n/A BCDL 7.0 Code FBC2017fFP12014 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 6-0A oc pudins, except end ver0cals. 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) 10 = 41510-3-8 (min. 0-1-8) 9 = 41510-3-8 (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. (lb) 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=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; canfilever 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 pet 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 194 lb uplift at joint 10 and 1291b uplift at joint 9. LOAD CASE(S) Standard M PLATES GRIP MT20 244/190 Weight: 69 lb FT=10k le.q MalrgYr tr4141tI11>Sxfjifftn?al:ntnrutlOrPllflSIOSI]Mr41]'Jtrr rwrtri u•diiY'rsnxm.a,MxnulMtmrM{+tlnry(R�?dYLLrtl,eaet rtlAeenLMMnnr. o4neb atlltl elan 'i plomuM rob ,**mMbNL a,l,uhmF"u0 IP "tq,valmwr m}argo, phiw ega,..gaymu,Ww hsV9N sql qN KMU".WeML NLwmvrvpm Wyvar " Anthony T. Tembo 111, D.E. d,vtl[vl'n 4g11Ay tr,unuirle,la, p,a MOevi,alal,Ngx trktlxl%,qu h'b„IMIS.l,3;W mYm'IaYgn4v1IM1L NOTKi0, 149Na4tl 6Wt tY:MvlYgn9,.YVOnviYelLSCbffi W'r- d z80083 6NYap Mom avr3.livafmpYe,i0pd6rmu,Nptllef0ehaq[wren'N+knewAvrNJ,.IFIPaY911nMrmnMFviplce Y,lhiv[b„}•i55f�nvflanrhLn,hupv lvth,ph�,rvflmi ra„Icau.u!t I 4451 St. Lurie Blvd. ,YewaMbb6a yMn,Ymar 1,01,!MAd ll,InudYplpn WIN xYYrvlv,vinn SM.E,a dq Wly NqI=wdaxwvl .IRI Fort Plerce, R 34946 — - -- �--frypip6l¢21016 k1 dx1lnssesamhaeflavmSvlA,IL IYPrvdaai^vl0edertoxLmvglnvnsprop'nvdrldMl6e.rimvpmnsixhmA43oALnxy�6mmrldwEvlA, 1.i��---r �: — — — -_r, _ � M. — ..... Job Truss inuss lype AQQ09302 WRMSCM156OBlL T06A Common 7 1 Job Reference (oo8onall A-1 ROM Tmsa9s, Fod PierrB, FL 34946, tlesign(aal Wss.cOm Run: 8210 s May 18 2018 Prim. 8.210 s 18 2018 Wok Intlushies, Ina Thu Feb 21 14:45:07 2019 Page 1 ID:Id_0OXyyT6IBi TXoliwHHze-aRbe7bmTPdd6lsenRgaOJpbLmOzoGsTsS6Mbrziugw 1-24 3312 3312 US = &00 12 3 4xs I 1.5x411 3x8= 1Sx411 3x8 = 1-24 9-00 LOADING(psf) SPACING- 2-M CSL DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ve It 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 Incr YES WB 0.09 Horz(CT) -0.00 7 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOB CHORD 2x4 SP No.2 4)' This truss has been designed for a live load of WEBS 2x4 SP No.3 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied or 6-0-0 oc 5) Provide mechanical connection (by others) of truss except end veriimis. to bearing plate capable of withstanding 98 lb uplift at BOT C, OT CHORD joint 8 and 155 lb uplift at joint 7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection, in Standard accordance with Stabilizer Installationguide REACTIONS. (lb/size) 8 = 322/03-8 (min. 0-1-8) 7 = 322/0-3-8 (min. 0-1-8) Max Hoa 8 = 135(LC 11) Max Uplift 8 = -98(LC 9) 7 =-155(LC 9) Max Grav 8 = 322(LC 1) _ 7 = 322(LC 1) — FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1291283, 3-0=-1291283 WEBS 2-8=-208/305,4-7=-208/304 NOTES- - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh, 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 forms & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonwncurrent with any other live loads. PLATES GRIP MT20 244/190 Weight: 65 lb FT=10% dMfluaF1'1kl d•u Aura+ootuuelaraewa.taasrumtufxn]mcrmurYc t.h Yyn s.,w.srn.dt Y,y,o.alre,ardna.Artwen.M.r,vmYr..v d,,,awae� r,Es..Y Andm.mre WIY v144i+4YMYstm�wytyve{u.lxryYryvl.mrnymvvam n,.s,drFtlnsnaarrrddndr,.pt b'+:d rP4vlYredeRlIDwn n,ny+e.rgmfisyiadbr Anthony T. Tombo]II, P.E. N,vd411mfYgAlF.xdvy.vxutldo.r.d0.e(„fxddgx[rMxtrwp bM.1irR.rb lmYdldSIMe WIM b�FlNdrkU,dadtl rtr v[Jrr11#�dp.hfn:Yovdkv+IdiYd !rNnrtl 180083 ddA+IMtnmtrtm.srmineArIDoddF.m,slrms.�arwugsspmsegm..a.imrpa,whtnrwA., wd Fl�aptl.n mlls.:cmPai.ae.faunnsu ,m�Ps trawl, nP..mlmAsa len.,en 44519L Wde Blvd. nano KW IIAOb1:FMm6.64hA1vu:rrd inlmsSw[q®CA0144Ygkµe,vl+sSm+4^^deAl.tiv NyYaiYnnnMdMltl. r Fad Pierce, FL 34946 6 1101011LI ledtnssn-Wlas L1mIs N. Pl. 1 ems dtlhdomvvl,ua fmr.is Ylned.Nsnlr vuna <missix6so AI bvlLnssrrNn Lilmpe111,Lf. Job ,Q, Tnrss Nss ype ry y A0209303 WRMSCM1560BIL T06SGE Common Svugvral Gable 1 1 - Jab Reference (optional) ,A-1 Roof Trusses, Fort Pierce, FL 34946, desgn@altmss.com 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 Incr YES BCDL 7.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 SOT 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 415/0-3-8 (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 (Ib) or less except when shown. TOPCHORD 3-4=-95/251. 4-5=-951251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=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 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 4x8 = 6.00112 3x8 = 3.8 = 1.24 9-0O CSI. DEFL. in (loc) I/dell Lld TC 0.24 Vert(LL) 0.09 9-10 >915 360 BC 0.38 Vert(CT) 0.07 9-10 >999 240 WB 0.09 Hoa(CT) 0.00 9 n/a n/a Matrix -MS 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 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 Ib uplift at joint 10 and 129 lb uplift at joint 9. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 841b FT=10% le',dlr•m•mpMmnldl hpd,,T0 ; rue 1111h 18,tYb add dmo �Y x •9'Mu4ngY d'nlx'.wtA elemam(al vIDh ulbtrlNnbmd lsrlmlMm(1{meM1 hrdObWM dnvlNOnpmR F.'+dmydn�mtlq«ryml.w4n3mleevj 1. Iry04 Derto },d 141 IYI. pmmPm'N lve^ uotlnl unr,sa4Rb611n9A[rf hgl ,,o d.xfo,,.. ,1,o I'ad I'M Anthony T. Tomho Ill, P.E. rl vdbin Lgdxy'hrtMvubinlddAm tr4.n'IrMid pml•xu{Ongs. mmnddlyLE;bin, m11.Y9 tl,.f ml l,et tltr NW ,mll tl4 Lo •dq NYv4 ytYmm MMyJfbd. Y'lVv.,tl 80083 or 44515t. Lucie Blvd. 4e.w 1(MIIY6Lm5M _ e•�ihtllpnwc5H i11nudupf� YltldYYyfirpn t le•Fgiwimblh umwaN• HN R.I. Fort Pierre, FL 34946 L 11®1016 IIOYIT n+ -Amlor Lbm6e W, tJ to �M a 1 Id sl m rn,mY hm,ll dlihdrr�OYddeadr emnudh} !Ir dLnueAe>AonrLTemE•Iryr.0 Job N55 russ Type y ha2a93a4 WRMSCM7S6aB1L VM08 Valley 1 1 Job Reference(optional) 1 3x4 = 3x4 = 3 4 2x4 4 1.5x4 II LOADING(psf) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 125 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017/rP12014 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, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 19315-11-8 (min. 0-1-8) 4 = 193/5-11-8 (min. 0-1-8) Max Hom 1 = 70(LC 12) Max Uplift 1 = 46(LC 12) 4 = -58(LC 9) Max Grav 1 = 193(LC 1) 4 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 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 20.0psf 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. CSI. DEFL. in (loc) I/deb L/d TC 0.54 Vert(LL) n/a - n/a 999 BC 0.22 Ved(CT) n/a - n/a 999 WB 0.00 Hom(CT) -0.00 4 n/a n/a Matrix-R 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 58 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT = 10 rvv#'S,um.ryYnw m! 4t91ifa(SGRjhfn4I.M1161'C19�pn�CarITa319YN16]I.RI'4t refN #�mentlmlen,nmi iprgd,.y�pFd44�gt.iM¢If.lh,.•C,aidu,,,e trnnnmuVnbinS nb wa�,vmn W]N,ulMh�'nN,d h.im,Npfipe; a,y,�(gad�ndnryr9 ne nem.,ae,em�®a.»y„pwmaa,v„#a4gx Anthony T. Tornto 111, P.E. ' dBahl MfbgNN.1 ve ,pzk'.ryab4nn N,C.df wlnalq,e Y4app!#n NNe meG'bN(,C,4[tl4W meq.didlM iM9M iaY1WdRYx abl fwlagM lm#5rs'audArcgvMkpmpu4yd 4!goo 83 uyNaP,tlana vv uiw.mtnrrxmmd#tla;aN,rxaw..,nfaa bnee.T.tgplmFmdwnrtmNsv�XPr mira,sn,p esndwfeai,,, N.s r,m,d�ny.rtlsmvv ..mu 44515L Oldie Blvd. ,anseMtlN rmn#d#.:nhii.mnu,t ksruloaplepeNvll MlWgkrper iwsEgwagvay uwaen, Nd.1ni Foft Piece, FL 34946 Ceppye'U t1lf AI rvdGrsus�laderyLtcMoot IJ. Ivpgvomvdtliv/vnnvt,6vgfim,n flefSNN xAaldangvv{s,vnvivhan Al4d Lnvm kPovryl.ivJvI11,P1. Job 4 Truss I russ I ype uly Fly A0209305 WRMSCM1560B1L VM10 Valley 1 1 — Job Reference (optional) A-1 Roof Tmmee, Fort Pierce, FL 34946, deslgn@altnlss.00n a Run: B210 s Ma 18 M18 Pint: 8.210 s May 18 2018 MITek Industnes, Inc Thu Feb 21 14:45:08 2019 Page 1 D:Icl XyyT61Bi_TXoijvHHzefvK-3d90Um5AxlzeODz?O5Fr18U1NnEXjao46sw7Hziugv 2%4'i 5 1.5x4 II 1.5x4 II 4 1.5x4 II LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-P Weight: 31 It, FT =10 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 5-&10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 8917-11-8 (min. 0-1-8) 4 = 1110-11-8 (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 Grav 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/117 WEBS 2-5=-272/418 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) 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 at joint 5. LOAD CASE(S) Standard er!'hw0ve1k1.e NGtrlMlnj1W11'jBrNliaGr[4+MYA6fR1CYjMli'11.n.rl�trka l.rAlxy�FnxndMeRlnWt p.4pnq dgydhlepr6M41L1aa.i.n Mv, m.Ohnrtn T1 XPB,M1 WdleenrlW mIM.AWMIL'eM,m 4rinn Plp4�llLLyntl(q+n}MvewgRnr,ve mryuAYrtleaEnlwve(rnryW�nMMkaptln,sgli.11gCAebP.9 M. de�hl hbPnvgb,Wgs"y,InW+n Anthony T. Tornbo III, P.E. d rtlmllmfbq Wy b.Te541tlMrm bOmlylmalgo.bLigirxr.Yupe4Yr46o(del WdbFlq.WdIRL 1Y91 �tlib1'fmnMi AMMtaM1dyleu(wq,.sAY.kdMe9A�kM.w+i:FryA �0083 ' Idfy Frud(m SA NwebiMdhpueml6.s,/64Vyf1./ae MMWwP'J[INWWTelitl Wne,IMl:<'tlpY.rM1I L.Nz,b .pvi4Yld MnAMlxi W:ae�.m�b,pLpu Y' Mvh'ea en, 4451 SC Lucie Blvd. M ukYil (Ntlgdgxbab111ApY,1nl•d hLmkop(5vnb,:16W1y Myv 1 NrgneAglNµ 44WG.AM I nk4A nf. Fort Pierre, FL 34946 a ma otd�tl:er : ,.n_ r N n relnpbnm 6 , enn a n. Ip, nae 4Lnfi4iee11--41i 1{Jn84ldA:eoxGlveDolll. r.F—_.->..,,._.-._ __—���....-_.. ....,. __....., . Job Truss I fuss I ype ply 40209306 WRMSCM1560BIL W12 Valley 1 1 Job Reference (optional) A I Mwl I, ,. I-Ie w. � ..,moo, en19FIUd Ivv>.GUM Run: 8210 a May 18 2018 Print: 8.210 s May 18 2018 Wax lMusbies. lna The Feb 21 14:45,09 2019 Page 1 - - - ID:ld_OOXyyT61Bi TXoliwHHzefvK-XgjPYHnjxElgG9o9Y5cUOEgeOn6XG9alJmbTtkiiuqu 2x4 G 5 1.50 II 1.5a4 II 3 4 1.5x4 II LOADING lost) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 7.0 SPACING- 240-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.31 BC 0.17 WB 0.14 Matrix-S DEFL. in (loc) Ved(LL) n/a - Vert(CT) n/a - Horz(CT) 0.00 4 I/dell Ud n/a 999 n/a 999 n/a n/a LUMBER - _ TOP -CHORD 2x4l SP No2 BOT CHORD 2x4 SP No.2 4)' This truss has been designed for a live load of WEBS 2x4 SP No.3 20.Opsf on the bottom chord in all areas where a OTHERS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD 5) Provide mechanical connection (by others) of truss Structural wood sheathing directly applied or 64]-0 oc to bearing plate capable of withstanding 671b uplift at purlins, except end verticals. joint 4 and 1901b uplift at joint 5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LOAD CASE(S) MiTek recommends that Stabilizers and required Standard cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 124/9-11-8 (min. 0-.1-8) 4 = 145/9-11-8 (min. 0-1-8) 5 = 414/9-11-8 (min. 0-1-8) Max Ho¢ 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. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 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=4.2pst; 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0psf bottom chord live load nonconcurrent with any other live loads. PLATES GRIP MT20 2441190 Weight: 40lb FT=10% Rry-nwtlmyh s p t 4-FMN(Slla}NSILP.bfitfAre'IOtlmlCrrn!d�t.RilltGRlTba AeO;k WPIma dIMw.6 M W1bIM"Wjd bfa.f.lY&SI Ic4veWtbnx WnOn�uml�diS,N M BmIbIN Wb,uitrdlpnk,Gl e.ImiM4 ia.11llG'114an1NIs' v1F9 rtR Ia1'tlRuihr'tle Tn'9`MwlWId4XW d' Wb bMarlS'Joh l,kRtt bktynlnr's,la;gal�a:_feiNr Mthony T. Tombo 111, P.E. ,dbti 4whkw.4nyln#.+1ld4va dAria9m,llydvhlW�&ys tldsvaid9Gd0[ddMlnrtq"1,M'M hglmd/Yl Aadn4h dne lnn.xMgloOq.Mn,Y6bmdknp WOebl r.Srviry! '80083 ' rtd14W!+dWtw. to ,nMndl[0nl0.rmmdrybl/lalWlfat.uMd lLauy(B,ryWYlb111d¢I Mmdklr'd1lbn lnll[�ndn,prd3tdMldlwdlyd.'m,hyrgw M1m111dIE+rt,.Lff 4451 St. WGe Blvd. 4n�aek4Mh(osdlydwkw'ql(nlpblwF4lLnMtq(ytrvbUldlexg0.gq rtul;deaW, mtl YNq llvyW:aln. IMd't111. a FOR Plane, FL 34946 (eyngEl©74114111dlnsus�kM LlaoEe0L1.F.1 d.Itiwdail/omxd,uw Mae NOlelxdladee nd4+ ry ro i p pneiss�.hem114oILnvtAvndrl.iWe01Jd. o w ruse I russ I ype ry A020930] WRMSCM156081L VM14 Valley 1 1 - Job Reference a llonal A-1 Roof rmeses. Pon Pleme, FL 34946, design@albuss.com a Ren: 8210 s MaY 18 2016 PdnC 8.210 s May 18 2018 MTek Ilqustnes. Inc. Thu Feb 21 1d:45:09 2019 Pagel ID:ld_0OXyyT61Bi TXoljwHHzefvK-XgiPYHn)xEtgG9o9Y5cUOEgcOn4WG9EUmbTfbiuqu 1.Sx4 II 3 30 5 6 4 1.5x4 II 1.Sx4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (lac) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) me - We 999 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) nla - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n1a n/a BCDL 7.0 Code FBC2017/TPI2014 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-U 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 = 153111-11-8 (min. 0-1-8) 4 = 174/11-11-8 (min.0-") 5 = 503111-11-8 (min. 0-1-8) Max Horz 1 = 229(LC 12) Max Uplift 4 = -81(LC 12) 5 = -232(LC 12) Max Grey 1 = 153(LC 1) 4 = 230(LC 19) 5 = 503(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-363/149 WEBS 2-5=4021545 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint and 232 lb uplift atjoint 5. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 48 lb FT=10% reA M1rum�}Yr $ 11'.9111{46ifWn}PlLtiaaSt a'lptllFilfY(1Tf1��L'u+M:illl'M. IepNylerrmsrMo9vw Mr fa4k�M�rhbnl.luY41LId,u�SMMnm W,uAe eM &M.elr W-aosa lk+�M�rk$ICkkrL enm�lNparnl Wilgu}rr.gra nn,mevnW i6ra��.s.oqmn�+akmeopasugximskplealnm,.rnnu AmynW .Waea,-.coup Anthony T. Tombo 111, P.E. ' rNYM1tLry 1.M1-i9:$:HIAML b IW 'ayd MlM.yh'.'S hYMCaYYyO, BIr4ialXrIM. IYylina/$1�r�6d1 dM1n14kM91rly>T.w orkc4wna '�6ryd r4Ygr««d naHmr d>Mre,r.�mrr.Na.lwyu..,.sn,m.�.�awaal.mra'l., ntr1••aw rule ,s,,.w:e.«remasr,ou� aw!�r.r m.wae:e.r,n -80083 ,4r411,!rl 1�'ggr.p e39hpRk xMLL 1'uNO,vplgen 11Yla6nlrvp-�NS:sv.el.aanpa6q L'o1M1LAk� Y4aYTl. d451e Blvd, � fe h10 NIEAl1 a7 us�4n6 e I I 1 mPi 1 N 7_, eflhl/mc .n In For: Pieetce,ce, FL 34946_ PCSl .l-. � IP 4.F ^9 .IsnolBnd�uie4Rvuaketemsy lwAlfeolLl�sn,AlOogLlashom,l.E._ ,l._ _ JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 0 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TIC — &-(3) 16d ToeNails@ BC 0 r` Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2) 16d Toe Nails ) TIC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) A.ft.y T: TmoW III, P.E. a 8W93' 4451 SG We HNd. For[ Pierce; FL 34946. FEBRUARY 17, 2017 I ALTERNATE GABLE END BRACING DETAIL STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34948 772-40961010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD I'-3'MAX DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILINGDIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) -TRUSSSES a r 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4).- 16d NAILS, AND .ATTACHED. TO BLOCKING WITH (5) - lOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ IDd NAILS AT EACH END. ATTACH DIAGDNAL BRACE TO BLOCKING WITH (5) - IOd COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE _BRACED AS NOTED: METHOD 1: ATTACH AMATCHING 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 WINO SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE RDW.DF IDd (131' X 3') NAILS SPACED 6' D.C. - FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 15D MPH (ASCE 7-10) NAIL ALL MEMBERS WITH. TWO ROWS OF IOd (131'X3') NAILS.SPACED 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIDR'SIDE OF THE STRUCTURE. URAL ..�.. �., 1TUB STRUCTURAL / AN ADEDUATE DIAPHRAGM OR OTHER METHOD -OF BRACING GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANOARD,GABLEJ TRUSS I JULY 17, 2017 I STANDARDCONNECTION DETAIL RUSS STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7.05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK -TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24.04. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 7724094010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD DF THEBASETRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 1 ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'0.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH — FOUR (4)Bd(1.59X 0.0997) NAILS IN EACH PLATETOACHIEVE A MAXIMUM _- UPLIFT CAPACITY OF 377 LOS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Anthony T. Ton bo 111, P.E. 180083 4451 St. Wcie Blvd. Fott Rem, R. 34946 JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEYTRUSS WI ONE ROW OF 10tl NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X 4.5-) WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE =3"X0.131'=10tl 2. WOOD SCREW= 4.5WS45 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 STUD SPACING NOT TO EXCEED 48' O.C. BASETRUSSES .t tNU, GUMMUN 3S, OR GIRDER TRUSS I"I1*Y113[7Y1:4gR WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE 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. AnFhmf T. T.mbo IH, P.E. F 80033 4451 St. WOO 91W. Fm: Pierce, FL. 34946: FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 SECURI W/( GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE =3'X 0.131'=10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS -01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. � ii it i! it ii ii li ' ii I 'I I I I II n I P I' I n n P Y I 4 II II h�l II VA_LLEYTRUSS BASETRUSSES DETAIL A (NO SHEATHING) N.T.S. EY TRUSS (TYPICAL) SEE DETAIL'A' BELOW (TYP.) 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 3112 MAXIMUM 6f12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS 412 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF Wl TWO USP MAX SPACING= 24- O.C.(BASE AND VALLEY) WS3(114-X 3-)WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH EASE TRUSS. tl[nlhmbAy b'NY.krv.3II{SiLi}RJPLID61{0tliRptSi]Y{INtnL14n ¢.arP6n 1.58�plorlawiwiabb[ pb.q;l�sCpurlY4AH,M�o!MWr�u.. Yrnem:weIDtlwwGp� W wmlMuevp dbbiSleirA141tminPhyrihl L�M'q�lbWeniG .�aee t4llnulnpiyu:'r,Igbbb4rlbrgb[ 4paf bCC i.eelYl Mpi}argeKblquMe, unary Tmbo 111, P.E. e1n16bfm kwlpYGnbn.�xaiArtlh6m,Y0m{fwlWtlep b4Ygbyr.. bWn'e06bQ11NYYNb{WQItR1 AAN1►Mplg4' dhFaselmJ Lfq.ugrnulvwY ybYh,npracgil -60083 Ybp94And(mN Lmnb<eb'.QwdhY�nmlpM,ptlbb4�Me<4!Rcs.rsSAM1'M4fflwIfC1 MMY�i�lw¢. �111M9erc� vl pn to inlpw trn6:Tlyeaanu4nse, erect I SSSI R Lude Blvd. 4nvaltlwtlhl+esr4}twxgnQp+nbud bbndg5pvl,flAYWgpsp i.sim bpp4rylilq llgik,l6n nnNieO{I, � Rat Fierce, R. 3aW 6 fgPiidl0101411idLnal-AaixT7.Iw1viG12. k�eiavtlOn/Qveen'sell QnpviBklwalvm0enaevlseutiw6®114v(Lnw;lapvll,ivebl4lt JULY 17, 2017 I I` (HIGH WIND VELOCITY) ^I� I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 T72409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPk MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24e O.C- (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNDcR -I. i I n DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 7 -10e ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH BOTTOM CHORD NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12112 PITCH) + ram. r/(' rd�vdaiii mnearyuv a+ iAw H'taabi�]eiv pmmaaM.m�amr«gww.cm ecsrn �x pGYw Ir1Pm5Gt � C±I can ai.Y .me37C1.J:almmem umr Psryv,sn� �ghNieww ew4ef Tti'>nikrgv(gm �t k[ykp+ L ><v Ey de ktlk, Uivke�ie - aKzt '4ti. .re`f.�ulisFJll UGiluJu..r.(He1.•:..a�vE.�u.J�eJea6u�H .eue,�.....t I.l i.Ji.rruJwW..rt T�e4al.f- _ , AMim" T. Tmbo IB, PX. Y 80083 4451 it. Wne Blvd: PmyPier<e; FL 34946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTLO8 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34964 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/1Bd NAILS, 6' Dr- VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4= V * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' 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 EXCEEEOS L/240 VERTICAL 2X6 SP OR SPF STUDf2X4 #2 DIAGONAL BRACE (4) - 16d NAILS16d .NAILS SPACED-6—OZ. (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - IBd NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4)-Bd-NAILS-MINIMUM,- PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. 00 NOT USE FLAT BOTTOM CHORE) GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X31Y AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE D6-D1-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#3ISTUD 3-&10 5-&l1 6£-11 li-1-13 2X4SP431STUD 3-3-10 4-9-12 6&11 9-1045 2X4 SP#31STUD 2-&6 3.11-3 5-4-12 B-1-2 2X4 SP42 L24O.C. 3-10.15 5&11 66-11 11-&14 2X4 SP 92 3-6-11 4-9-12 6&11 10-M 2X4 SP #2 3-1-4 3.11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 91111 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. / (2) - IOd NAILS — TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IOd NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL T-BRACE / I -BRACE MUST COVER 91111 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. X1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / ]-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 [-BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X6 2XB T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTLI0 0' A-1 ROOF TRUSSES 4461 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) VEB WITH (3) lad SCAB WITH (3) - 10d NAILS (0131' X 3') NAILS (0.131' X 7). ATTACH TO VERTICAL WEB WITH (3) - lad NAILS (0131' X 3) ww a. mw � 11 •• II ev. Asa •• i'f 1 •�I �• 11 �PAR ��c 1111 II BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2X4 VERTICAL TO FACE OF TRUSS. ATTACH TO CHORD FASTEN TO TOP AND WITH (2) #12 X 3- BOTTOM CHORD WITH WO00 SCREWS (2) - lad NAILS (0131' (0216' DIA1 X 3') IN EACH CHORD w��wwwr. � / „�'�■�I��+�W/wmills /I •• �c w 3wr�rwrl�� r �r w.r w USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH TO VERTICAL WEB WITH (3) - lad NAILS (0131' X 3') ATTACH TO VERTICAL SCAB WITH (3) - lad NAILS (0131' X 3') /INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2%6 4' - 0' WALL STRONGBACKr (TYPICAL SPLICE) � (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0- LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - lad NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - lad NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) 11 FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER 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 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 08.0 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> 0 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 r•i VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X B45 (LB/NAIL) X 115 IDOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 50' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE V FEBRUARY17,2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12 , 1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER --IS RESPONSIBLE -FOR -LOADS -IN -OTHER -DIRECTIONS. --- NOTES: TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 z J .135 60 48 33 30 20 .162 72 58 39 37 25 J 2 CD .128 54 42 28 27 19 Z Z .131 55 43 29 28 19 LLI .148 62 48 34 31 21 J Lo N Q M Z .120 51 39 27 26 17 U Z .128 49 38 26 25 17 O _131 _51_ _ _ 39 _ 27_ _ 26 _ _ 17 _ .148 57 44 31 28 20 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER 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 VITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED - EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.51 VITH SPF SPECIES TOP PLATE FOR WIND DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO FOR WIND ODL OF LED. 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LEIS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL _ USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S'. )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY L NAIL NAIL SIDE VIEW END VIEW FENRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1.5x4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 2x2 SP No April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST..LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT - GIRDER 12 VARIES (4) 12d MAX 3011(2'-611) _ 2x6 #2 SP (Both Faces) 2411 O.C. - SIMPSON H5 .yur4^ tir,acttt{twn}Vri(,mnYrcmmrs.+nn an:rrr xeby,. M..-.'(Krr t..bert rY.�.uaYt. ,. Wuw.a.ww.srs.nr 1 p. hsb.wbrc:eb.r.Yt Wes^# kM49-.r mm� .,y,rY Ian�IwrgmrltiY rrary.uwr..Y.rmr, r.nl r+q�9w�h+s.m.mm ' 4n[hanY T. lll, V.F. .1 ,IMLwtYglaY,h Y.�ihYYO bLN .�u1pe YMpYha, YYA-rGr 1Y Wgohrrtl,T psYE lrl.,W iilm.WgYJq,On,,.YMYIYsq rlYY,r.uGi -eOW3Q09$3 4 WgGf;ru/(rYbY mr.4A.l ishnrr.un,IYY'rl. Ln,ltr t@FYM,tMw,i Y.mtlbtaYrN,aa lilW mpnMm rbnYNMtbap.(ml r+p(M+'MlrytY0.v.. at 4451 St. Lucle Bbd, • YDrF 1�.4^Iw .^V IINI.Y. RmI H�.0.ytgv r" Fdlg0.pv 1 4 LnnYryYrq.Yg0y1 b. Ib/ Tl r (eP§Y�T1U11 k.Rmvr�J.An,LlreEaiLL4[. 4pNam tl lnekvwrlsa,luanpNQiGMbRene.elnanwhm411Yrl Lamvbbegl,bW19./1 Fort VI=¢GR 34946 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND FEBRUARY 17, 2017 I DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34S46 T72409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK • X (INCHES) MAXIMUM FORCE (LBS) 157 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' 2601 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 29DO 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 1 4243 2898 1 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C G i REAK •10d NAILS NEAR SIDE + IOd NAILS FAR SIDE 5' MIN X- MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE 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 I STDTLI6 a . A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-1D-D-10 OURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2XG - PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION NOTES: 1. ATTACH 2% SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1Dd COMMON WIRE NAILS (1413' DIA. X 3') SPACED G' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID -LOOSENING OF -THE- CONNECTOR -PLATES -AT THE JDINTS-OR-SPLICES.- - --- - 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN DFF. IMPORTANT THIS DETAIL .TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O-C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES