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Home My WebLink AboutTRUSS ENGINEERING4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946-._- P PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: SD CONTRACTING INC. PROJECT: FITZPATRICK RES COUNTY: ST LUCIE LOT/BLK/MODEL: FITZPATRICK RES JOB#: 71431 MASTER#: B50959 OPTIONS: NO OPTIONS Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 RUUF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 71431 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: S 8t D CONTRACTING INC. Project Name: FITZPATRICK RES Lot/Block: Model: FITZPATRICK RES Address: 7003 S. INDIAN RIVER DRIVE, FORT PIERCE,FLsion: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 47.0 psf Floor Load: 0.0 psf This package includes -89 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0024298 A01 3/22/18 13 A0024310 C05 3/22/18 25 A0024322 C17 3/22/18 2 A0024299 A02 3/22/18 14 A0024311 C06 3/22/18 26 A0024323 C18G 3/22/18 3 AO024300 A03 3/22/18 15 AO024312 C07 3/22/18 27 AO024324 C19 3/22/18 4 A0024301 A04G 3/22/18 16 A0024313 C08 3/22/18 28 A0024325 C20 3/22/18 5 A0024302 B01 G 3/22/18 17 A0024314 C09 3/22/18 29 A0024326 C21 3/22/18 6 A0024303 B02 3/22/18 18 A0024315 C10 3/22/18 30 A0024327 C22 3/22/18 7 A0024304 B03 3/22/18 19 A0024316 C11 3/22/18 31 A0024328 C23 3/22/18 8 A0024305 B05G 3/22/18 1 20 IA0024317 C12 3/22/18 32 A0024329 C24G 3/22/18 9 A0024306 C01 G 3/22/18 21 A0024318 C13 3/22/18 33 A0024330 C25G 3/22/18 10 A0024307 CO2 3/22/18 22 A0024319 C14 3/22/18 34 A0024331 CA 3/22/18 11 A0024308 I CO3 3/22/18 23 A0024320 C15 3/22/18 35 A0024332 CJ3 3/22/18 12 IA0024309 I C04 3/22/18 24 A0024321 I C16 3/22/18 36, A0024333 CJ3A 3/22/18 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the Darameters provided by A-1 Roof Trusses. Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE -.The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. This item has been electronically signed and sealed by Anthany combo III. P.E., on 3,22118 using a digital signature. Printed copies of thisdocument are not considered signed and sealed. The signature mustbe verified on any'electroniccopies. The suitability and use of components for any particular building is the responsibility of the ti ; building designer, perANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the .�., construction documents (also referred to at times as 'Structural Engineering Documents') provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof • Trusses or specific location]. These TDDs (also referred to at times as 'Structural oigitally,signed by, Engineering Documents) are specialty structural component designs and may be Tombo, III j° , o ny project's deferred or phased submittals. As a Truss Design Engineer (i.e., Speciap" DN:c=4st=Florida, Engineer), the seal here and on the TDD represents an acceptance of professional . o m bo, Engineering, cn=Anthony for the design Truss depicted the TDD ;rh engineering responsibility ofthe single on onl Tombo; III, Building Designer is responsible for and shall coordinate and review the TDDs for mail-nnthnny Tomhno compatibility with their written engineering requirements. Please review all TDDs all PII Anthong�`� IND2,mu,01 related notes. -04'00' SERIAL # 3B BC42221000006004C'1287 DF Page 1 of 2 Lumber A-1 ROOF These tl TRUSSES A FLORIDA CORPORATION RE: Job 71431 No. Seal # Truss Name Date 37 A0024334 CJ5 3/22/18 38 A0024335 CJ5A 3/22/18 39 IA0024336 HJ10 3/22/18 40 IA0024337 HJ10A 3/22118 41 A0024338 HJ6 3/22/18 42 A0024339 J7 3/22/18 43 A0024340 J7A 3/22118 44 A0024341 V02 3/22/18 45 IA0024342 VO4 3/22/18 46 STDL01 STD. DETAIL 3/22/18 47 STDL02 STD. DETAIL 3/22/18 48 STDL03 STD. DETAIL 3/22/18 49 STDL04 STD. DETAIL 3/22/18 50 STDL05 STD. DETAIL 3/22/18 51 STDL06 STD. DETAIL 3/22/18 52 STDL07 STD. DETAIL 3/22/18 53 STDL08 STD. DETAIL 3/22/18 54 STDL09 STD. DETAIL 3122/18 55 STDL10 STD. DETAIL 3/22/18 56 STDL11 STD. DETAIL 3/22/18 57 STDL12 STD. DETAIL 3/22/18 58 STDL13 STD. DETAIL 3/22/18 59 STDL14 STD. DETAIL 3/22/18 60 STDL15 STD. DETAIL 3/22/18 61 STDL16 STD. DETAIL 3/22/18 gn values are in accordance with ANSI/TPI 1-2007 section 6.3 designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type Qty Ply A0024298 71431 , A01 Common 1 1 Job Reference (optional) Al tZoof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:01 2018 Page 1 , ID:FerXyRWIJDbONuYUlEj9OizYkZG-POvZPj?ZLUUKwT?6d?leyyuBZVfPzKKTesJxtwzYSaG 4-3-9 9-10-4 15- -15 19-8-8 4-3-9 5-6-11 5-6-11 4-3-9 2x4 4x6 = 7x14 MT20H8= 19-8-8 LOADING (ps;2 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.53 7-8 >436 360 TCDL 17.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.46 7-8 >506 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3,•Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-2-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8 = 905/0-7-4 (min. 0-1-8) 6 = 905/0-7-4 (min. 0-1-8) Max Horz 8 = -81(LC 17) Max Uplift 8 = -618(LC 9) 6 = -618(LC 8) Max Grav 8 = 905(LC 1) 6 = 905(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-256/665, 2-3=-1121/2203, 3-4=-1121/2203, 4-5=-256/633, 1-8=-186/387, 5-6=-186/376 BOT CHORD 7-8=-2009/1167, 6-7=-2003/1167 WEBS 3-7=-1233/477, 4-7=-283/305, 2-7=-283/304, 2-8=-1186/1772, 4-6=-1186/1760 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=618, 6=618. LOAD CASE(S) Standard Dead Load Defl. = 1/8 In 5x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 102 Ib FT = 10% wrdug-Plate tlueegtlrrseiepite'dd iDOE IrDSSES iftltR'f, WIN TglNSb(DFCip105S EDSTON{"657711i1(iCTs�@SdF bl9.fe•:rfpladge go+melers a>l reN a>Ies oe Slis7tea D!sip DmviaglE[v;tu lfk lCYceYl.lsxBs lli,r.E rduene Sk:fllv!ore use. Udesseflenin dddeedeTOD,sn'y N1ieNn¢emrp!uus sldl9e tsedhr meTMta ie+dit. eselrns Deny Espsxe¢e,gpeusnT Eeglq:,;.7es:dnuylDDngresetls.. mpaed lie prdessiad eug'earup uspanslllgio; lie drsVdthS.ei,Tms bpld:wie IDD all; PIK1pH.Anthony T. Tombo III, P.E. o"l usedlhis T;ussSrumtdleitcittieresin!iMluedh'.t 7stt41ie 0wai%,4.r±sdegeA.-lfe tnlii+g flpil.leeggmdol lit IDD u+ln. tidduedti;Nn'ndniq k.U4 tRmge, iunlldin nE E!et'st S4illE:e te!giatiid:hd ;: 80083 IhM'E�eg gts�gae: eMftr„Iro. All neIs thIDDM lit Inortual g+ie:Dwdlh dlldngEunpaud Sdely lfmsonet{r(U,Ipthildkg In cad SlGnerelnerelhe gsa!dgu!dne 110 degus8sreepems3Diel ndeuns dffiepas Doi,ojims DWI,`Eegiamnd Nis MWe!em,xhss 4451 St. Lucie Blvd. ' e2SMulEfieetlgolistren oge!depn6rriDgydlptrtxs lesdsei ThRINSSUSIa EspiFort Pierce, FL 34946 (opyright©4R16A-1RealTmsses- Anthony I.Tombolll,P.I. Reproduction of ibis document, in any form, is prohibited without the rittea permission hoot A-] looffrosses - AmfimlyL Tombo Ifl, P.I. Job Truss Truss Type Qty Ply 71431 A02 Hip 1 1 A0024299 Job Reference (optional) 2-0-0 5.00 FIT 3x4 3 3x8 2 1 1 14! 13 3x6 11 4x4 = 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08`24:02 2018 Page 1 I D:FerXyRWjJDbONuYUI Ej9OizYkZG-UvMvtspHe2EQJpkPy7GCiZe9NS9woL_QOtCoQlzYSI R 12-2-0 0-7-0 1.5x4 II 4x4 : 4x4 zZ 4 5. 6 3x4 7 3x8 8 4 9 12 11 �10 5x8 = 4x4 = 3x6 11 3x4 = ' 1-4-12 0-7-4 3-8-5 5 10-11 5-10-11 3-8-5 0410 1 Plate Offsets (X,Y)-- [12:04-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.17 11-12 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.14 11-12 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.61 Horz(CT) -0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -I S Weight: 113 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W7,W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 1043/0-8-0 (min. 0-1-8) 10 = 1097/0-8-0 (min. 0-1-8) Max Horz 14 = -11O(LC 13) Max Uplift 14 = -745(LC 8) 10 = -757(LC 9) Max Grav 14 = 1043(LC 1) 10 = 1097(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1306/2418,3-4=-1078/1991, 4-5=-922/1930, 5-6=-922/1930, 6-7=-1079/1992, 7-8=-1256/2300 BOT CHORD 12-13=-2078/1156, 11-12=-1973/1119 WEBS 8-10=-996/1714, 5-12=-1006/396, 2-14=-1012/1805, 2-13=-2136/1183, 3-12=-310/627, 8-11 =-2213/1235, 7-12=-274/514 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASI Vasd=132ml Cat. 11; Exp ( and C-C Ext exposed; er right expose for reactions DOL=1.60 3) Provide ai ponding. 4) This truss chord live lol loads. 5) * This trus 20.Opsf on tt rectangle 3-( bottom chore 6) Provide m to bearing pl joint(s) excel LOAD CA. Standard 7-10; Vult=170mph (3-second gust) ; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Encl., GCpi=0.18; MWFRS (envelope) or(2) zone; cantilever left and right vertical left exposed; porch left and ;-C for members and forces 8e MWFRS sown; Lumber DOL=1.60 plate grip drainage to prevent water is been designed for a 10.0 psf bottom nonconcurrent with any other live has been designed for a live load of bottom chord in all areas where a 0 tall by 2-0-0 wide will fit between the and any other members. tchanical connection (by others) of truss to capable of withstanding 100 lb uplift at t (jt=lb) 14=745, 10=757. d'ndry rlel,ItlEKapHpre!iesrl�•al raar ngsSslsntEA•I DEr:r:E TEENS8(QACmCas EDslDxj AUTa•;:�rrer ;xEnrlHa� fe,odedgvg oom aadreE7 ENEswlbslsns]erfs rluriy{IPijlt3 iE4 AdEEE(I. TESM III,E.E,rdHllle lE?41Mt?1654. Udissif,"iSI ddtd eetgPlUU, f%�p IAATtk<lnea!l glEtSladl^!nldhs to 1010Ete111d. AteI1Ks DPSIgv EIg IXHILE.IE<illll(Gpplr„1a3 L'1l ea npIDDleptnd{vEpanpmxdlsl gn1811nd eEE FFlrt6 nliPlslpia(;ar IEI IKp:fdlM{IkYETrIS{dapiaeder. de TODadp, mdesvil. Tkfisl anssnpslve,hd:kpaldinosalisdilap Anthony. Tom6o III P.E. cl asedthh lnstht vlg tdldiq islAtresgnsikila.dtYO:tastlke 0*slisl;iaerzf{[��nsartle ldlfiag Uesigrtt,oNlnehddfu lKi,dEil. aaltle 6ldta:dgndeaclrs4l. lEe gflmdt8e g00 wdva!Iiell Kedlit Tnst.ivb6agEW dD�.ss!egP, iashllAin ndtm'sgs4iliHf.eesiwcE3:trd Y ' ' tte tw'rvgaet:g,e�vrdfm:raal. All razl.ssAat:vft IDD 0 lie paainsmdpnddn{ d0! W0.1(.?AM Sdetylimven.-I }i,aHnw gp In H SHA Kbrem.lHpvenlga.AnLUPf6milrept:.aes W611H IflitIKNurs-,hos Delp Elp-mi has Nsdl:s:n;nxs w80083 v7HHulHiatlApo[nY.Naped luvnwrlfieg Epdi gat:K iK[=te4 Thin%Usim EE9i-IsNOT the Eatdag.K:gstr,"Vass Sps.:a E4inerdmp9.Ahq. All t:p wgld;e:as trees detae11a1EFl. 4451 St. Lucie Blvd. ropyrighl02016A-1tool Trusses-AalhanyT. Tomb Ill, P.I.Reproduaiaaoffbisduument,inany loral,isproEihhedwithoutThe wrilteapermissionfionaA-1RaofTrusses-AnthonyLTamils Ill, P.L Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0024300 71431 s. A03 Hip 1 1 Job Reference o tional Al iloof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:02 2018 Page 1 ID:FerXyRWjJDbONuYU IEj90izYkZG-taTxd30B6ncBYdaJAiptU9QOdv2rigvctW3UPNzYSaF 2-0-0 9-0-0 14-2-0 21-2-0 23-2-0 2-0-0 7-0-0 5-2-0 7-0-0 2-0-0 4x6 4x6 = Dead Load Defl. = 1/16 in 4x4 = sx4 = 4x4 = 3x4 = 3.6 11 3x6 11 1-8-0 2 0 0 9-0-0 14-2-0 21-2-0 2- -0 23-2-0 1-8-0 4-0 7-0-0 5-2-0 7-0-0 0 4M 1-8-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.22 10-11 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.21 10-11 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.35 Horz(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 105 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. WEBS 1 Row at midpt 2-10, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1089/0-8-0 (min.0-1-8) 7 = 1089/0-8-0 (min.0-1-8) Max Horz 11 = 82(LC 12) Max Uplift 11 = -785(LC 8) 7 = -785(LC 9) Max Grav 11 = 1089(LC 1) 7 = 1089(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-259/485, 2-3=-1275/2130, 3-4=-1091/2089, 4-5=-1275/2130, 5-6=-259/485 BOT CHORD 1 -11 =-486/308, 10-11=-486/308, 9-10=-1736/1091, 8-9=-1736/1091, 7-8=-486/308, 6-7=-486/308 WEBS 2-11 =-1 004/1387, 2-1 0=-1 245/897, 3-10=-358/156, 4-8=-358/156, 5-8=-1245/897, 5-7=-1004/1387 ' [all I=&I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces 8¢ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=785, 7=785. LOAD CASE(S) Standard 6ad¢y lleese W¢r¢¢gNrrfllvetse'AIIDCy ITDvES ifklEr'�GEg?12(fE1NS8fOgCffIGASfgSIDN�3t97'j!(N.NDtisEuSNEMi Ins T04limp la¢aNers nnd«A oAs%ilms Less Defgs Lniy(T1,01 ud 14 Adsofl, Toola ,1.L Mum w. Ness dt-ise ON eoNe IDD,ma HARk Anthony T. Tornbo lII, P.E. C.d eSedWhT;¢ifhtlq raxRlsllt RfgN!WIln.dtk Dn!I,WeO*uis¢.x'srind ePd eah dalli¢y DesiyegaFamlyddlSe lCseL'(udW¢bsddn:l gale ad RN.Thg;n[dflk 1DD uhn lalb-16eTans, dd4,,jTM.m;W,j,, hshlldw mod 1,01 AMR faeeesymsed:hd =80083 Wa hti'Ligges�gxt rrd Q99`¢dat. All refs sd wl'e meIDD.Alie gsMiaso9gsid!Ives dth Miii(ouraed semy lia!aNin{d(:f,,rrinsbd Fl I ASrq aerd—I!a Imarl PA'ta IN hsss3erzsg¢os V11in.1 !inn!"'elms Msig¢tt,Ls3s hop Fnpffal mess 6434!'ees,uiss 4451 St. Lucie Blvd. ' s!lsnise ldir!dlyo6d:¢d¢g!ee9aievhwsiD¢y iy dl yay:es lmsLei leeinss Crslga Fagharis qCi&e 6aiiEalcesigsa,nfiss STs*m Eapesre`aT5+J9>s. 1lq;?iakhrosaemdainedl,TPEI. Fort Pierce, FL 34946 (opyrighl02016A-IRootlsusses-AnlhonyMomho111,P.E. P.eprodocionalibisduument,inanyform,isprohihBedwithoulthewritteapermissionfromA-IRoof7tosses-AnihonyT.TombIII,P.E. Job Truss Truss Type Qty Ply 71431 A04G Hip Girder 1 1 A0024301 Job Reference (optional) d recrcG, FL r u4u, uu,lynr✓a t uuss.wrn run: o.�zu s NOV 1z zu1 i rnnt: a.12u s Nov 12 2017 M1Tek Industries, Inc. Thu Mar 22 08:05:03 2018 Page 1 ID:FerXyRWjJDbONuYUlEj9OizYkZG-Ln1JgOOpt5kl An9VkPK61 Nz2BJMIRBtm6Aol xpzYSaE 2-0-0 7-0-0 , 11-7-0 16-2-0 21-2-n 23-2-n . 2-0-0 4x4 — Dead Load DefE. = 114 in 3x4 x4 = 5.00 F12 4 3x8 - d 3x8 2 6 ccb 1 7 e6 ` 11 23 24 10 25 26 9 * e 12 _ 3x4 = US 11 4x8 5x6 WB= 4x8 — 8 3x4 = 3x6 11 1-8-0 0 0 7-0-0 16-2-0 21-2-0 2 0 23-2-0 4-0 5-0-0 9-2-0 5-0-0 -4-0 1-8-0 Plate Offsets X,Y -- 9:0-1-8 0-1-8 , 11:0-1-8,0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 061 Vert(LL) 0.33 9-11 >702 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0773 Vert(CT) -0.43 9-11 >534 240 BCLL 0.0 Rep Stress Incr NO WB 0169 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 113 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 NOTES - CHORD 2x4 SP M 30 WE WEBS 2x4 SP No.3 *Except* .3 1) Unbalanced roof live loads have been considered W4 2x6 No.2 for this design. 2x4 SP No.3 o. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132m h; TCDL=5.0 sf; BCDL=5.0 sf; h=20ft; BRACOTHERS TOPCHORD Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Structural wood sheathing directly applied or 3-10-7 oc cantilever left and right exposed; end vertical left purlins. exposed; po(ch left and right exposed; Lumber BOT CHORD DOL=1.60 plate grip DOL=1.60 Rigid ceiling directly applied or 5-3-9 oc bracing. 3) Provide adequate drainage to prevent water ponding. MiTek recommends that Stabilizers and required 4) This truss has been designed for a 10.0 psf bottom cross bracing be installed during truss erection, in chord live load nonconcurrent with any other live. accordance with Stabilizer Installation guide. loads. 5) * This trusts has been designed for a live load of REACTIONS. (lb/size) 20.Opsf on the bottom chord in all areas where a 12 = 1445/0-8-0 (min. 0-1-11) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8 = 1445/0-8-0 (min. 0-1-11) bottom chord and any other members. Max Horz 6) Provide mechanical connection (by others) of truss 12 = 64(LC 8) to bearing plate capable of withstanding 100 lb uplift at Max Uplift joint(s) except Qt=lb) 12=1134, 8=1134. 12 =-1134(LC 4) 7) Hanger(s)lor other connection device(s) shall be 8 =-1134(LC 5) provided sufficient to support concentrated load(s) 209 Max Grav lb down and 285 lb up at 7-0-0, 101 lb down and 141 12 = 1445(LC 1) lb up at 9-0-12, 101 lb down and 141 lb up at 11-0-12 8 = 1445(LC 1) 101 Ib down and 141 lb up at 12-1-4, and 101 lb down and 141 lb up at 14-1-4, and 209 lb down and FORCES. (lb) 285 lb up at 16-2-0 on top chord, and 165 lb down at Max. Comp./Max. Ten. - All forces 250 (Ib) or less except 7-0-0, 42 lb c own at 9-0-12, 42 lb down at 11-0-12, when shown. 42 lb down a: 12-1-4, and 42 lb down at 14-1-4, and TOP CHORD 165 lb down Ot 16-1-4 on bottom chord. The 2-3=-1984/1626, 3-19=-1780/1555, design/selection of such connection device(s) is the 19-20=-1780/1555, 4-20=-1780/1555, responsibility of others. 4-21=-1780/1555, 21-22=-1780/1555, 8) In the LOAD CASE(S) section, loads applied to the 5-22=-1780/1555, 5-6=-1984/1626 face of the tr I ss are noted as front (F) or back (B). BOT CHORD 11 -23=-1 794/2222, 23-24=-1794/2222, 1 0-24=-1 794/2222, 10-25=-179412222, LOAD CAS�(S) 25-26=-1794/2222, 9-26=-1794/2222 Standard WEBS 1) Dead + R of Live (balanced): Lumber Increase=1.25 2-12=-1407/1004, 2-11=-1370/1739, Plate Increase=1.25 3-11=-232/395, 4-11=-566/462, Uniform Loads (plo 4-9=-566/462, 5-9=-232/395, Vert: 1-3=-74, 3-5=-74, 5-7=-74, 13-16=-20 6-9=-1370/1739, 6-8=-1407/1004 Concentrated Loads (lb) Vert: 3=-139(F) 5=-139(F) 11=-17(F) 9=-17(F) 19=-76(F)�0=-76(F)21=-76(F)22=-76(F)23=-24(F) 24=-24(F) ?5=-24(F) 26=-24(F) Ssdep rinsederevpNsrahr!t3e'A1 iDC; ir5SSi'hrttErbfiEDtll!fE1N58t0FCitIDfiS NSTDMt 3lR3;d(C90A'idfEtlP tars?.I'nAp dvsi;cpuea!len cd re:3edesmtxsllessingaDrnrhp li[4?ul lls tAurT.Tsaieu,t.E.tdezxe Rai Fvare esa. Ddetscttenise t(d:emhe 70D.rz"j N1TfsuveunrFhmsshdt'e. endfrtdeTIM x.dtU.Tlns Dulpe faomsroe,$edlr Bdueepthe sedve nJlDDmpreseasm mnu:eart. prd:ulud"purhs rspevslliiayb:0,dss'cac':14 siereTnss kp114v0e TDD ady,oluTPH.TLfin, vssemplirn,tes�:oy<ulitlu!, sdhlilry Anthony T. Tombs IIr elssedr5h russh:v rdlaiv it lie rst u@eih, dlN Ow!n Oe OrutssXv �Et¢rovinskleilti Desi u,alssrodvddh!12'that9, ud tle lndtn4 nee ai rrl. le,etetdla!ioo�aer.ndre,edhaTroscisdcG D mr giuhlldhe ul Nei s5vli'.e l'ts rzKi!:hd ' disMuIdAIlaWien!!j,e ditrs:asdmlaReIDDellxps�insoSpxitdia!sdtl:r.laytwym!dSvhryl»rndiev{6t5fpilisFxdElTtlaedSltAemrdu:reltap<nemt ilur>.TPtlhfiusherespu.�1h31issesadD C'kLvslDesigeu,TlessDe! :eprermarns; h: er.ae!z "PE = 80083 vleriseeefieed ltototxtl elieH epahr;ney lldl puaes lue`sei Tx Tress r;;a Eap�veer is 90l Ce ras dsD.e;lpur,uToss Srs'e tymazrdmr9vilfsy dIN;�.>vaedhrm ueas deaaei (slPi 1. 4451 St. Lucie Blvd. (oppriDht(02016A-IAoolimtses-AnihanyLlamhoIII,P.E.$eprodudionofthisdommeld,inanyform,isprohi�BedwithculthearittenpermissionhomA-IP.nalTrusses-AuthonyT.iemhalll,P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0024302 71431 , B01 G Hip Girder 1 1 - Job Reference (optional) Al oof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:05 2018 Page 1 I D:FerXyRWjJDbONuYU I Ej9OizYkZG-H994F424Pi_IP4JtsgMa6o2sE6_Rv4A3ZUH80izYSaC 2-0-0 7-0-0 12-6-8 18-1-0 23-5-0 2-0-0 5-0-0 5-6-8 5-6-8 5-4-0 Dead Load Defl. = 7/16 in sh 3x4 = 3x6 11 1-8-0 410 5-0-0 11-1-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.36 8-10 >711 360 TCDL 17.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.80 8-10 >318 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 132: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except* W1,W6: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1601/0-8-0 (min. 0-1-8) 7 = 139010-8-0 (min.0-1-10) Max Horz 11 = 93(LC 8) Max Uplift 11 = -824(LC 4) 7 = -699(LC 9) Max Grav 11 = 1601(LC 1) 7 = 1390(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2312/1176,3-15=-2092/1122, 15-16=-2092/1122, 4-16=-2092/1122, 4-17=-2151/1144, 17-18=-2151/1144, 5-18=-2151/1144,5-6=-2369/1197, 2-11 =-1 551/767, 6-7=-1375/696 BOT CHORD 10-20=-1589/2777, 20-21=-1589/2777, 9-21 =-1 589/2777, 9-22=-1589/2777, 22-23=-1589/2777, 23-24=-158912777, 8-24=-1589/2777 WEBS 2-10=-943/2005, 3-10=-20/491, 4-10=-814/653, 4-8=-760/617, 5-8=-17/491, 6-8=-943/1962 :LiS11*'E 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=824, 7=699. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 Ib down and 285 Ib up at 7-0-0, 101 Ib down and 141 Ib up at 9-0-12, 101 Ib down and 141 Ib up at 11-0-12 , 101 Ib down and 141 Ib up at 12-6-8, 101 Ib down and 141 Ib up at 14-0-4, and 101 Ib down and 141 Ib up at 16-0-4, and 209 Ib down and 285 Ib up at 18-1-0 on top chord, and 107 Ib down at 7-0-0, 42 Ib down at 9-0-12, 42 Ib down at 11-0-12, 42 Ib down at 12-6-8, 42 Ib down at 14-0-4, and 42 Ib down at 16-0-4, and 107 Ib down at 18-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pig Vert: 1-2=-74, 2-3=-74, 3-5=-74, 5-6=-74, 7-12=-20 Concentrated Loads (lb) 3x6 23-5-0 5-4-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 114 Ib FT = 10% Standard Vert: 3=-139(B) 5=-139(B) 4=-76(B) 8=-24(B) 15=-76(B) 16=-76(B)17=-76(B) 18=76(B) 19=-17(B) 20=-24(B) 21=-24(B) 22=24(B) 23=-24(B) 24=-24(B) 25=8(B) iW'cdq �Pleueinu§Hyrnieatae'dd §gC; BDSSBt SEfIFr'T 6EA9SC fflFld § CDF:d710§S f7ST0Mj ?dq]')lIILtlGiiriWfMP 6rz iern{ detl§t imad!rs aa{ rr9 adEs ntdsletu DesQ Deaviy(T[�,; ed t�ldYurl, iacla Di, t.L tdetre S§tsf:tS•e ut. Ud!n dlenise skid rtie 7DD,w!p !t{rt4amonF:Ges sbdi'rrelfir tGeTDD1a§e ueL Is aiaas Dut§abowu(i.e,S{eUdy Etdu!Q,i!ud it uT TOO uptstUslEtlRjt9;![Anthony T. Tombo 111, P.E. rlest YI fevsfsss5rtgtdlfu isItures§teiNty 0. hur. Its Dneeis m rMEpdn Ite 1.1141 Dui§xr,®Ikmue dN 1r i!W ul th 6rdk..(n reef ud Mi. ;: 80083 nth oxhs-;a:rlCta*hp. 1-u65sewl&IDDed!upmutsef§:UnudO!Wi.4 ¢FaMSeel !zamem. t(f11pllisGl41rtlnr§I(Aeurdvex[!is§euu:piemE_ 4451 St. Lucie Blvd. t#udte iEfitd lra6n•ed aped epvit wriliti lr di FemES lucael. lee boss Cesl Ea§ntn is MDT Ge rd�fa§CssiFan,nTn.s§§s!!x Ea§a!er dtayhrilLq. Ai1Eq aiadY. vs tress deFsdhllTi" Fort Pierce, FL 34946 (oppight02DI6A-I Roof Trusses- Anthony L Who III, P.E. Reproduction alibis document, in any form, is prohibited without the rittest permission from A-] Roof Trusses -AnthonyT.Tomholll,P.L Job Truss Truss Type Oty Ply 71431 B02 Hip 1 1 A0024303 e•1 P—l'T., -- C-413; -- Cl —AC .J.. Job Reference o tional - •- - -�,y, 11 1 rut I. o.14u o tvuv iz zu i ! rnni: a. Izu s Nov iz zui y rent l ex lnciustnes, Inc. Thu Mar 22 08:05:05 2018 Pagel ID:FerXyRWIJDbONuYUI Ej9OizYkZG-H994F424Pi_IP4JtsgMa6o2rA61 w4P3ZU1680izYSaC 9-0-0 16-1-0 23 5 0 inn .,. I _ _ I 5x6 = 4x6 = 3 4 5,00 12 3x8 2 e e e 9 8 7 10 4x4 = 3x4 = 3x6 11 4x4 = 1.5x4 11 1-8-0 2rOiO 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft TCLL 20.0 Plate Grip DOL 1,25 TC 0.83 Vert(LL) -0.31 9-10 >830 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.36 7-16 >706 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.11 6 n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 `Except` T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-3 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 = 998/Mechanical 10 = 1203/0-8-0 (min. 0-1-8) Max Horz 10 = 108(LC 12) Max Uplift 6 =-311(LC 13) 10 =-440(LC 8) Max Grav 6 = 998(LC 1) 10 = 1203(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1576/1097,3-4=-1373/1123, 4-5=-1568/1108 BOT CHORD 1-10=-170/298, 9-10=-278/298, 8-9=-835/1373, 7-8=-835/1373, 6-7=-838/1365 WEBS 2-10=-1142/1242, 2-9=-778/1242, 4-7=0/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces &'MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) excep} at --lb) 6=311, 10=440. LOAD CA Standard Dead Load Defl. =1/8 in 5x6 \ 5 v 3x10 11 Ud PLATES GRIP 360 MT20 244/190 240 n/a Weight: 100 Ib FT = 10% Ytta=sp -Pro;t Eiasepiir ndtr tat'A; IC)f itGSSESrSit!el „EESFesliftidi t ECMGYMNS{ISTCY tNEI j:t{tehiil[C£YE!tTka. Pn�!.lu�psprue;Frs u! aai vtfts FF M's Lan Grspe kaitppGPicslh: eF:;,mr I. facie @,P.E.Iderevt Sstl1 OFEAtt e5l. GESt;t e'att'�ik SedN 19ideIGD,eclr ASfT4p [M4FfiN pIdls sEFii le esedEsrf&1G; tc 1e ttiit SF a Ltse Gtsga Eapn±er(i.e,ipeeary Easter} 8e rzv enemy Idtsfecees xaahne alert owl I= fir of r,iil�piS eftit ae:J�l':hdlit ow,htalw'stduttD rillf"61rllgGes pe:t,h 6, HelrWlie ll{ sjlt{al:.t a! Ys i!dnsitta rpttnaptesgatai'�frM 920tsiat d i4t si;glF Tan lq¢h6nkelGG teh, nda 1PFI, lie Lsipaessaaa5aas; tFaCaAFa:Ate;;!4�iE$�Ah hsehFCdup ted; oxdlt{d. Tat as'all vWN eels faldeee d N Toss, i" hwtfi3.Fii1 %:+t1`:1tF6d1!flia It a AnthonyhT. Tonpbo II., P.E. fa a ;, slap a. re: s&il- 80083 1Ra.tttfe?"etla!e(nhrJrpttitpwitw=g6pc;patieslFrd.tl.iseT11%otsip&pnr.lsOrOrIiltiepPripmeTinsSpInfaigv.dulW14.1.Ltgialiadtniatis Zt Ward isTTN. ,4451St.LucieBlvd, 4451SPiet.Lucice, tepyrighl0 2016 A -I Roof husses-Aathoay L hralm 111,1`1 Repsoduttioo of this firtmi at: in any form, is psobibitfd wilboul the ws3lea pesmissioc [tam A -I Roof Basses - Aaihoayl. Tomball], P.E. FL 34446 Job Truss Truss Type Qty Ply A0024304 71431 B03 Hip 1 1 - Jab Reference (optional) AVRoof Trusses, Fort Pierce, FL 34946, design@altruss.cwm Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:06 2018 Pagel ID:FerXyRWjJDbONuYUIEj9OizYkZG-IMjSSQ3iA06cl Eu4PYtpf?b20WNIeZsCo81 iYBzYSa6 2-0-0 11-0-0 14-1-0 18-7-3 23-5-0 2-0-0 9-0-0 3-1-0 4-6-3 4-9-13 5x6 ::r 4x6 Dead Load Defl. = 3/16 in 3x4 3x6 11 4x4 = 1.5x4 11 3x12 11 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.32 7-16 >816 360 TCDL 17.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.44 7-16 >581 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 `Except` T2: 2x4 SP No.2, T3: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 998/Mechanical 10 = 1203/0-8-0 (min.0-1-8) Max Horz 10 = 126(LC 12) Max Uplift 6 = -334(LC 13) 10 = -412(LC 12) Max Grav 6 = 998(LC 1) 10 = 1203(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-537/245, 2-3=-1425/1053, 3-4=-1185/1112, 4-5=-1409/1053, 5-6=-655/185 BOT CHORD 1 -1 0=-321/621, 9-10=-447/621, 8-9=-745/1185, 7-8=-745/1185, 6-7=-746/1182 WEBS 2-1 0=-1 147/1407, 2-9=382/776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=334, 10=412. LOAD CASE(S) Standard PLATES MT20 GRIP 244/190 Weight: 105 lb FT = 10% 1iurcy-daitnsup.'T Fedtti it'Ad l@OntUSTfS�1L9'h xF[AitTEs&S t igrg07YS:CiTCY� tN"U �t.(s7krED'eg:51"tra rrc'r tts�yrsssres n! ri!3uns teYtit't»i Otiyv ktritp(OLIdM dGeo.+r I.ricN B.tLI.'ettu! iSettSdut efv i'xtti ihexitf s!tN tn7x 1:0,!el. NiTstsmmu§r Bets swl hwifisrnt 10 t, 1, TeA tssl±eut'sq f ... Anthony T. Tombo 11I, P.E. rN tseGditlast ltsmT6s.3Ap;Ezmyaaui:'Ai^Dw's sus-d spook± L4:q iesit ±r' 10ru' osdl ditlL es rK m'skt[Rol s+ dfagsraam31P61,Tt:oip:±tidi±tg9 ad tesfititutd fit Trnt; iuhexg'a,+ie.1,dRep.usM"tiietd9!mi!p d0l is ra uspuideid 180083 ' r21rSi1(6SI:4TtUp1ilD11T:Iff.IU8i43till�iti'3!TFiWEirttCttft4l[iA!Z!tttf:r2:'GG?iiStrtftlS±lESiiirtiBSAi(IlSI1r tiNM(N6'I�rLAGlfu4N(i3{i!lifisiiroile%i.TPLiS?!A?slit!i!jaNSil"its®1MRftt5±T!SiSgi4pK,5it1C11�3i:ifilUitll'altWfldif:CU,�itff 4451iLurieBlud. dku irarants(iig.l�,rtdyi�it�E4It01, itsfi.±;,d.:ettof:t�irtrr !islalrtrau�ro:cA .f!Titfesr!star,�eilft t,ilta;.L �hr!af��:ciifuSuenTrrl. For Pierce, FL 34946 1Upytigfl02016AIRoofTrusses-Anthony1.romha111,P.E. Neptadurlionofthisdommeni:innnyform,ispsohihitedwithoutthesuitteapesmissioo.lremA-lRealbusses-AnthonyLlombo111,P.E. Job Truss Truss Type Qty Ply 71431 AlD....f T.. ,.-.-.... C...a o:....... B05G Ce aAnlc �__:__�_�._.__---- JACK -CLOSED GIRDER .... 1 2 A0024305 Job Reference (optional) � .auto, unoiynLcaa r uuss.wm mun, S.IZU s NOV 12 ZU1 r Print: 6.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:07 2018 Page 1 ID:FerXyRWjJDbONuYUIEj9OizYkZG-DYHggm3KwKETeOSGzFP2BD8Emwj1 N9bM1 omF4azYSaA 5-4-0 2x4 II 5.00 FIT 2 2x4 II 1 I 4x4 11 2x4 11 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.05 3-4 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.717 Vert(CT) -0.10 3-4 >613 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight: 52 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 `Except` W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5A-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 1137/0-8-0 (min. 0-1-8) 3 = 1285/Mechanical Max Horz 4 = 119(LC 5) Max Uplift 4 = -357(LC 8) 3 = -502(LC 8) Max Grav 4 = 1137(LC 1) 3 = 1285(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3=second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.,18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss 20.Opsf on th( rectangle 3-6- bottom chord 6) Refer to gir 7) Provide mE to bearing pla joint(s) except 8) Hanger(s) ( provided suffil lb down and 3 and 354 lb up responsibility LOAD CA Standard 1) Dead + , Plate I Uniform Vert: 1 Vert: has been designed for a live load of bottom chord in all areas where a ) tall by 2-0-0 wide will fit between the and any other members. ier(s) for truss to truss connections. :hanical connection (by others) of truss e capable of withstanding 100 lb uplift at (jt=lb) 4=357, 3=502. r other connection device(s) shall be ient to support concentrated load(s) 978 31 lb up at 1-10-12, and 978 lb down 3t 3-10-12 on bottom chord. The in of such connection device(s) is the if others. Live (balanced): Lumber Increase=1.25 Ise=1.25 Is (plf) i, 3-4=-20 i Loads (lb) ;F) 6=-978(F) 419V •H6ts, lb"0 dr H00 t:t *12 10FTtgSSES I'SIUM SIMI INS o rogr77Xf.1iSQY;"W!EI jllKsg�(SDbk'KI":em _ teay,�i,� j3t3tfN5 tOt!NI E11!! HrEi{ i(!53 Gt:l)9 (ttY1q RDL�C'f�:A: �ihMJ T.It�It I .F,rlk�tttM! S1ttt5thr! lt'.. Uk:H74'kk!!riµ tR'!(La tIt T:D, NI! piTrtanxe!e!Flalessbikosedsa!'st ¢?hberc'id Asalnss es:a Faynetriie S!!I�:�rmF:t!t! n!ttawt�Fr�!t3:!ta�:reea!pned yshs;iscdnya•usl!nFcas3.l]+M!'s Gsigs t!i sa(I!ImslaFlCeteo3tl.D tdr, srJes Sf4l,r!tdtngtassrapess: ;Fal.3suCtiaas:±e! „m -aslasdN.7slrtsslsr s7tr::8.sliswz rn(tas:r.a(etlSr Crros!, r3egreti seednzel gtart4rEg!xgrnr�tr,h Gt {t><stt`P.tflLtle6 addt ltwl lai'F�aj:e{!sflH S, if:oNii,!t�i!1:)nit:l liddc!erdt rnn: ncixazF asxdix(,sme,!,z;'�:rs{ea(kciy sSeD 1!A!n;pssdil-{0 a' AqtMo y T. Tombo fE;, P.E. ' t;thdtnotsi ,Wrah.reel!!ts!nssrtdah1TIRt Itneatst pf":txdttifil (¢ wS&tMnsssa L y.6eudeQ--1!F140.115,.11.s!¢itbsWA1lostMNssDviiTtassttup51ma I'msNu¢h[cn,miltss 80083 1 SM F3 pt f !�(7FtiH5e !.:Heel St(A aesdsetcd: tfleni;td!!rulht(wha;l gndgst it ai_sgkp tipatin is*d!st. itt Ltss Pesigt Erri!!:is!5i tn!4iUitj Desgga.x'rass SFslsa Fr; l!I=almksirly. t!Itt)Ih@,d L•:nscnsdehseimlfFl. Fo 51 St. LuciL Blvd. (opyrighlVHIS A-1Root hosses-Anthoay1,lomhoIII, P,E, hpiodwi000fibis downitai,inanylotm,ispsohibited4illioul;be arittenpumiuioalromA:IRoo] hosses•Anthanyl.lomboill,P.E. Job 71431 , Truss C01G Truss Type ROOF SPECIAL GIRDER Qty 1 PIY 2 AO024306 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:09 2018 Page 1 ID:FerXyRWjJDbONuYU I Ej9OizYkZG-AxOa5S5aSxUBuicfSgRWHeDXd(U4rrieU6FM9TzYSa8 2 0 0 7-6 2 12-4-6 177 7-0 22-9-10 28-2-0 33-8-8 38-11-12 44-3-0 46-3-0 2 0-0 5 0-0 5-4-6 5 2-10 5 2-10 5-4-0 5 6-8 5 3 4 5 5x6 = Dead Load Dell. = 9116 in c4 2 22 21 33 34 2035 36 19 18 37 38 39 17 16 15 14 115 4x6 = 6x6 = 4x12 = 5x10 MT20HS= 4x8 = 2x4 11 4x10 = 6x6 = 4x6 = 2x4 11 5x10 MT20HS= 2-0-0 46-3-0 1 8-0 i i 7-0-0 12-4-6 17-7-0 i 22-9.10 28-2-0 i 33A-8 i 44-3-0 44-7-0 �1-8-0 5-0-0 5-4-6 5-2-10 52-10 10-6-8 0-4-0 Plate Offsets (X Y)- [2.0-2-8 0-3-81 [3.0-7-12 0-2-8] [8:0-5-12 0-3-4] [13.0-3-0 0-4-01 [22:0-1-1 0-2-9] 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 0.79 Vert(LL) 0.83 17-18 >608 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -1.03 17 >490 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) 0.12 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 549 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T3: 2x4 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. WEBS 1 Row at micipt 8-14 REACTIONS. (lb/size) 22 = 3437/0-8-0 (min. 0-1-8) 13 = 3031/0-8-0 (min. 0-1-8) Max Horz 22 = -114(LC 28) Max Uplift 22 = -2319(LC 8) 13 = -1377(LC 9) Max Grav 22 = 3437(LC 1) 13 = 3031(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-799/571, 2-3=-5715/4062, 3-27=-9422/6454, 27-28=-9422/6454, 4-28=-9422/6454, 4-29=-9422/6454, 29-30=-9422/6454, 30-31=-9422/6454, 5-31=-9422/6454, 5-6=-13494/7874, 6-32=-13494f7874, 7-32=-13494/7874, 7-8=-13494/7874, 8-9=-5234/2715, 9-10=-5239/2744, 10-11=-837/324, 11-12=-718/198 BOT CHORD 1-22=-540/788,21-22=-6531788, 21-33=-3717/5163, 33-34=-3717/5163, 20-34=-3717/5163, 20-35=-7800/12273, 35-36=-7800/12273,19-36=-7800/12273, 19-37=-7800/12273, 18-37=-7800/12273, 18-38=-7800/12273, 38-39=-7800/12273, BOT CHORD 1-22=-540/788, 21-22=-653/788, 21-33=-3717/5163, 33-34=-3717/5163, 20-34=-3717/5163, 20-35=-7800/12273, 35-36=-7800/12273, 19-36=-7800/12273, 19-37=-7800/12273, 18-37=-7800/12273, 18-38=-7800/12273, 38-39=-7800/12273, 17-39=-7800/12273, 16-17=-6336/11560, 15-16=-6337/11553, 14-15=-6337/11553, 13-14=-2215/4537, 12-13=-211/695 WEBS 2-22=-2939/2103, 2-21=-3141/4458, 3-21=-647/342, 3-20=-3040/4835, 4-20=-611/504, 5-20=-3256/1605, 5-18=-272/412, 5-17=-17/1395, 7-17=-448/335, 8-17=-1705/2301, 8-14=-7648/4468, 9-14=-1866/3544, 10-14=-257/457,10-13=-4418/2305, 11-13=-496/387 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 raw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 22=2319, 13=1377. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 236 lb down and 293 lb up at 7-0-0, 116 lb down and 141 lb up at 9-0-12, 116 lb down and 141 lb up at 11-0-12 , 116 lb down and 141 lb up at 13-0-12, 116 lb down and 141 lb up at 15-0-12, 116 lb down and 141 lb up at 17-0-12, and 116 lb down and 141 lb up at 19-0-12 , and 116 lb down and 141 Its up at 21-0-12 on top chord, and 82 lb down and 209 lb up at 7-0-0, 42 lb down and 104 lb up at 9-0-12, 42 lb down and 104 lb up at 11-0-12, 42 lb down and 104 lb up at 13-0-12, 42 lb down and 104 lb up at 15-0-12, 42 lb down and 104 lb up at 17-0-12, 42 lb down and 104 lb up at 19-0-12, and 42 lb down and 104 lb up at 21-0-12, and 1265 lb down and 522 lb up at 22-8-7 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 3-8=-74, 8-9=-74, 9-12=-74, 1-12=-20 Concentrated Loads (lb) Vert: 3=-139(F) 6=-76(F) 21=-17(F)17=-1265(F) 27=-76(F) 28=-76(F) 29=-76(F) 30=-76(F) 31=-76(F) 32=-76(F) 33=-24(F) 34=-24(F) 35=-24(F) 36=-24(F) 37=-24(F) 38=-24(F) 39=-24(F) Ezdry-llesseIi... I!'Hwne'i 1100.83ff3rf8C(r al:IE(Wall. Tab M 11.1darne si%11!41Im. Odnssslenise 1401tit TDD'Ap plieituunerr%:es 55dl:�asN he gs he edit. As d., eglinIfItends eatie; odp, dint]. Anthony T. Tombo III, P.E. d are dils Trmsbr Isy110ieg isIke ImIesimfily fM<0.nr,lF{Orntsetrou:de lc tle 1616g Omireer,.N rm!'d dim Kew bmku't +,tde ¢1 rM. Tke gpnd d be M W k, fidr me dtin Tress, mdefiu eA'i4sage, iuhgmn ed Wrl sisn", r,!V.011IT v 80083 ge1;:e:eg 0esiret arc Q9ta0e:,r!:ti'"fe!NiLLRllgD eil 11epneaarinlehlefetn!tnllivlfaey Wert SdetTliamdin{tfA; pNisk3lq f?I red S6(Aarrdvexel4 gma!p1ne_rFFleefireslen:pemi4messslEa'esd�elnts Ued7ax,l:essges:S ugreneef rns.Bmh.^.eei;�ess 4451 St. Lucie Blvd. d"wis, Mai IlaConrad opesdape la WaIip d1 roll" Iaedre1Fort Pierce, FL 34946 (opyrightCO2016A-1 Roof Tiussti-AothonyT.Temho111,P.I. fitirroduction Dithis domment, in any form, is prohibited Wheat the written permission from A-] RoofTresses - AnthonyL Temblit, P.L Job Truss Truss Type Qty Ply 71431 CO2 Roof Special 1 1 A0024307 Job Reference (optional) n. u. Ia a rvuv Ic cU 1 t rvn 1 en r11UU51rIB5, Inc. I nu mar zz uts:uo:iu zui ts 5x10 MT20HS= Dead Load Defl. = 5/8 in 5x6 = 5x10 MT20HS= 8 5.00 12 3x6 = 5x6 W8= 3x6 = 3 4 5 6 7 6x6 9 5x8 li 4 4 2x4 11 2VV3 10 1 i 11 18 17 16 15 14 13 12 4x6 =3x6 II 6x8 = 5x10 MT20HS= 3x6 = 7x10 MT20HS= 3x6 — 6x6 = 4x6 — 2.0-0 1-8-0 9-0-0 1948-12 30-2-0 37-1-2 46-3-0 44-1-5 - -0 1$0 7-0-0 0-4-0 10$-12 I 10-5-4 837 0. 2 1-8-0 Plate Offsets (X,Y)-- [3.0-3-0,0-2-41. f5:0-3-0 Edgel f7:0-5-0 Edge] [8:0-4-12 0-1-8] [14.0-4-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.59 14-15 >862 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -1.02 14-15 >494 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS I Weight: 234 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T4: 2x4 SP No.2 WEBS BOT CHORD 2x4 SP M 30'Except' 2-18=-2078/1343, 2-17=-1870/2776, B2: 2x4 SP M 31 3-17=431/821, 4-17=-2011/1547, WEBS 2x4 SP No.3 *Except* 4-15=-248/643, 6-15=-276/400, W1,W11: 2x6 SP No.2 6-14=-842/600, 7-14=-2319/1898, W2,W7: 2x4 SP No.2 8-14=-2510/3411, 9-13=-12/306, OTHERS 2x4 SP No.3 9-12=-3202/2572, 10-12=-309/421 BRACING - TOP CHORD NOTES - Structural wood sheathing directly applied. 1) Unbalance roof live loads have been considered BOT CHORD for this design! Rigid ceiling directly applied or 3-10-9 oc bracing. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEBS Vasd=132mpH; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; 1 Row at midpt Cat. II; Exp C; IEncl., GCpi=0.18; MWFRS (envelope) 2-17, 4-17, 6-14, 8-14, 9-12 and C-C Exte 'or(2) zone; cantilever left and right MiTek recommends that Stabilizers and required exposed ; end�vertical left exposed;C-C for members cross bracing be installed during truss erection, in and forces & MWFRS for reactions shown; Lumber accordance with Stabilizer Installation guide. DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water REACTIONS. (lb/size) ponding. 18 = 2166/0-8-0 (min. 0-2-9) 4) All plates ar� MT20 plates unless otherwise 12 = 2181/0-8-0 (min.0-2-9) indicated. Max Horz 5) This truss h s been designed for a 1.0.0 psf bottom 18 = 114(LC 12) chord live load nonconcurrent with any other live Max Uplift loads. 18 =-870(LC 12) 6)' This truss has been designed for a live load of 12 =-687(LC 8) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-011 tall by 2-0-0 wide will fit between the bottom chord 18 = 2166(LC 1) and any other members. 12 = 2181(LC 1) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at FORCES. (lb) joint(s) except dt=lb) 18=870, 12=687. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD LOAD CASE(S) 1-2=-291/145, 2-3=-3455/2466, Standard 3-4=-3151/2420, 4-5=-5309/3944, 5-6=-5309/3944, 6-7=-4846/3690, 7-8=-5234/4023, 8-9=-3244/2495 BOT CHORD 1-1 8=-1 75/333, 17-18=-289/333, 16-17=-3420/4910, 15-16=-3420/4910, 14-15=-3864/5497, 13-14=-1916/2920, 12-13=-1980/2793 WEBS 2-18=-2078/1843, 2-17=-1870/2776, Gcdq • 6aa 11,Mgllyreriew N't-1 IMF Tlzts V(l0'j.OEM BINS d (OWTIDIs (US10141`113, l(IID&IE"WIP I'm in y }etlp puvndxs aad adadas u tlis4!ss De! p Dawiq{I(vi 1r� IEe tdta!Tl.Iala G„ I.L Muere Viol M ateese. Ddess sflnwise ddei e! tle IDP,cm!p ILialartlfirp F:ess9dl4!asellrttia TDDI!Ie nliL lse Rna Desgv ho ax{te. Tp7dly 60x!:;;3nld lc�IDO f!jltied56IXa:;dJJIdlSe pld3f!IItLIIR'Sah101!gefflllleyS; II1IK%9dtb(a4PTa!f lepi;Idls11e1DDedl,eolnV1-1. Re d:stpasstain ,lld:Ey adnits, so lry Anthony. Tom6o III P.E. Y ' d aadi.s Nnirr.ay W161 is Re aspn idaydN D.nr.11e 0wuisraJ.lid teal 1,,Ile 1e1j*.1 px!,a N meto dlie l%,6! Rry>,I8!f.(AAnnde 1Mi. Re glmftlik' 6nip n7fidine dhv Tass.lode6q kad"uq. n<qe, hshDeely al kerr3s4ds � 1!pss'v:!dJd ' + 30083 Bat.:la Dtst..!aMkmYaea:. dlmsseswltflwlDD!adlie :�tnsml vdda!sdsl!Ialdiv (ee etlSdel H'smtnn'IOf dlisEdS 16!adSlUaerdyew!:t;[a B S'! 1 3 1 im 7 s 11 1 pvna!plAmt lFFl hicnt:aspns:�i:bnes eetdsi!sd�eLels De:igver,Ums Dnlp Ftpa:er�D Ness Mndt^!:n, a:esc tk�iiu iefildlpa6d•e416rd eyetuwNiq irdipm:as isr:,!ei IDeinss CeslpEtj aeerls lDl,7er9:797.e,!paer,tTass STs!!a (gm�erdm12n16aI tD lny:Na!9}:©s laRsl. 4451 St. LOeie Blvd. • Copyrig610P016A-I toalllussea•Anthony T.Tombs III, P.E. toproduaiavot nemierael ibis :emmenl,inany lslm,ispro9i6iled�rithcNthe rrritteoparmissianhomA-1taolTmsset- Anthony T.TamCoIII,P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty PIY A0024308 71431 t CO3 Roof Special 1 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:11 2018 Page 1 ID:FerXyRWjJDbONuYUlEj90izYkZG-6JWLV87r_Ykv7?m1 C5T_M3lrYX3_JkOxyQkSDLzYSa6 2-0-0 11-0-0 18-0-3 25-1-13 , 32-2-0 ,33-8 $ 39-8-1 44-3-0 46-3-0, 2-0-0 9-0-0 7-0-3 7-1-10 7-0-3 1-6-8 5-11-9 4-6-15 2-0-0 5xl2 - 4x6 = 5x6 = 3x6 = 3x6 = 6x8 I I Dead Load Defl. = 1/2 in 19 18 17 16 15 14 13 12 46 =3x6 II 7x8 — 5x10 MT20HS= 3x6 = 8x8 3x6 = 6x6 = 46 = 5x10 MT20HS= 2-0-0 46-3-0 1-6-0 21-7-0 32-2-0 , 37-11-11 , 44-3.0 4¢7-0 , 1-8-0 9.0-0 10-7-0 10-7-0 5-9-11 6-3-5 040 LOADING(psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.90 Vert(LL) 0.44 14-16 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.83 14-16 >612 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.18 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP M 31, T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-1 oc bracing. WEBS 1 Row at midpt 2-18, 4-18, 6-14, 8-14, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19 = 2174/0-8-0 (min.0-2-9) 12 = 2174/0-8-0 (min.0-2-9) Max Horz 19 = 114(LC 12) Max Uplift 19 = -872(LC 12) 12 = -701(LC 8) Max Grav 19 = 2174(LC 1) 12 = 2174(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-572/331, 2-3=-3485/2495, 3-4=-3127/2464, 4-5=4473/3396, 5-6=4473/3396, 6-7=-3724/2905, 7-8=-4091/3205, 8-9=-3290/2553 BOT CHORD 1-19=-479/653, 18-19=-479/653, 17-18=-2915/4274, 16-17=-2915/4274, 15-16=-3098/4506, 14-15=-3098/4506, 13-14=-1940/2981,12-13=-2041/2884 WEBS 2-19=-2089/2002, 2-18=-1538/2439, 3-18=-362/778, 4-18=-1391/1070, 4-16=-82/418, 6-14=-1031/753, WEBS 2-19=-2089/2002, 2-18=-1538/2439, 3-18=-362f778,4-18=-1391/1070, 4-16=-82/418, 6-14=-1031f753, 7-14=-1785/1467, 8-14=-1897/2616, 9-13=-13/263, 9-12=-3215/2540, 10-12=-324/430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 19=872, 12=701. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 240 Ib FT = 10% &e:dty•lIKS!ikuetyHJa!itNih �Ad IOG=fiDSbrS(sf0rl'1,6rF:IL TIMd{IfolWtohicof.lrob?rt, rlddaeseeyktef:el•'e Kf. dddeotkeTDD,a!p M1Tskmbtemry'a!u tslINlsedforte TDDIsbe Nit burns Deslyt[ty!r:e{I.t,yyeEldl((•da!r;.tktudnaylDOrepeseds etrm}t:mudilepal?SfI11d aE'le'IID,!lyelllbllD(!D:ItldFi'it=Re su tiatsy?yiONatItTDD a�(,Otyw IFF1.TTsdts Pas-pes.kers,; failila1.5,nd!rf Anthony T. Tombo III, P.E. a!lstdtbtsTrtni?nyid!d!ep is Ile fulaos'May dc.tNur, 0e 0ntis04s rRtytd wtktl Mint Desp..'uf` a.109 lie IV,i?0:adn, 6td I'ld lrolea318-1.ltty;ntd dtk ID11.1.1fall ne dtltinst.indtbn kad;n, tsyE, bshOdneaytnt y tbtl!t+ Yt reEpahlr d a 80083 ' OsLi`:EeyDK ttt!(cx:tra,.y!!a;essettal!e0e16DtiltiepNises®!pd!Ittsdib:bnlliy(taranSderyltsnEhn{bC!;pHisEtAkyTtla111(AntretttvRltxyeotals:dmt+TFNErius3?.eytnibamts[tddtl?sd tT!nsDedyeer,lKs7e::,��prnmyrmsxaadt�e,n,n!ess 4451 St. Lucie Blvd. fSEreisl dduElkje6d'tdty�etd eaen Viiliq kJsilytnK IK:TIeI The Tati Ce3lm EljOttffiyCf.t rm�day.tsiyver,aln?s Sjs'!a byieterdrsj 4ti8>l. All u,..xt@etm ertaddaed lalPl 1. Fort Pierce, FL 34946 (opyrigh102016AAhofTrusses -Anthony I.Tom6D111,P.T. Peprodutlionofibis dmansur,inmoyform, isprohibitedwithout the wrineopermission from A -I Roof Tresses -Anthony 1.Tomho111,P.T. Job Truss Truss Type Qty, Ply 71431 C04 Hip 1 •1 A0024309 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com [tun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:13:20 2018 Page 1 I D:FerXyRWjJDbONuYU IEj9OizYkZG-HOZC8L1 ZgoLW 19eOLIIfgA3PvfzzNxHwO?hrtVzYSSI Dead Load Defl. = 318 in 5x6 = 3x6 = 4x6 = 3x6 = 5x6 = 5.00i12 4 r,t 5 6 7 8 6x6 !�- 6x6 3 W5 W5 9 2x4 11 oP 2x4 11 to 2 10 1 11 18 17 6x6 = 16 25 26 15 27 28 14 13 12 6x6 = 4x6 = 3x8 MT20HS= 3x8 = 3x6 = 4x6 = 3x8 = 3x8 MT20HS= 2-0-0 46-3-0 e 1-iL0 I I 13-0-0 1 — - 23-1-8 33-3-0 44-3-0 44-7-0 1s-01 1 11-" 10-1-8 I 10-1-8 11-0-o a 4 0 0.4-0 1-8-0 Plate Offsets (X,Y)— [4:0-3-0,0-2-4], [6:0-3-0,Edge], [8:0-3-0,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 01 Vert(LL) 0.37 15 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.69 15-17 >733 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.719 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 239 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS WEBS 2x4 SP No.3 *Except` 2-18=-381/59 , 3-18=-3085/2583, W1: 2x6 SP No.2 3-17=-56/263,I4-17=-525/842, BRACING- 5-17=-1067/790, 7-13=-10671790, TOP CHORD 8-13=-525/842, 9-13=-56/263, Structural wood sheathing directly applied. 9-12=-3085/2583, 10-12=-381/592 BOT CHORD Rigid ceiling directly applied or-4-6-11 oc bracing. NOTES - WEBS 1) Unbalance roof live loads have been considered 1 Row at midpt for this design, 3-18, 5-17, 7-13, 9-12 2) Wind: ASC 7-10; Vult=170mph (3-second gust) MiTek recommends that Stabilizers and required Vasd=132mphI; TCDL=5.Opsf-, BCDL=5.Opsf; h=20ft; cross bracing be installed during truss erection, in at. 11; Exp C; j'Encl., GCpi=0.18; MWFRS (envelope) accordance with Stabilizer Installation guide. and C-C Extenor(2) zone; cantilever left and right exposed ; end rertical left exposed;C-C for members Il REACTIONS. (lb/size) and forces & WFRS for reactions shown; Lumber 18 = 2174/0-8-0 (min. 0-2-9) DOL=1.60 plate grip DOL=1.60 12 = 2174/0-8-0 (min. 0-2-9) 3) Provide adequate drainage to prevent water Max Horz Pondin 9• 18 = 118(LC 16) 4) All plates are MT20 plates unless otherwise Max Uplift indicated. 18 =-783(LC 8) 5) This truss h s been designed for a 10.0 psf bottom 12 =-783(LC 9) chord live load �tonconcurrent with any other live Max Grav loads. 18 = 2174(LC 1) 6) * This truss has been designed for a live load of 12 = 2174(LC 1) 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0Itall by 2-0-0 wide will fit between the FORCES. (Ib) bottom chord a any other members, with BCDL = Max. Comp./Max. Ten. - All forces 250 (lb) or less except 10,Opsf. when shown. 7) Provide mechanical connection (by others) of truss TOP CHORD to bearing plate' 'Icapable of withstanding 100 lb uplift at 1-2=-443/0, 2-3=-467/79, 3-4=-3307/2491, joint(s) except (It --lb) 18=783, 12=783. 4-5=-2996/2405, 5-6=-3797/2969, 6-7=-3797/2969, 7-8=-2996/2405, 8-9=-3307/2491, 9-10=-467/79, LOAD CASES) 10-11=-443/0 Standard BOT CHORD 1-18=0/397, 17-18=-2105/2958, 16-17=-2490/3730, 16-25=-2490/3730, 25-26=-2490/3730, 15-26=-2490/3730, 15-27=-2490/3730, 27-28=-2490/3730, 14-28=-2490/3730,13-14=-2490/3730, 12-13=-2105/2958, 11-12=0/397 WEBS 2-18=-381/592, 3-18=-3085/2583, Wellry Ilelse tlsltyllfnlisxFh'dl IDOE O'bSESj AtlEl A 6EAECt fftNS 8 [DADDIDAI CdfiDN{ dl7iE'j lliCMGTi uNEMi'It1m. re;l(J itSIE1 rttlfJtlllS tI(fli7AN3i 9e(91S1t811 Dt1�1Df9'i19E1(CW; RL IF.A AllYttrl. Et?'L3DI, I.E. tl[tltAf FEYI G4]'t He. D&Itf1 UkHv15! Atl!(I[ deIIID,(4!J q1T!%fAtm!nlrlElSf�1lI:!litl(tl niiDDm%tllle. AstTlns Dlflre rl�mH(Il,SytiltD[EIFImsp7t sttl ll urlDO rtEttSWf6[1Q1,'.JJARtEn}?slltetitt[:eFe'itg rt1EN11EliQr'i:'MY(K'�ti(1l Si�Flrllf(F[:!I!(ILIDt1DD'!�(.e](til?I.1,11Y{tsy, nnnpntts, Itd:Fpatannl,natsurr Anthony T. Tornbo III, P.E. cl ludtslmss4rlq ttil(itE lsltt resrxsiblDy d;.atMer,tle 0ruis easxn:drenHlle leilfiry Desirlxr,ttManrhndfxir(,3tI:'adtle hld Eadq mleeadlE41. 71egPltr'.tI IEa IOD nlnrlieltne title ltafs.lr�tfigleg.n!rye,ttshlltfity ad knsrsMfy Et te!pasi!:rytt x 80083 1lt C.ik`R)DtfrR'IN(f9hC3!, All maf ulwl l[moil I'.tt ErA1R1wyel(9insd1hisol(il(cetaal Ski, llfawgtetGSr,�ItHis&:6y(il r.filisiyt➢Etrt lca?tei 15e1rent ter Is NOT *!nada3levrer,ulmu SSVsa Equal,, usd SW.a.uh Ps. Pttrsl Fd.k TI ffi.s1mr.1iliel tt'16%of'�t Wins Dtlliauj!ns hs:Pftpuffo.W(nss klinE. tllegi1:128, VanitMes,a'efs 4451 St. Lucie Blvd. L . s31Mmldilttira(esheOlPtFd 1pvtl Fs sip[tii e'of muendefz:(la0(S. Fort Pierce, FL 34946 (opyrijbiD201610koolliussts-AmbonyT.TomhoIII, P,E. Reprodudionofihisdorument,is coy form, ispwhihiled Whorl Asw6l(enpermissionhomA-1loo}Trusses-AnthonyLTombo111,R.I, Job Truss Truss Type Qty Ply A0024310 71431 ,- C05 Roof Special 1 1 ' Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 5.00 12 Run: 8.120 s Nov 12 2011 Pnnt: 8.12u s Nov 12 2u1 / MI I ek indusrnes, mc. I nu Mar zz utl:ub:13 Zultl rage ID: FerXyRWjJDbONuYU I Ej9OizYkZG-2ie5wp85WA_dMJwQKW VSRUOBeLlpnfFEPkDZIEzYSa 23-1-8 31-3-0 38-1-6 3�-2-12 8-18 8-1-8 6-10-6 -1$ 1.5x4 11 5x8 - Dead Load Defl. = 1/4 in 3x8 MT20HS= 7x8 5 a 7 8 22 3x6 = 3x6 11 M= 3x6 = 3x8 = 4x6 = 4x4 = 3x4 11 3x4 = 2-0-0 ! 1.8.0 ! 8-0-1 ! 15-0-0 23-1-8 ! 31-3-0 38-1-6 39-2-1,2 1-8-0 6-4-1 6-7-15 8-1-8 8.1-8 6-10-6 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 0.93 Vert(LL) 0.21 13-15 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.39 13-15 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.14 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 220 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W8: 2x4 SP M 30, W1: 2x6 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-3 oc bracing. WEBS 1 Row at midpt 2-16, 8-13, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1936/0-8-0 (min. 0-2-5) 22 = 1695/0-3-8 (min. 0-1-8) Max Horz 17 = 255(LC 12) Max Uplift 17 = -668(LC 8) 22 = -576(LC 8) Max Grav 17 = 1936(LC 1) 22 = 1695(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2960/2178, 3-4=-2654/2034, 4-5=-2556/2049, 5-6=-2598/2157, 6-7=-2598/2157, 7-8=-2598/2157, 8-9=-2016/1517 BOT CHORD 16-17=-296/288,15-16=-2101/2651, 14-15=-1714/2364, 14-23=-1714/2364, 13-23=-1714/2364,12-13=-1231/1755, 11-12=-1231/1755,10-11=-271/324 WEBS 2-17=-1807/1627, 2-16=-1848/2492, WEBS 2-17=-1807/1627, 2-16=-1848/2492, 3-16=-229/333, 3-15=-387/439, 5-15=-133/419, 5-13=-194/452, 7-13=-685/691, 8-13=-804/1134, 8-11=463/509, 9-11=-1057/1568, 9-22=-1841 /1416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 17=668, 22=576. LOAD CASE(S) Standard hGwsl's.8nse tkenpHyr!eh•ne'&-I I9D11r1SSE KIII}6193.11rESd(GF.I71LlS(JST7Mj 3lR];:.(IIMCA1Eu6NEtl'fe!.ierditesipputathnmtte:1eet>-snlasI-2's.9D!niyiRr,WlM 14.11.bsk'iil,r.E.leluext Sl;sl Mia!e ese, Udessd-ise ON It tit TOD,w!l M1Ttkuae!nt p:sxsshili It idits b 100lske relit. Is eTms Drulps botteyt. Seeddip houes;,tke sed n WTOO Rpsestdl a in.p-0or psdssind'gReit Repilelklld(`B!Iks tFSi9ltitl sx tTnss iag_9t[tene TDD satp,admllFl.itttursmvxpthn.6dgatdnns, swh111dp Anthony T. Tombo 111, P.E. .d sit 0MNis It, oil 1.1sr is list sespnsililAp INosue@, c—s sAwhi to tr&1611tp Dripts;os hd All, It',62111nt de Ml bdgair %IMi. As tfpsnd dish TDD.1 en hdt est dfit Tnss.isd4s;t4F4 sx!epe.lutilldin nt ftsugskilia ee requsilil:hd =80083 thh k:tiRxDDtf'g^,s'ad(<delda:. III We$Wool itlitu ml ldepsd!¢sol p�hhtsdthhiltlp(npa.d Softly ira�sdhs 7Cn PIA'std 4 M AU SRA nesdnudlit pnntlaAme itlteSnsRtrrp<u4:Uoes a[b!I>s slxtUosf Dedpsn,Less Deeps Fepia:ernlTass 6'auteex!ts,n§ss 4451 St. Lucie Blvd. titnis,I isd kye Gil tilgn,d el,. lewd.1 ky oil lot. is inch!. @erau Crly!Evpnees 4401"IN1.10ts;paer,aTn.tSpsta Egierrday2rilffirp flit +azdhras ntos[daelbRFl. Fort Pierce, FL 34946 (oppriDAi©2016AdloafTrusses-AntbonyL7simboIII,P.L Repmdudionofibisdomment,inanyfarm,ispeobihitedwithoutThewrittenpermissionfromA-IRoolhosses-AnthonTLTombo111,P.t. Job Truss . Truss Type Qty Ply 71431 C06 Roof Special 1 1 A0024311 Job Reference (optional) —1 s tu—a . rU1 s ne1Ue, r� r Z"K), Ue5lgn(LVa I eru55.wm Kun: MIZU S NOV 1Z ZUl / Ilnrlt: 6.121.1 S NOV 1Z ZU1 / MI I eK industries, Inc. Thu Mar 22 08:05:14 2018 Page 1 ID:FerXyRWjJDbONuYU IEj9OizYkZG-WuCT899jHT6U_TVctD1 h_hwPT12W W6PNeNz9ggzYSa3 9-3-12 17-0-0 17 -0 23-1-8 29-3 0 36-1-6 39-2-12 9-3-12 7-8-4 0-4-0 5-9-8 6-1-8 6-10-6 3-1-6 5.00 12 5x10 MT20HS=:: 3x4 = 5 6 3x6 TR 3x4 � 4 3 1 4x8 W4 2 1 I 13 23 12 24 17 16 15 14 3x4 = 3x6 =3x6 I I 7x8 = 4x4 11 8x8 = 23-1 5x6 = 7 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.25 14 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.51 10-11 >871 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.12 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS!I LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3,T5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W10: 2x4 SP No.2, W1: 2x6 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 13-15 WEBS 1 Row at midpt 2-16, 13-16, 3-13, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1949/0-8-0 (min. 0-2-5) 22 = 1705/0-3-8 (min. 0-1-8) Max Horz 17 = 313(LC 12) Max Uplift 17 = -633(LC 12) 22 = -577(LC 9) Max Grav 17 = 1949(LC 1) 22 = 1705(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/67, 2-3=-3038/2200, 3-4=-2897/2186, 4-5=-2778/2213, 5-6=-2648/2197, 6-7=-2121/1785, 7-8=-2385/1797, 8-9=-269/167, 10-1 8=-1 277/1669, 9-18=-1277/1669 BOT CHORD 1-17=-85/278, 16-17=-451/413, 5-13=-307/607, 13-23=-1903/2584, 12-23=-1903/2584, 12-24=-1929/2647, BOT CHORD 1-17=-85/278, 16-17=-451/413, 5-13=-307/6071 13-23=-1903/2584, 12-23=-1903/2584, 12-24=-1929/2647, 11-24=-1929/2�47, 10-11=-1178/1480 WEBS 7-11=-169/491, 8-11=-370/746, 8-10=-1988/1660, 2-16=-1763/2451, 2-17=-1809/1652, 3-16=-478/578, 13-16=-2102/2509, 3-13=-236/323, 6-11 =-844/590,15-12=-85/265, 9-22=-1738/1307 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Eplcl., GCpi=0.18; MWFRS (envelope) and C-C Exterio((2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 22 considers parallel to grain value using ANSIPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 17=633, 22=577. LOAD CASE(S) Standard Dead Load Defl. = 114 in 5x8 = 5x6 = 5x8 = 8 9 �%v r; 22 EEEl0000 10 >r 5x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 240 Ib FT = 10% eevEy.n:E;enn:;erteinn!d11DD;nns3EE((u�er>urrtwsamasmc,s(gmnisna/!(C(C&FGNENrhsa ie,Ct2ettomei?rsueedeN!EDNS ieE D.EPlha.q(1110Id14AeUrl.i.xle!.1,r.Lrdereat4:ee:sSRes.UdessoMe+'rst AeiEEIeRP,ap ILitittstanrides sldihEnifirMx➢DwSe edge. AsoTrns DesieE EEpEerlla.S(oflelsr EEHee!r;.tl?s!dEE nJIDUteFrtsesis Ee uv,;,medie paf>SSUEd eev elsg r.:,?E!n�IlryrorneeKu<!rces:,,Ernsscp,,:nen!louavy,Exfrl?t-i.t�a.•pnvaN�m;t?fas�<aenEEe,s.aEurM s( Anthony T. Tombo iii P.E. MISSd6lnssf-rylldlditl is the res;xtililitt elhe0a�er.atO"esE:f:vadElect er@e WWII Dni;mt, A;„t rnhdd(et IY EIs(udtfebsd Oa'f gnlefad rt4l.let;;—IdlWODndn.aeldne dt6s inss,?adEe?a l;S ,serf;e,inM1Dahh oetnre;sSd14?ths respaAkl:lpd 280083 e ' att,€'la;Dn:ga Ed(tsaaa. All .:ssOWMItTDOWl paiusaljef4.4.1toWWI (tasrafmSdeph4mmu{t(SI;tENislN:yl?�E�slllun!:tI!sesE9MgeEe?olyidwu TrillEfiustens;Era'su11ESEel4r::nd9:11nsDop,0!rss[Imp bper"HossMa»h^er!r,aas g451 St. Lucie Blvd. dlfMSl dffitel lja(edxa elteFee;eEll etlall;IJtll;uaEf lEedeee.TE!Teess Ctilalr!;IEttl is NOT t`tUhlOni;str,EETstu Spina L>fvuftephEdh,t All tyUrere. . KadNTPH. FortPierce, 34946 (opyright 0 2616 A-1 holhasses-Anihony L Tomho 111, P.E. leprododioo of ibis domment, in any Terms, is prohihited wilhi,ul the written permission from A-1 Roothasses-AmhonyLlom6a 111, P.f. Job Truss Truss Type Qty Ply A0024312 71431 T C07 Roof Special 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:14 2018 Page 1 ID:FerXyRWIJDbONUYUlEj9OizYkZG-WuCT899jHT6U_TVctD1 h_hwMJ15xWCxNeNz7ggzYSa3 2-0-0 4-4-0 11012 19-M 27-3-0 34-1.6 39-2-12 2-0-0 2-4-0 6.8-12 7-11-4 8-3-0 6 10 6 5-1-0 5.00 12 7x8 5x6 Dead Load Defl. = 7/16 in m ao 22 17 16" . 1.5x4 11 4x6 = 3x8 = 4x6 = 3x6 = 3x4 = 3x6 11 3x6 11 3x4 = 4x6 = 2-0-0 1-8-0 4-4-0 11-0-12 19-0-0 27-3-0 39-2-12 1-8-0 2-4-0 6-&12 7-11� 8.3-0 11-11-12 LOADING (psf) SPACING- 210 CSI. DEFL. in (loc) I/deft Led TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.53 13-14 >835 360 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.84 8-10 >531 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.35 22 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T5: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP No.2, B3: 2x4 SP M 31 B2: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-11, 4-10, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 1948/0-8-0 (min.0-2-5) 22 = 1696/0-3-8 (min.0-1-8) Max Horz 17 = 362(LC 12) Max Uplift 17 = -651(LC 12) 22 = -579(LC 9) Max Grav 17 = 1948(LC 1) 22 = 1696(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3828/2931, 3-4=-2642/2090, 4-5=-2081/1807, 5-6=-2339/1818, 8-18=-1157/1542, 7-18=-1157/1542 BOT CHORD 16-17=-768/639, 2-14=-2930/3466, 13-14=-2926/3461,12-13=-2926/3464, 11-12=-2926/3464, 11-23==1790/2332, 10-23=-1790/2332, 9-10=-1477/1814, 8-9=-1477/1814,2-17=-2009/1654 BOT CHORD 16-17=-768/639, 2-14=-2930/3466, 13-14=-2926/3461, 12-13=-2926/3464, 11-12=2926/3464, 11-23=-1790/2332, 10-23=-1790/2332, 9-10=-1477/1814, 8-9=-1477/1814,2-17=-2009/1654 WEBS 14-16=-580/525, 3-13=-32/431, 3-1 1=-1273/1254,4-1 1=-415/665, 4-10=-457/332, 5-10=-71/423, 6-10=-70/423, 6-8=-2130/1794, 2-16=-803/965, 7-22=-1716/1317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 17=651, 22=579. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 213 lb FT = 10% wraiq IT FleretlenqllJrnllrtse•dlIDCfBDSS?li'SFtlff"y5te;1aKUISaeDpnlDesusTDm4cola;uDraxu'"vSNEDrIPISGtFAJdtSIrIJEFLLAdtnitIlMalitli5Gi1t1t6n'JIS!QJnYiaJlrCv"jt�It1L1Inf:srb9LF1-Man, ftFgir9S'!E!i.IId?Ftusa.lndddiaatlDD,i�y UlTtitn[etn Anthony T. Tomho III, P.E. ,,A9st d Isis Neste set lPlial is at nIny ltird dr#Oun,NO-es"N'Fp M drtlt 10161 MIT., a 11A either d rdt TK'6111" 9diet lrtd t?pie}Mlml K1. Thripest dlit TODWMWi nl doer Tass, wi1PEt Izrd'- rat" Ufipth. teekul Mite to n!js!il.h It 7C 60063 ullnfajh'r-?lyd Q2nN?. dli raps 51101 a are land lapatiasW tnidnesdtl?Aiidige[atntd Sdery la3mFan{KSf tdlttGd'ii ill nil SKAw'si—Ed&a petteipid[uua 4451 St. Lucie Blvd. E 11ETIft d[OtFdtJara9'tdl}alEd IIII(t vamglJdl ttr,�Ff lFtdeH. TSCTnSi CniFstueer is 9DTCe laiidst DFs:tsn,uTnes Spd?aFatnazrdasJ trpdiq. Afl t'x'a:9'e:as nemdttsel UlPfl' Fort Pierce, FL 34946 (opyright(02016A-1RoafTmsses-Anthony1.Tomholll,P.E.ReprodudionofthisdoeumenyinonyforkisprohihitedwithoutthewritteapermissionhamA-IReofTresses-AnthanyT.Tombolll,P.E. Job Truss Truss Type Qty Ply 71431 C08 Roof Special 1 1 A0024313 Job Reference (optional) 21 20 3x6 = 5x6 11 5x12 3x6 11 2-0 8A20 s Nov 12 2u1 t vnnt: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:15 2018 Page 1 ID:FerXyRWjJDbONuYUlEj9OizYkZG=4mrLVAL2nFLed4oRxYwWvTXt8QPFbtXs1 igM6zYSa2 27.8-14 5.odl 12 5x6 = 6 3x4 5x6 Wi 1 T 5 1.Sx4 \\ 4 3 1 W5 3 4 19 17 27 28 16 15 29 3x4 = 4x6 = 3x8 = 5x6 = 3x8 MT20HS= 7 5x6 zz rot4zz� 5x6 = 10 0 14 30 13 31 32 4x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CS'_I DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL ;0 TC 0.9 Vert(LL) 0.54 17-18 >830 360 TCDL 17.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.98 12-14 >454 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.811 Horz(CT) 0.32 26 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` B1: 2x4 SP li B3: 2x4 SP No.3 B2: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except' W12: 2x4 SP No.2, W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 *Except* Bli 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-0-2 oc bracing. WEBS 1 Row at midpt 5-15, 10-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 21 = 1948/0-8-0 (min. 0-2-5) 26 = 1696/0-3-8 (min.0-1-8) Max Horz 21 = 412(LC 12) Max Uplift 21 = -665(LC 12) 26 = -577(LC 9) Max Grav 21 = 1948(LC 1) 26 = 1696(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (11 or less except when shown. TOP CHORD 1-2=-335/257, 2-3=-3878/2991, 34=-3707/3011, 4-5=-3585/3028, 5-6=-2342/1932, 6-7=-2082/1896, 7-8=-2248/1959, 8-9=-2090/1783, 9-10=-2309/1837, 12-22=-1057/1439, 11 -22=-1 057/1439 BOT CHORD 1-21=-208/356, 20-21=-1065/958, 18-20=-864/834,2-18=-2881/3370, Dead Load Deff. = 7/16 In 5x8 = 5x8 = 11 J26 1 S1 1 12 4x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 237 Ib l = 10% BOT CHORD 1-21=-2 18/356, 20-21=-1065/958, LOAD CASE(S) 18720=-864/8 2-18=-2881/3370,, Standard 17-18=-3077/3520, 17-27=-2435/2842, 27-28=-2435/2d42, 16-28=-2435/2842, 15-16=-2435/2842, 15-29=-1537/1991, 29-30=-1537/1991,14-30=-1537/1991, 13-14=-1613/1972, 13-31=-1613/1972, 31-32=-1613/19�I 2, 12-32=-1613/1972 WEBS 2-21=-2159/1755, 3-17=-476/627, 5-17=-728/917, 5-15=-979/1034, 6-15=-329/535, 7-15=-239/367, 7-14=-256/406, 8-14=-234/343, 2-20=-1066/1177, 10-14=-21/280, 10-12=-2194/1832,11-21 1711/1329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i10; Vult=170mph (3-second gust) Vasd=132mph; T6DL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(F.) 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 DOli 3) Provide adequate drainage to prevent water ponding. 4) All plates are MI 20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load no concurrent 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 talll by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.01 7) Bearing atjoint(s) 26 considers parallel to grain value using ANSIITIIPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61 1b) 21=665, 26=577. 6ceieg•tQasetlaatgHgs?risrm'61100En7iSsSjiEUEE'I �AFLLtiElldgd E:AJI11BA5f7figNj tti7jAE1I06i:FvSNEMi Ixa. Tesifd detlgagsiaaeltrs adre.d esfxplaisLus ges ya hs.iylltv"jar4IN Aa!iserl.1"Isi 1, I.E.Ednexeskel 4?ane. Oel:ss ulenise shhi itfit rg,wlT MATeyntumsgets slilld!esed6rltz igDlait141 AseTrns Desye6rae{I.e,Spe:ulry 6tlu?r`;,15?t:dwprlDUr?pesms¢eseraadA?Rralnslud eryserlsg rsgnvliNr6;IE?des!gnel llesY¢eTn?s Er rdsefie Tllh,l:n1u1r4T Ret?sgnri-jam I'd.;cubmn, s.aAirry Anthony T. Tombo 1II P.E. edsse a!ts ism4?aeg ls+ldity is lyerzgnsilili¢dMa gwa?tilt Ovseises^�?itd y�eaEer!Ae lalliey gesfgte, ©!leoehsldli?IEE,eftEudOe'e?dla'fig?ale szdl�l. lie sgl^tee'tlsAe TUB of nrfield esedhe 7nitadttip kxQi:.l sR�age,isshllpin ud hvtiy tS�lEtf�¢sg;ctiA!hd «80083 ' tteNlEaggecga?WED"ost. all .asselorInew .1Is, pronsodgsiislasdti:dildig(M.F.WSony laroma(6ljpillsi mail SElAnz:dveradEngaeenlgtidmr_iF:IG tes4?:espy477iestxdb:issNu<sLrssDeslya?tl!psgestysi;yiUeresdrnssMande^e!es,a'ess 44$1 St. Lucie Blvd. eYtsr!sa dsrud igo tob:ta agrtd ogee a atitisg krdl ger,:as lndsei TaeTns Cash Fs;h?es ls!1C1 tx Ea"dayGnigser, rtTn?s Sg¢n Eagie?ergo EtdL�. All t�G.ad'trass neo ILIA 1011. • Fort Pierce, FL 34946 Copyright 0Tg16A-IRoof isusses-Artl6anpT.TdmhoIII, P.F. Repmduaiaoofthis ddmmenl,inany form, isplohi6Bedwithals�lAewritten permission hamA-I RoolTnsses•Aot�dnpT.Tom6oIII, P.F. Job Truss Truss Type Qty Ply A0024314 71431 .- C09 Roof Special 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:16 2018 Page 1 ID:FerXyRWjJDbONuYU I Ej9OizYkZG-SHJEZrAzp5N BDme??e3936Oi2Ypq_?Mg5hSDvZzYSa1 2-0-0 4 4-0 11-0-10 16 6-11 22-8-0 29-2 6 39-2-12 2-0-0 2-4-0 6-8-10 5-6-1 6-15 6-6 6 10-0 6 3x6 = 3x4 = 3x6 11 5.00 FIT 5x8 = 4x8 = 5x6 = 5x8 = 2M 11 1-0-0 4-4-0 16-6-11 29-2.6 39-2-12 1-8-0 2, 12-2-11 12-7-12 10-0-6 5x8 = Dead Load Defl. = 9116 in 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vert(LL) 0.61 12-13 >726 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.85 12-13 >524 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.31 21 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 256 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except` T4: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except` B1: 2x4 SP No.2, B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' W8: 2x4 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. WEBS 1 Row at midpt 5-12 2 Rows at 1/3 pts 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16 = 1948/0-8-0 (min.0-2-5) '21 = 1696/0-3-8 (min.0-1-8) Max Horz 16 = 455(LC 12) Max Uplift 16 = -673(LC 12) 21 = -592(LC 13) Max Grav 16 = 1948(LC 1) 21 = 1696(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-268/203, 2-3=-3693/2895, 3-4=-3069/2419, 4-5=-3059/2646, 5-6=-2647/2120, 8-17=-963/1379, 7-17=-963/1379 BOT CHORD 1-16=155/289, 15-16=-1030/885, 2-13=-3035/3318, 12-13=-3025/3309, 11-12=-1565/1911, 11-22=-1565/1911, 22-23=-1565/1911,10-23=-1565/1911, 9-10=-1565/1911, 9-24=-1796/2362, BOT CHORD 1-16=-155/289,15-16=-1030/885, 2-13=-3035/3318, 12-13=-3025/3309, 11-12=-1565/1911,11-22=-1565/1911, 22-23=-1565/1911, 10-23=-1565/1911, 9-10=-1565/1911, 9-24=-1796/2362, 8-24=-1796/2362, 2-16=-2065/1653 WEBS 13-15=-990/894, 3-12=-673/873, 4-12=-395/531, 5-12=-1231/1436, 5-9=-391/811, 6-9=-370/477, 6-8=-2516/1890, 2-15=-1232/1433, 7-21=-1708/1341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=673, 21=592. LOAD CASE(S) Standard K!rmq-nncetl4nt;Flg r!dexik'AI IOOF OOSS3(i6t0'T 6Eg:lAtfElNS d(Oe.(nDAS (OSiDNj 3L1a'; AOieDA' gdFgi kfgtedge puradas tad reel ldsnl!i:hss Derga Drnlag(ITIV!!ree Its Ad4Isrl.41159I,I.EIlitreat tAa!i43!eT6St. IIBItis4Rtf.I11 ddel so tit IDD,tay IAJidaeremrp:de!sldlF!luehra4 T)Dta4e nliL A, TrasiDesl;e Elynet{i.!,Spe:irg(6tiu!r;.at minpglDO feprsertsnatu sd It, pdsslndreg!e!!Argrsputllilarb;itels:gaei ae tle'peimsbinit!i rent TDDWI,W"11111. Anthony T. Tombo lll, P.E. Hliedtyl hsiStt'n1ldlfn It Its laprl!Ililh effil Onnt.th 0.&1 a9'IEFd Igoe rfltt ldilin00114!, uCenelddru In, 9ti:Cnfit! I'd b!fre nit nA TIP. 1, 4}gnrd d Its TOD oef nrtitll it d 6e ints.i.Wus 60063 Ile C,tllag Oes�rst [r!(caaM�. All Isles sel 4e1 a fully) n1I4e pi�dlusal g41filins0th klialUpa?d Sdtj h!a.DnBCf peltn4el 4 171a!f SFq nard !xel!n gnot1 peln27W A4'sspa fsFM4.",:ars W bes l!'laLm Ded;rer,Lm gulr bo'etrrai tress Ilon4 s"W"t 4451 St. Lucie Blvd. ' d"tir ldilid lye Curti! optul git is vasty 4r digeds lnefni All gNsl4l.eros areas dtEed IMI1. Fort Pierce, FL 34946 (opyrigh101016A-1Roof Trusses- Anthony I.Tombo1113E. Repnoduition of this dounineni, in any form, is piabibled vdAcunt the winifters permission from A-] Roof Trusses -Anthony L Tootho III, F.E. Job Truss Truss Type Qty Ply 71431 C10 Roof Special I 1 1 A0024315 Job Reference (optional) a. i26 s Nov -i2 ZUl / Ynnu UAZU S NOV 1Z ZU11 MI I eK Industries, Inc. Thu Mar 22 08:05:17 2018 Pagel 5x6 = 5x6 = 5.00 rL1, 2 6 Dead Load Defl. = 3/8 in 7 5x8 = 3x4 q 6x8 = 5x8 = 5x6 WB� 5 8 9 1.5x4 \\ 4 I 31.1 � I 3 W5 W10 N 6x12 4 B2 24 1 2BA W1 1918 17 15 3x4 = 25 26 14 4x6 13 27 = 3x8 = 12 4x6 = 11 3x4 = 10 4x6 = 3x6 = 3x4 = 3x6 II 3x6 11 2-0-0 1-8-0 4-4-0 10-3-15 21-4-8 30-9-14 3&2-12 1-8-0 2-4-0 5-11-15 11-0-9 9-5-6 8-4-14 0-4-0 I Plate Offsets (X,Y)— [2:0-4-12,Edgel, [4:0-3-0 Edge] [6:0-3-0 0-2-41 [7:0-3-0 0-2-4] [8.0-5-8 Edgel [9.0-3-00-3-0] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.42 15-16 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.91I Vert(CT) -0.71 13-15 >626 240 BCLL 0.0 Rep Stress Incr YES WB 0.85y Horz(CT) 0.31 24 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 231 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3,T5: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 "Except` B1,B5: 2x4 SP No.2, B2: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 `Except` BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-13 2 Rows at 1/3 pis 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19 = 194810-8-0 (min. 0-2-5) 24 = 1696/0-3-8 (min.0-1-8) Max Horz 19 = 421(LC 12) Max Uplift 19 =-667(LC 12) 24 =-578(LC 9) Max Grav 19 = 1948(LC 1) 24 = 1696(LC 1) FORCES. (Ib) Max. Comp./Max. Ten.-- All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/206,2-3=-4057/3184, 3-4=-3755/2983, 4-5=-3657/3007, 5-6=-2311/1908, 6-7=-2060/1862, 7-8=-2550/2095, 10-20=-1023/1406, 9-20=-1023/1406 BOT CHORD 1-19=-166/304, 18-19=-717/577, 2-16=-3324/3710, 15-16=-3320/3706, 15-25=-2402/2779, 25-26=-2402/2779, 14-26=-2402/2779, 13-14=-2402/2779, BOT CHORD 1-19=-166/304, 18-19=-717/577, LOAD CASE(S) 2-16=-3324/3710, 15-16=-3320/3706, Standard 15-25=-2402/2779, 25-26=-2402/2779, 14-26=-2402/27,79, 13-14=-2402/2779, 13-27=-1553/1970, 12-27=-1553/1970, 11-12=-1553/19i70, 10-11=-1773/2254, 2-19=-1950/1559 WEBS 16-18=-535/4731 3-15=-527/703, 5-15=-702/922, 5-13=-969/1069, 6-13=-442/622, 7-13=-155/448, 7-11=-348/524, 8-11=-230/358, 8-10=-2434/1914, 2-18=-726/901, 9-24=-1711 /1332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7; 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf, h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior�2) zone; cantilever left and right exposed ; end veftical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate drip 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 hasp been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tal' by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(p) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=667, 24=578. et:vtp-nN:�amepNrt nrt3e a-IEge:n'sssr.<uEiRs;tu M&COMM(3srxtuaa;aenewLPaGMIhrhsr.ie trle gtji taelmnd do tsaIts Im:yes'.PD-iy(Irv.IlINAdmi I. slsi,t.E.ldnese tnef<eremi. gensft.isearldor,Ik?TD p tAieto¢emrp:e#ssta�t!NtrttrasnoNkrdd. As Clrns Dulp Etpax{t,.lKitn16p,!r;,a!Start NJlog Npe!m!tavnp�s twat prrt:umd Nl,nmertyNumapor lot de!vd Ik!4elrt!! f!i:.etlNae lgg Wye ,I.iY.I.Rte`Pjl riNapietl.I1t33iNtb!IN!,!fACilUp Anthony. Tombo III P.E. eai ase tltit I'ssar Npiaildity is lhrespNsiEitttrdlasenecae aantis nairitrl �zsl ar lte killitg gesiENr,ni5ttxftrtdl'NIP(,tltlt; udndletdlaK fnde¢!C4-I.71et1pnN'ell5e?gg aal to hell Nett aeTnss.iadtuala3fw�. shrge.iNM1llAite Nl kNilstilttos:z re<.tNSJ l:ry tf Y t ' iht^I'f 7es! trtfta:rta:. JJ'N:esstlLalatEt7eDNdir :�rtesml d9n!idtl!6rilfit (te amStf h'trntliNit00 tElistdt i71}a1SEEAnzNle:taeg'tr 80083 *3 rM' E 3t - 1 K ml P 1 ntmlysANn_1F�I k5Nsatere:Etsiiiigies NdGaSN ta!LNsgNiper.l5tss kstpSFapser kieTR!S dAadat9l!LN}st 4451 St. Lucie Blvd. tatrwise lthttdlpoENhN tgrdtpahwmiq ll dl ptrtts iNtht3 lteiN!s gYslm Eap4eer is ACi Nstaida7Oes!yan, trTNstSye:z Etpu!erdmr talLa}ul raedatahm: nets ddaNlanF1. Fort Pierce, FL 34946 (oPhightQ2016A-IfoofTtusses-AothooyLlomhoIII, P.E. f!eprodurti000fthisdommeni,inoeylotm,isprohibhedwithcultthe writlenpermissionhoolA-1Roof busses-AnthonirLTomboIII, P.E. Job Truss Truss Type Qty Ply A0024316 71431 .- C11 Roof Special 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:18 2018 Page 1 ID:FerXyRWIJDbONuYUI Ej9OizYkZG-PfR_zXCELidvT4oN635d8X51 sMQSSz7zZ?xKzRzYSa? 21-3-0 1 2-0-0 10-11-3 1 18-9-0 19-4-8 123-1-$ 25-11-8 1 32-9-14 _ _ r 39-2-12 24T-0 8-11-3 7-9-13 -7-8 1-10$ 2-10.0 6-10-6 6-4-14 ' 1-10-8 7x10 MT20HS-- 3x6 — Dead Load Defl. = 5116 In 5.00 12 m I� 0 5x6 WB� 4x4 i T' 4 3 6x12 1 B2 3 1 2 wi 18 16 20 19 2x4 6 Sx6 zz� 5x6 Zz 5T T3 7 8 5x8 = 5x8 = 5x8TR = 9 10 1 fn W4 V 576 W9 tb PA 25 14 12 11 0 15 26 1327 6x8 = 5x8 = 4x4 = 5x6 = 3x6 = 3x4 = 4x8 = 3x6 11 III 1-8-0 4-0.0 8-7-3 19-4-8 25-11-8 32-9-14 39-2-12 1-8.0 2-4-0 4-3-3 10-9-5 6-7-0 6-10� 6�-14 0-4-0 Plate Offsets (X Y)— [2.0-4-12 0-3-4] [3:0-3-0 Edgel [4:0-2-0 0-2-81 [5:0-4-0 Edge] [6:0-3-0 Edge] [9:0-2-8,0-3-41,[10:0-3-0,0-3-01, [17:0-4-4,0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) -0.32 12-14 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.66 12-14 >678 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.20 25 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 251 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2,T5,Tl: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 'Except* B1: 2x4 SP No.2, B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. WEBS 1 Row at midpt 9-11, 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 20 = 1948/0-8-0 (min. 0-2-5) 25 = 1696/0-3-8 (min. 0-1-8) Max Horz 20 = 388(LC 12) Max Uplift 20 = -671(LC 12) 25 = -598(LC 13) Max Grav 20 = 1948(LC 1) 25 = 1696(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/202, 2-3=-4140/3158, 3-4=-3926/3176, 4-5=-2690/2114, 5-7=-2239/2045, 7-8=-2359/2090, 8-9=-2526/2015, 11-21=-1107/1487, 10-21 =-1 107/1487 BOT CHORD 1-20=-151/288, 19-20=-908/851, 2-17=-3166/3731,16-17=-3159/3724, 15-16=-3059/3476,14-15=-3059/3476, 14-26=-1653/2086, 26-27=-1653/2086, 13-27=-1653/2086, 12-13=-1653/2086, BOT CHORD 1-20=-151/288, 19-20=-908/851, LOAD CASE(S) 2-17=-3166/3731, 16-17=-3159/3724, Standard 15-16=-3059/3476, 14-15=-3059/3476, 14-26=-165312086, 26-27=-1653/2086, 13-27=-1653/2086, 12-13=-1653/2086, 11-12=-1708/2245, 2-20=-2070/1673 WEBS 17-19=-869/862, 8-12=-103/380, 9-11=-2477/1864, 4-14=-1200/1330, 2-1 9=-1 185/1263, 5-14=-181/523, 8-14=-250/527, 4-16=-171/578, 10-25=-1716/1332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to -bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 20=671, 25=598. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ''a'atg- 11nsetkaollrreolrntae'Al13OF 8DSS3('Min WWI. IM& NF111G6SACKNEWIENNIV luI 1G4€sip iumdtts.,dre,^da?s ulsit Less reS;s3-iytflQjtot lk L8uP1.Wt!gI.E Iths.,%!!Ith'aeese. Udiss aenist arid mlit TW,ta'( IOTtrtrrEOrr ertessidiMuel6rtoTObholi{.Asa.1losga6duu;,basuit, uyTDOnremiseermpa¢ADe(colsswidupeolp-s:c� (nsilnalforit,kdlt,s:ere Toss €!?lndait, TDO91,es.RI.I.Ni!rps nuuiuEEs.Ldayuedno-u,s.aElury Anthony T. Tombo III, P.E. close dtla TiiaTit lli{[1I€IIa It 11C ILSAN!1TIIIIrdiw O.t!Car Draltf F'!M'I!d Fgy orlL teiltiri Otsiittt,atxnNddtL IU,Aa1°i.ud8e 6td{r€si!deEedRN. Tleeipnddlie TDD wl on tiell ese dtie Trass. ielr6rlla41ei, ssmie, bshilrba u€G¢Eisidila Fs re!eEnsie:l:hd —80083 IFe{ti!4ag Dfs�iat'Ialltaerao!.III 9.1s!lol MhTDD nd lie rsW,as.Ig€i€dnosrtlee{aldol fto on serrq l!'-sme(w, rdhs1ad 4 TA W SIIA marsL•erfats€-!p.+:€Afa Teal fElEtSQtRSpa51i'u:LtS&deE!I!so!eAeIIrSS Desiiear.Tu3sges!tnFapa.ttw€TeespamloaeleyfeLss 4451 St, Lucie Blvd. ' rtxHseldird 1pa6d:E0 egedepev to wrifiei{i dl pdas lnsioi ThtTnsspEsi?a Bil,ods AOTrt{a dai Gls(iatr,rtinss lis?em Epurdsaltoidiai. All#1dadkros neosdetadm0[l. Fort Pierce, FL 34946 CopyrightD2016A-1RoofTmsses-AmhonyT.TomboIII,R.I. Reproduction of ibis document, in any form, is ptobibiled without the written permission from AA Roof Trusses -Anthony L Tomb 111, F.E. Job Truss Truss Type Qty Ply 71431 C12 Roof Special 1 1 A0024317 Job Reference (optional) 2-M, 8.4-15 4x6 _ 3x4 5 3 6x12 82 "' 19 17 21 20 3x4 = 3x6 = 3x4 = 1.5x4 II 3x6 11 2-0-0 I. U. I— a INUV ac cu If dues. o. 1ZV s Ivov I L ZU It IVII I etc mausmes, Inc. t nu Mar zz uti:=ibi zul6 5x6 = 6 5x6 = /n\ \� 5x6 = 7 14 16 15 27 28 3x8 = 2913 . 30 4x6 = 4x6 = 3x4 = Dead Load Dell. = 5/16 in 5x8 = Sx8 = 5x8 = 9 (04.1 12 sr�s 26 12 11 �9 3x4 = 4x6 = LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.40 17-18 >999 360 MT20 2441190 TCDL 17.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.59 12-14 >754 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.32 26 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 229 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3,T4,T6: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `Except` B1,B5: 2x4 SP No.2, B2: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except` W13: 2x4 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-14, 8-12, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21 = 1948/0-8-0 (min. 0-2-5) 26 = 1696/0-3-8 (min.0-1-8) Max Horz 21 = 357(LC 12) Max Uplift 21 =-675(LC 12) 26 =-592(LC 13) Max Grav 21 = 1948(LC 1) 26 = 1696(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/201, 2-3=-4002/3144, 3-4=-3740/3005, 4-5=-3617/3022, 5-6=-2612/2177, 6-7=-2663/2351, 7-8=-2412/2091, 8-9=-2230/1805, 9-10=-253/200, 11-22=-1214/1584, 10-22=-1214/1584 BOT CHORD 1-21=-159/275, 20-21=-619/546, 2-18=-3112/3650, 17-18=-3108/3647, 16-17=-2563/3072, 15-16=-2563/3072, BOT CHORD I 1-21=-159/2.75, ,20-21=-619/546, 2-18=-3112/3650, 17-18=-3108/3647, 16-17=-2563/3072,15-16=-2563/3072, 15-27=-1537/2068, 27-28=-1537/2058, 14-28=-1537/2058, 14-29=-1673/2167, 13-29=-1673/2167, 13-30=-1673/2167, 12-30=1 673/2167,11-12=1522/1983, 2-21=-1958/161 WEBS 18-20=-460/449:�-15=-992/1072, 3-17=-393/496, 5-17=-444/669, 6-15=-612/777, -14=-680/945, 7-14=-1144/103d, 8-14=-379/669, 8-12=-278/205, 9-12=-26/419, 9-11=-2330/1779�r 2-20=-686/778, 10-26=-1726/1340 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; 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 non i oncurrent 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 py 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(- 26 considers parallel to grain value using ANSUTQl 1 angle to grain formula. Building designer sf�ould verify capacity of bearing surfac(. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 21=675, 26=592. LOAD CASE(S) Standard 6ruq�flenudmsgkfgn.iswt3e'dI IDC; lIC�1e5{'SFllEPg 6Eg0it rfINS6E0F'iflfkl(g110Mj dn7j 2EldgA'�iNEMP IeEm. rarArlatl;sgoioslsrs eslrtd WFswl>isLess help PEevuglRu^;eri IN ReNEerl. rcxfat!, t.Llelwexe SlEEf gs':aresse. Raless elEerrise sitleg er>heNlt,ss:g WiEEEe¢eEnrg'sks slillEr. redfirlt! IdDla 6esdil. 4s a fuss Denys 6glnepl,Supdir h�xs�,An seA n eglDDrepesws mua,^,00:e E{nE p . 9uel EusFe;�g EeSIBESIgiICt'Cf H! IEf�g1Ei IkF STyFTfe!t {s;iaEl eke RW aElr,vadu i?Fg. gtx 6esys mnopliFes, hrEBfuEtlnxs, SEndll Anthony T. Tombo III, P.E. rusedYsL ssfeE ear killice islh resgn!till¢eff5e].xE.thO+xis crear¢sleleWntgetulCeg OuigEe:,m Ce netEstdou lK,SEH: xdhe 6s4 to'lig Eale¢dr.RL'le Ep�na'diM lhh eslmAdR ese altie irass.aJrffalD�.n:gE, luhllsfilaxl snsigsg4iEn G!resgEn952:¢d - 80083 ' neti!eagoss�g•,e�Fr4ft'N Alluks511"1sthTDDeonIrxuesolg4ites0MlidAq(sorptlfsfe7laa!nmseROfIdswtjINISIu�EEM>tsefh+gSen�ai9melFHhtiasi!nsp�g7inesEaldM�e!1ELasDesi;en,r:ens)es!gsF�gxrcairsesstlsaAeniEr,w!ess- 4451St.LueieBlvd. elFrviu IFDrtd 1pa(ell:rneFedegee Ie cridq Irdl gems Imdsei 1§erress Ce,ign EEyiaur Is l0i kx laSag Pestgaer, FrTnsSgs'Em Eyixer dor haJWsg. RD %;ja!Per.s ereo dd;nd IaTPFI. (opyrighl 0 2016 A -I Roof Trusses-AnthonyT. Tomho 111, P.I. Reprodudion of ibis dotamenl, in any In In, is ptohihited without the wsitteo permission Isom A-] Rof Tresses -Anthony L Tomho III, P.P. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0024318 71431 r C13 Roof Special 1 1 Job Reference (optional) Al itoof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:20 2018 Page 1 ID: FerXyRWjJDbONuYUI Ej9OizYkZG-L2ZkOCEUtJtdiOymEU85DyAOO952wgeGOJQRI KzYSZz 11-11 14-9-3 21-3-0 27-1 8 29-11-8 , 36-9-14 2 0-00 0 7-11-11 4-9 8 T 6-5 13 5 10 8 2-10-0 6 10-0 2 4-14 6x12 B2 1 2 20 1918 5x6 WB� 1.5x4 \\ _ 4 5x6 = 5.00 12 3x4 5 14 16 26 27 15 3x4 = 4x6 = 3x8 = 5x6 = 5x6 = 12 28 13 3x8 = 4x6 = 3x6 = 3x4 = 3x6 11 3x6 II 2-0-0 01-8-0 4-4-0 11-3-5 21-3-0 29-11-8 39-2-12 1-8-0 2.4-0 6-11-5 9-11-11 8-8-8 9-3-4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.50 16-17 >897 360 TCDL 17.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.65 16-17 >687 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.35 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* T5,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B3: 2x4 SP M 31, B2: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W12: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-14, 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20 = 1951/0-8-0 (min. 0-2-5) 25 = 1696/0-3-8 (min. 0-1-8) Max Horz 20 = 326(LC 12) Max Uplift 20 = -677(LC 12) 25 = -586(LC 13) Max Grav 20 = 1951(LC 1) 25 = 1696(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3870/3011, 3-4=-3671/3005, 4-5=-3639/3022, 5-6=-2337/1999, 6-7=-2319/2000, 7-8=-2261/1950, 8-9=-2532/1972, 9-1 0=-323/21 0, 11-21=-1396/1729, 10-21=-1396/1729 BOT CHORD 19-20=-603/562, 2-17=-2876/3513, 16-17=-2871 /3508, 16-26=-2243/2825, 26-27=-2243/2825, 15-27=-2243/2825, 14-15=-2243/2825, 14-28=-1975/2588, BOT CHORD 19-20=-603/562, 2-17=-2876/3513, 16-17=-2871 /3508, 16-26=-2243/2825, 26-27=-2243/2825, 15-27=-2243/2825, 14-15=-2243/2825, 14-28=-1975/2588, 13-28=-1975/2588, 12-13=-1975/2588, 11-12=-1205/1466, 2-20=-1989/1659 WEBS 17-19=-512/529, 3-16=-490/632, 5-16=679/887, 5-14=-971/1001, 6-14=-997/1252, 7-14=-734f702, 7-12=-738/664, 8-12=-330/567, 9-12=-498/832, 9-11=2003/1744, 2-19=745/798, 10-25=-1757/1364 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=677, 25=586. LOAD CASE(S) Standard Dead Load Defl. = 3/8 in 5x8 = 5x8 = 5x6 = 9 10 to 1 to 25 11 `< 5x6 = PLATES GRIP MT20 244/190 Weight: 216 lb FT = 10% iFeniq-Peeu tlant99rreehnta'sT IgCF If5s3 iE0E116U01;fE1Nsd(ul illglS(�JS16Rj iV19?d(C1Ce1FdSNFRi'6sa, reey hsipiueaden eil adedaaI§.Les gesiafitriyllr tr!sa leiayl. isxat:^,I,r.E Iderent Oat 4.`xe ese. Udtsst@enise modufle,10,4a ksTekaetEbr{:Ees skillt: esed6r ae l)g laanni. Iselrrss Desile hyiaerEee,sleitct FlNtt'rtae udnoyTaOeeyresedsatra; sadlae pahs:Uedeget?rieg rapesilllel6; tle lagadta s:apeTn!s dtp�netatle TDOullala?].Itet?sip,nst,pitn.ttd*puermet.u,I,IP Anthony T. Tornbo lII, P.E. tilts. rl*I t,aas4r eat 11.1 1Isk "'Ints"liil Ithe hur.I 9-isa ari,d.; 1711, il/ie lY heipae,9te tie eta IX,62W alike letvs!Uff'tg Wettl MI. TIesipanitllkelVail.sf AtllmdI!;.ial i inssOq le Qg. mele, itsNlt11 nd Isrj sketh la mrac):.ly tf v 30083 IMI;'ea97ts�ln.ecd[szkaaa:.All nIssesalittleINAlayanasmlpithettlL•Win)(,pVanssevyltiaatenaft(sfpHs&lkyIn0SkgntreldmelMgea Ipim IkRStk;lAiea11% IFIEiieti'k?Td6011?Lesoveren'besshVPElr-cal TossMW."'a"Wess 4451 St. Lucie Blvd. dhervia ddied lye latetlayed sea Iswitl ky di panes iodei lheT,[ss Ces arnyheer is 7Cl@e raAag6a:pa, erTtns slrts Eayaarday llaLay. AllttrUaAkreemosddadalfil. Fort Pierce, FL 34946 CopyeighlCCf2316A-1RoofTiusses-AnihonyLTem6oUI,P.E. hprodudionofthisdomment,inanylose,isprohihBedwithculthewrittenpermissicnhomA-1RaofTresses-AnthonyLTombIII,P.E. Job Truss Truss Type Qty Ply 71431 C14 Roof Special 1 1 A0024319 Job Reference optional) m.U111 Sawa. rtai t ricf—' re� r vv o, ueblynLa r itubb.wrn mun: o.-!zu s Nov 1z zut r ennC a-1ZU s Nov 1Z ZU1 / MI I eK industries, Inc. Thu Mar 22 08:05:21 2018 Page 1 I D: FerXyRWjJDbONuYU IEj9OizYkZG-pE77cYE6dd?UKYXyoBfKm9jZIZV?fKtPFz9+ZmzYSZy 2-0-0, 9-11-11 14-9-3 1. 91-3-n 9cLl-q vo_o 4o � 5.00F12 5x6 = 6 3x4 5x6 WB� 51 T 3x4 4 3 1 W5 6x12 4 B2 3 1 2 W1 17 15 25 26 14 13 19 18 3x4 = 4x6 = 3x8 = 3x6 = 3x4 = 3x6 II 3x6 11 2-0-0 MIA 6x6 = 5x6 = 7 11 12 4x6 4x8 = = LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.92 BC 0.72 WB 0.65 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.48 15-16 >926 360 Vert(CT) -0.65 15-16 >682 240 Horz(CT) 0.34 24 n/a n/a LUMBER - TOP CHORD 2x4 SP No.2 `Except* T3,T1: 2x4 SP M 30, T5: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 30 'Except* 18-19=-546/545, 2-16=-2789/3507, B1: 2x4 SP No.2, B3: 2x4 SP M 31 15-16=-2786/3503, 15-25=-2162/2823, B2: 2x6 SP No.2 25-26=-2162/2823, 14-26=-2162/2823, WEBS 2x4 SP No.3 *Except* 13-14=-2162/2823, 12-13=-2107/2762, W11: 2x4 SP No.2 11-12=-2107/2762, 10-11=-482/564, OTHERS 2x6 SP No.2 *Except* 2-19=-1987/1683I SB1: 2x4 SP No.3 WEBS BRACING- 16-18=-406/450, 3-15=-494/629, TOP CHORD 5-15=-673/875, 5 113=-959/977, Structural wood sheathing directly applied, except end 6-13=-909/1187, 7-13=-819/821, verticals. 7-11 =-1 029/953, 8-11=-440/657, BOT CHORD 9-11=-1170/1712, 2-18=-685/686, Rigid ceiling directly applied or 3-8-6 oc bracing. 9-24=-2000/1605 WEBS I 1 Row at midpt NOTES- 5-13, 6-13, 7-13, 9-11 1) Unbalanced roof live loads have been considered MiTek recommends that Stabilizers and required for this design. cross bracing be installed during truss erection, in 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) accordance with Stabilizer Installation guide. Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encll, GCp1=0.18; MWFRS (envelope) REACTIONS. (lb/size) and C-C Exterior(2) zone; cantilever left and right 19 = 1948/0-8-0 (min. 0-2-5) exposed ; end vertical left exposed;C-C for members 24 = 1696/0-3-8 (min. 0-1-8) and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate DOL=1.60 Max Harz 19 = 294(LC 12) grip 3) Provide adequat drainage to prevent water Max Uplift ponding. i 19 =-681(LC 12) 4) This truss has been designed for a 10.0 psf bottom 24 =-582(LC 13) chord live load nonconcurrent with any other live Max Grav loads. 19 = 1948(LC 1) 5) • This truss has been designed for a live load of 24 = 1696(LC 1) 20.Opsf on the botto chord in all areas where a rectangle 3-6-0 tall b� 2-0-0 wide will fit between the FORCES. (lb) bottom chord and any other members, with BCDL = Max. Comp./Max. Ten. - All forces 250 (lb) or less except 10,Opsf, when shown. 6) Bearing at joint(s) 24 considers parallel to grain TOP CHORD value using ANSI/TPI 1 angle to grain formula. 2-3=-3865/3007, 3-4=-3666/3002, Building designer should verify capacity of bearing 4-5=-3634/3019, 5-6=-2347/2013, surface. 6-7=-2366/1986, 7-8=2257/1909, 8-9=-2524/1925 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s) except (jt=lb) 19=681, 24=582. 18-19=-546/545, 2-16=-2789/3507, 15-16=-2786/3503, 15-25=-2162/2823, 25-26=-2162/2823, 14-26=-2162/2823, LOAD CASE(S) Standard Dead Load Defl. = 3/8 in 5x12 = 9 on 1 on 24 on 10 3x4 11 PLATES GRIP MT20 244/190 Weight: 214 Ib FT = 10%a Gndq-rktn dtmt"Jra!tr.t3t•t; {DDf aDSS31'irfl9'� tfHEl![ fftx5 d [GtdttBaS rdSIDMt £LYO').CCMC6LD6NEX' Itrn. ierrtr erdpiaeaden til rt:i md!s a tsis in!s DepDrnixritG-'arr! C! L3aTl.itshD! tEtdyea! 4!d!t'a� at. Ddess dlv+in ddd lctlrIDD,saip WTeitaamte'(.ess4>71t!mse1Gl DO Ishlobt Ise trRs Darytfmy�!rtee,sKaruff da!r„e!srd atgiDD nfresal!aunr,�;edlSe pdn!IttdlR'lFe'I1B f!stamuats:nr{a�s<; ee ra�eTnssd!rm:;ammD sdr,naerfxf. Trs tecpnnapnn.11stfpmnaas. aaanry Anthony T. Torn6o III, P.E. nC tsed!nsf:tss4 tortdlfrg ls3esecf.oWny ONG-LotMtr„hmd tpd c!hk'Ittg Dnigte!,nfx nd!ddtB ttr,6.-3:at8etud Wfsguch WMi.Th q�.!!fd Ih TDDaIaTAe3 noOn!fnn-M.figlmrog.angf. h Wifi. ad h" stdi4e Na re!ketl;.hd 280083 ' nt{..if)SK'tR!RIIeI:'ICY..dDallfdZr.eMTDDt��tf�l(r!Of}rIN�OYtiM!tHIG1tICCf(EMSddfll°YIIEflaftfxjpSllSttdSTfttei{$ttl�n!:dd,xe7itpuNpAneTPNk3at�ngtntifnne4r.,xd�ruasoeupn,t!nslespfn�!nmtTn:sxaatln�n;a!e!s 4451St.0083Blvd. dcr.ta MulkleCd:ed Bred apt ig"tT di lives I.AdTktTnaDlnalrginerlstDf Cs tnlat Ct;igsn,lrTrm!sSpx:aEatileeedoy5nl_lti!f. tD r.Tidadkras news leteditR41. Fort1St. Luca Blvd. (optrigh102016A-IRoofbusses- Anthony LTomboIII. P.I. Reproduction ofthis document, in anitfarm, is probibliEd without the titten permission hom A-] Rooffresses - AnthonyLlomho [if, P.E. Job Truss Truss Type Oty Ply A0024320 71431 C15 GABLE 1 1 Job Reference o tional Al froof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 Is Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:22 2018 Page 1 ID: FerXyRWjJDbONuYU IEj9OizYkZG-HRhVpuFkOx7Lxh69LvAZINFmLztyOmnZTdvYSCzYSZx 2-14, 10-2-10 18-4-0 21-3-0 , 25-2-8 , 31-1-8 33-11-8, 38-10-0 43-4-0 454-0 2-1 4 8 1 6 8-1-6 2il 0 3-11 8 5-11-0 2-10-0 4-10 8 4-6-0 5.00 F12 5x6 = 4x6 21 s1 502 = 4x6 = 6x10 �:_ Dead Load Deb. = 5/16 in 6x10 = 5x6 = 6x6 = 4x6 = 3x6 11 3x6 = 43-8-0 2-1-4 4x6 = 2.50 12 43-4-0-4-0 ,1-8-0 18-4-0 120-3-8, 31-1.1 , 41-M ,43-0-0„ A5-4-0 16-2-12 1-11-8 MIA 9-11-0 1-11-8 1-8-0 0_5-4 04-0 LOADING(psf) SPACING- CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL %0 1.25 TC 0.80 Vert(LL) -0.47 15-16 >634 360 TCDL 17.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.79 15-16 >373 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except` B4,B5: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` Wl,W14: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. WEBS 1 Row at midpt 3-17, 5-17, 6-16, 7-15, 7-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-8-0 except Qt=length) 13=0-8-0. (lb) - Max Horz 23=-193(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 20 except 23=-201(LC 8), 22=-221(LC 12), 17=-856(LC 13), 13=-461(LC 13) Max Grav All reactions 250 lb or less at joint(s) 18, 19 except 23=454(LC 23), 22=378(LC 23), 17=2597(LC 1), 17=2597(LC 1), 13=1062(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-160/453,3-4=7505/1075, 4-5=488/1208, 5-6=-46/733, 6-7=-65/669, 7.8=-889/986, 8-9==773/799, 9-10=-905/779, 10-11=-974/594 BOT CHORD 22-23=-267/277, 21-22=-359/367, 20-21=-359/367; 19-20=-359/367, 18-19=-359/367, 17-18=-359/367, BOT CHORD 22-23=-267/277, 21-22=-359/367, 20-21=-359/367, 19-20=-359/367, 18-19=-359/367, 17-18=-359/367, 16-17=-1164/1077, 14-15=-736/1054, 13-14=-448/554 WEBS 2-23=-367/621, 2-22=-553/369, 3-22=-168/346, 3-17=-855/737, 5-17=-1960/1371, 5-16=-679/1442, 6-16=-613/156, 8-15=-575/698, 10-15=-333/401, 10-14=-313/520, 11-14=-931/1303, 11-13=1020/899, 7-15=-919/1189, 7-16=-990/1004 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except Qt=lb) 23=201, 22=221, 17=856, 13=461. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 291 lb FT = 10% Yni Fws+Saarpi!i:A,kaf IAt'AdIC1f ittISSES rS`1!tl'r �itAAtiitY.StCCSCTICNS(CiTCA{'tC!8jAtp7vIECT.1"-.AT Ira ytrft M-01movs.1I'll maI'MT,.sMy ke-1;CPlecl6:l.4gi.mh I1JI.rtum SA.f III,,, in_Lr'e!teynritE WIts! N7'".D,idy wak—rw IlIhs:WI h.:A(NeIGh1,Idt iret,et:e�,:eE��eer{is sp!� .rr�=+wanete�.ayr. ,!xe,rsrmkthmte �sPet.t a npye, ,.p.!�z:.rn !�,y�da! Ier,r:l!runaea ti a.n,.tRIrFI. rArl:,Ise.::=t!:f, .:�tx�.t.s min Anthony T. Tombo tti, P.E. ecie.!AF.itrrttsl.al6x,Ilag[su!n,ptasiiiq efht Cr.,,fit Cze!:'srn'autrigal.rwel<zga;:tu;,hh.ts!ad@eliC�'eR(¢dktiaal hi4iiy:NsasfirlL he npis.IsiHliB.le<1fr!IA.:dhe rnss;ix:�i:gaz!OhA, sloit3r,:e:.r::ea..i bneg s4sll t: a:;e!p.si;ilesd1 80083 tal t.11fOrINSISO4(e2Altiadt4l. Aa:il.ftl l>fa:ieTay.tr`ir'1�f. AklSYkr'k!i611A!t4=(:'.Gl rtT.i.etU Slat Mnsraa(1iSlJyii'.:tAN3.In eklS6iA Ut (F(N.Mie!lite,tt rFllF.t. T74i 1,!a3i 7etlipflGlL!e aAlnI.S 91iIlT:.Sf.fSy.,!!,1.. teDAt Ggttu ill (telf Al.ktlN`.e.ra1!!f 4451 St, Lucie Blvd. tlttit'bt lttntdhtt.hIIl elltel arxu4i_m�kl LijLli.3 (t•al!tl. [kt T,iS)Pt5ij4 E�j Et4ail!J: lit rAllisb Otsipcca,nis:SPl!mt,!ac ct:ea.aaeq. c, upa:h.euem"Is hfid it?rft. For, Pierce, FL 34946 (opyiighfs:2016AARoofMusses-Aribonyl.Iamb,III,P,i. Arp,adueionofthisdommeaf,inanyfarm, isplohibitedwilhoulthexlifleapmmissioefromA4loaflimes•AnthonyLTambollf,P.L Job Truss Truss Type City Ply 71431 C16 Roof Special 1 1 A0024321 Job Reference o tional A s Hum I russes, rod Pierce, FL 34946, aesign@aitruss.com t fun: 8.121.1 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:08:35 2018 Page 1 2 5.00 12 5x8 = Dead Load Defl. = 3/8 in 4x4 11 6 4x6 3x6 4 7 08 i:� I W . 5x6 = 5x8 3 W4 W7 W8 8 4x8 2 1 6x8 1 5x10 MT20HS- 10 W 10 JCC? 19 11 4x6 20 l0 16 27 15 14 13 4x6 - 6x6 = 2.50 12 _ 17 5x6 = 4x6 = 4x8 — 6x6 = 12 6x6 = 4x6 = 5x8 = 2-4-0 18 17$12 18,-0.6t 22-3-8 33-1-8 390-11 43-0-0 45-4-0 43-&0 1-8-0' ' 7-8-6 0-8-0 74" 0- 0 3-11-8 10-10-0 5-11-0 3-11-8 0-3-10 P 1-8.0 Plate Offsets (X,Y)— [4:0-3-0,Edgel, [9:04-0,0-2-21, [18:0-5-0 Edgel I LOADING (psf) SPACING- 2-2-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.44 19-20 >429 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.76 14-16 >397 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.10 17 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 264 Ib FT = 10% LUMBER- TOP CHORD 2x4 SP M 30 'Except' I T2,T4: 2x4 SP No.2 WEBS BOT CHORD 2x4 SP M 31 'Except- 2-20=-921/1643, 2-19=-2927/1115, B1: 2x4 SP No.2, B3: 2x8 SP No.2 3-19=-1022/272, 3-18=-1321/3567, WEBS 2x4 SP No.3 *Except" 7-14=-1135/1555� 8-14=-1226/1129, W1: 2x6 SP No.2, W4: 2x4 SP No.2 9-14=-318/561, 10-13=-1330/2015, BRACING- 10-12=-1438/1402, 6-17=-1349/646, TOP CHORD 6-16=-778/1103, 7-16=-1118/1157 2-0-0 oc purlins (3-8-8 max.) (Switched from sheeted: Spacing > 2-0-0). NOTES- BOT CHORD 1) Unbalanced roof live loads have been considered Rigid ceiling directly applied or 34-6 oc bracing. for this design. WEBS 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 1 Row at midpt Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; 2-19, 3-18, 7-14, 6-17, 7-16 Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right REACTIONS. (lb/size) exposed ; end vertical left exposed; porch left 20 = 949/0-8-0 (min. 0-1-8) exposed;C-C for members and forces & MWFRS for 12 = 1454/0-8-0 (min. 0-1-12) reactions shown; Lumber DOL=1.60 plate grip 17 = 221410-74 (min. 0-1-8) DOL=1.60 Max Horz 3) Provide adequate drainage to prevent water 20 =-209(LC 13) ponding. Max Uplift 4) All plates are MT20 plates unless otherwise 20 =-721(LC 8) indicated. 12 =-667(LC 13) 5) This truss has been designed for a 10.0 psf bottom 17 =-861(LC 9) chord live load nonconcurrent with any other live Max Grav loads. 20 = 972(LC 23) 6)' This truss has been designed for a live load of 12 = 1457(LC 24) 20.0psf on the bottom chord in all areas where a 17 = 2214(LC 1) rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = FORCES. (lb) 10.Opsf. I Max. Comp./Max. Ten. - All forces 250 (lb) or less except 7) Bearing at joint(s) 117 considers parallel to grain when shown. value using ANSI/TPI 1 angle to grain formula. TOP CHORD Building designer should verify capacity of bearing 1-2=-161/462, 2-3=-1320/3528, 34=0/412, surface. 4-5=0/516, 5-6=-166/485, 6-7=-693f767, 8) Provide mechanical connection (by others) of truss 7-8=-2538/2179, 8-9=-2237/1845, to bearing plate capable of withstanding 100 lb uplift at 9-10=-2167/1531 joint(s) except (jt=lb) 20=721, 12=667, 17=861. BOT CHORD 9) Graphical pudin representation does not depict the 1-20=471/222, 19-20=-504/213, size or the orientation of the pudin along the top and/or 18-19=-3205/1150, 17-18=-988/2346, bottom chord. 5-18=-528/728, 16-27=-663/1148, 15-27=-663/1148, 14-15=-663/1148, 13-14=-1239/1894, 16-17=0/315 LOAD CASE(S) WEBS Standard 2-20=-921/1643, 2-19=-2927/1115, er:dq.11e„ea(n�x!(nle.lx•tttoe; nlsssr,((trrl aeuet(wsa(araneuosToxti X1]jxR1ca�4;�dlgr rrra Teary reap turadnis wMassHN;T.ess de 1dnfl. L )RLt.LId...4a!h!. rt. udess vlffise add redrTDD,(mlp WTESULTTr tkissUlt?,alia bIDi lsk,sll Is elms Desire bel.ti.ler sdl—TTDD eet(eteds a soujTee dtie pd.sled Mull Isjusiiar S(Ne i(sirsd at 9,OTmS r?r d rr ar TDD air,,xiaW. ieS f?f'pasllONlle1,II(!fg(uiinleS,flnitlial I Anthony T. Tombo III, P.E. de-Ili,Tre:s`z?rrl1616.isihmpr!Illyd(20�ve&e camss;E+au(d e;<.9e(lie tale,g oe!ryxaare:,madly?la(,�?I..udde6(d lx E.r nl(nilPLt. 7e(i nr:dNe lDDNmfidinedd?Tnis,idr3gl�'xt,s!e;q(, isfiedmud kro(sg sSdtMC?re!p�oti6dryd ' arr�r:a De: :w(r,ee?.rg:eded®xnorol;powtoa pq![.!s erns wftj(osltsed Sdetliemu es{l(£pN:sG9ll1AHRgrerd:(eudispm!p4mt, TPlaiees!!nsµa:t:i�esidf?sd3?T:nsD<sip,l:r sOesF nTnse mlinsurn ente(, x!ess «. 80083 d(rfiu 1(fir(llpo Ga:m vied rsu a xnugTrdllm,:(s Im(aei iheTnu CrslaEeyheer i tCi..e tridag0(stgser, erTn!s STe?a Fatisar dor b,aaet. N mp:adte:as ness irEeel hRtl. 4451 St.Lucie0083 Blvd. Fort Pierce, FL 34946 (opyrightO2016A-IRoof husses-Aationy1.Tombs III, P.E. Reproduaiaooh6isdowment,inany form, ispio6ihitedwithcuithe w1pinenpermission been A-1RcolhEsses-Anthonyl.Temho111,P.L Job Truss Truss Type QtY PIY A0024322 71431 C17 Roof Special 1 1 •' Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:24 2018 Page 1 ID:FerXyRWjJDbONuYU I Ej90izYkZG-DpoFEaH_wYN3B?GXTKCI OoL2lnUdscEsxxOfASzYSZv 21-6-0 :6 178-162 21..0 21 288 35-3810 31--0 4501012�2247 0-3-0 5.00 12 5x8 = Dead Load Defl. = 3/16 in 19 Jn� — 3x6 = rxtf = 12 16 6x6 = 46 = 46 = 6x6 = 2.50 F12 5x6 24-0 184-0 45-4-0 10-M 111-8-0 17L12 -0 8 377118-8 43-0-0 4ti3-8r0 i 76-6 786 7-3-8 3- 5-8-0 0-8-0 0-3-10 1-8-0 Plate Offsets (X Y)— [4.0-3-0 Edgel [9.0-3-0 0-2-4] [13.0-2-10 0-0-31 [16:0-240-2-12] [17:0-5-0 Edgel LOADING (psf) SPACING- 2-2-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.44 18-19 >429 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.40 18-19 >474 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) -0.13 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 258 Ib FT =10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except" B2: 2x4 SP M 31, 133: 2x8 SP No.2 B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` W1: 2x6 SP No.2, W4: 2x4 SP No.2 BRACING - TOP CHORD 2-0-0 oc purlins (3-3-0 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 3-4-13 oc bracing. WEBS 1 Row at midpt 2-18, 3-17, 7-15, 6-16 REACTIONS. (lb/size) 19 = 933/0-8-0 (min. 0-1-8) 12 = 1443/0-8-0 (min.0-1-11) 16 = 224110-7-4 (min. 0-1-8) Max Horz 19 = -208(LC 13) Max Uplift 19 = -715(LC 8) 12 = -661(LC 13) 16 = -866(LC 9) Max Grav 19 = 964(LC 23) 12 = 1447(LC 24) 16 = 2241(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-160/460, 2-3=-1296/3489, 3-4=0/447, 4-5=0/551, 5-6=-130/453, 6-7=-814/850, 7-8=-1992/1630,8-9=-2265/1797, 9-10=-2505/1830 BOT CHORD 1-19=-469/221, 18-19=-505/212, 17-18=-3168/1127, 16-17=-988/2322, 5-17=-531/710, 15-16=0/290, 15-26=-873/1420, 14-26=-873/1420, 13-14=-2186/2994,12-13=-285/424 BOT CHORD 1-19=-469/221, 18-19=-505/212, 17-18=-3168/1127, 16-17=-988/2322, 5-17=-531 /710, 15-16=01290, 15-26=-873/1420, 14-26=-873/1420, 13-14=-2186/2994,12-13=-285/424 WEBS 2-19=-913/1631, 2-18=-2889/1092, 3-18=-1026/274,3-17=-1333/3577, 7-15=-1244/1214, 7-14=-445/821, 8-14=-1347/1227, 8-13=-908/869, 9-13=-410/666, 10-13=-1871/2492, 10-12=-1347/1286, 6-16=-1339/698, 6-15=-787/1128 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s)16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 19=715, 12=661, 16=866. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Ne:dq ntllt tlt„yklrrzdewlk'S1Puf MISS isfufrl almu[66e(eamDls[mDnti niO•,a:ueT::[D�a[[nr rim Y,.t eflp a-attos lni-de3t?32113Sy!f139t1�f D,..f:[iR';jlg rk W.11.Ta), ul ILie—LieIs!" m. ude1101-m add v it TDD•ma 41TtiotetmljosAsHt<rsedhrlkTlOnk,dd.dlei,nsDlstpt[,pntr(t.e,SK.Idllkpal,tlew,lottrTDO,tpresufm-r-1stit* rrd:ssutdegt!.?'.9U1i1d16;It, hssadINv,rein!skria!lnnemotdy,.alnt?F[.rtzl!spnnvnkitn,lett4rntdmn!,stndury Anthony T. Tombo III, P.E. B: M rd d,sedlt!s Tnisli,t 6tle,mpeui odN0.!,NO.slisr.+k:irtd tlederlklolcl!Desi1w,©*mtrdeflu 1ktit IVulfle lnd W6,;31"dON. Thtr;asidn.TOD.1 gEdd es,dtit Tmt.hd,6ae�a}m1p,ftfillditt etd ktr� AsRh Pa mlatid:h if F80083 ' dfr.'frrDel:rt:tars,ro.dN.,�ssow. It- NO14ot of s.dr:d es.1ut[s.lag0e[smMIT l—h.;%;ptlotzl4Mill sl0tetrd atd5nttdOnmTP[ 4451 St. Lucie Blvd. f'ltnrisrldi,td trofelFtO,getd twuvrmq lTdlpe.:ts lt,d,ei lleinn C.t:x[>j4eerls dCi L`e raidarO[siyaer,tr ynls Sfs+!a Equtttdssr kil9vy. Ylta-.a!dk:m uemdrfatlURN. Fort Pierce, FL 34946 (opyrijbiD2O16A-Iioolhasses-AnlhonyLTorch III, P.I. Beproduttionofthisdommeni,incoy form, isprohihitedwilhaulthewri"eopumissionlions A-IHeolhesses-Aotfi nyT.TombIII,P.I. Job Truss Truss Type City Ply 71431 C18G Roof Special Gir er 1 1 A0024323 Job Reference (optional) r%I Rum trusses, Fonr Fierce, FL 34946, eesign@aifruss.com KOn: 6.12h1 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:25 2018 Page 1 �s-0-c ID: FerXyRWIJDbONuYU IEj9OizYkZG-iOMdRwHdhsVwo9gj 11jGw?tEMAr7b3q?Ab?CiXzYSZu 0-8-0 5.00 12 x I Dead Load Deft. = 5/16 in 3x6 = 5x8 = 3x6 !:r- 5 6 7 1 4 3x6 3x6 G I 4g 3 W4 5x8 = 5x6 = ci c? 4x8 W8 9 2 2 13 4x8 10 11 m 1 4x8: i nA c' 21 12 � 44 z 0 18 17 16 15 1429 22 19I 5x6 = 46 = 5x14 = 13 6x6 = 2.50 12 3x6 = 6x6 — US 4x6 = 19 4x6 — 2-4.0 18-4�0 45-4-0 0-8-0 0310 0-6-0 1gp Plate Offsets (X,Y)—[6:0-3-0,0-2-41, [7:0-5-12,0-2-81, [10:0-3-0,0-2-41,[14:025-4,0-1-0][19:0-4-0 0-1-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.22 21-22 >868 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.52 14-15 >579 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) -0.13 19 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 264 Ib FT = 10% LUMBER- TOP CHORD 2x4 SP No.2 I BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 9) In the LOAD CASE(S) section, loads applied to the B3: 2x8 SP No.2, B6: 2x4 SP M 30 20-21=-874/997, 19-20=-2055/896, face of the truss are noted as front (F) or back (B). WEBS 2x4 SP No.3 `Except* 5-20=-1647/497, 17-18=-97/541, W1: 2x6 SP No.2 16-17=-679/1642, 15-16=-679/1642, LOAD CASE(S) BRACING- 14-15=-1633/3219, 14-29=-346/262, Standard TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc WEB,' 421/233 WEBS 1) Dead + Roof Live (balanced): Lumber Increase=1.25 puriins. 2-22=-836/550, 2-21=-810/966, Plate Increase=1.25 BOT CHORD 3-21 =-1 94/256, 3-20=-1243/1006, Uniform Loads (p1. m Load Rigid ceiling directly applied or 5-1-9 oc bracing. 7-18=-994/328, 7-�7=-314f773, Vert: 6-7=-74, 7-9=-74, 9-10=-74, 1 Vert: 1 WEBS 8-17=-1313/691, 9115=-1621/980, -74, 22-26=-20, 20-22=-20, 10=-74, 20, 1 Row at midpt 9-14=-1268/824, 10-14=-346f709, 14-18=-20, 13-14=-20, 13-23=-20 3-20, 7-18, 8-17, 9-15 11 -1 4=-1 159/2463,I 11-1 3=-1401 f719, Concentrated Loads (Ib) rated o MiTek recommends that Stabilizers and required 5-18=-322/1083, 8-15=-127/640 Vert: 29 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered REACTIONS. (lb/size) for this design. 22 = 850/0-8-0 (min. 0-1-8) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 13 = 1654/0-8-0 (min. 0-1-15) 19 = 2116/0-7-4 0-1-8) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; Cat. II; Exp C; Encl.,IGCpi=0.18; MWFRS (envelope); (min. Max Horz cantilever left and right exposed ; end vertical left 22 =-173(LC 9) exposed; porch left exposed; Lumber DOL=1.60 plate Max Uplift grip DOL=1.60 22 =-660(LC 23) 3) Provide adequate drainage to prevent water 13 =-871(LC 9) ponding. 19 =-896(LC 5) 4) This truss has beep designed for a 10.0 psf bottom Max Grav chord live load nonco/rcurrent with any other live 22 = 875(LC 19) loads. 13 = 1665(LC 20) 5) • This truss has been designed for a live load of 19 = 2116(LC 1) 20.Opsf on the bottoms chord in all areas where a rectangle 3-6-0 tall by�2-0-0 wide will fit between the FORCES. (lb) bottom chord and anylother members. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 6) Bearing at joint(s) 19 considers parallel to grain when shown. value using ANSI1TPI h angle to grain formula. TOP CHORD Building designer should verify capacity of bearing 2-3=-1149/1008, 3-4=0/429, 4-5=0/527, surface. 5-6=-320/461, 6-7=-266/475, 7) Provide mechanical connection (by others) of truss 7-8=-684/540, 8-9=-1857/965, to bearing plate capable of withstanding 100 lb uplift at 9-10=-2128/1146, 10-11=-2306/1183 joint(s) except Qt=Ib) 22=660, 13=871, 19=896. 8) Hanger(s) or other connection device(s) shall be BOT CHORD 20-21=-874/997, 19-20=-2055/896, provided sufficient to support concentrated load(s) 359 5-20=-1647/497, 17-18=-97/541, 16-17=-679/1642, 15-16=-679/1642, lb down and 303 lb up at 40-11-7 on bottom chord. The design/selection of*ch connection device(s) is 14-15=-1633/3219, 14-29=-346/262, the responsibility of others. 9nuq•rLHndsnepFlrmisivlSe'41 rBDfaiiS3(`i8l[Cj UFMIM 6QMT11M0ST7br V3*,1 (rs[V:E W11, Inn. TnEr 7edp;neadm sal rci e>t!salfis7nv Jes'nhreu;Irr(:; n11N In1u;l.Isx/s srildneseSl:et keke ns, Udas Ftlm„ise slsld eotle IDp,ca'p MlTeznne!nr pikssSrli:�rerfirlkTDDtak.sDL AseTrns Deli;sfegrse{se,yecle.YrE,.nx!r,fi!s!elnor700 rep!rcetlsmavpra:edt0e;rofn!inel epselmg rzynsiWarh:llefny2cflle sa�eTn!styE9:InhelC9 adr,WaT?Fl.;txd!s p, n!e�k�ea.lert;w�nn!, srtet, Anthony T. Tornbo 111, P.E. eJssedis lzss4rsryrd!fngisikrnpn!ififih sfCeOysn,tk Oruts usa:Et tpaf e'I9erei(rse Desi;pr,elk mhsidfulBf,�u':`. mdtle 6!�lka:f33nre u9 Te 1. le rygmddfp IDDadsntieBne Afie Tnss.udstiesls!etrye, usNlatin ul Grtr; sgnli4!ka ee!ppv7:!:hsl 80083 ' Illrti{Tr Dtf :elil[fJen1!.LgIs!ool.ra UD inr lie;e�i[IS®r�ll�lt!!lllel9.4.1oappmse"Iff-ch.f101; p usswit In tad Srnn�:tlerxeleuPM1 pdae Rrl k§es!!eei;19JS7'!!6jEi'IJ I��!Tlefe PlSl;en,T'Pif iTt3;J'Fl;ti•Rf9l rle!f YS�I1h:N,Af!S t�S1 St. Lucie Blvd. s3s!riu lsM1setl;aGntrtO s�es4 srefivnny l;dl;en:ss ipaised Reipss WIpfryeeer is NOTtS 1413j Usl;ner,trTrus SrliE;is:erEarS.JSry. A6a ida!rfi;as nem{�m{ tafrtl. Fort 1 St. , FL Blvd. (ophithlm2f116A-IRoof Times- Anthony Lbathe III, P.E. Beprodunionofthisdomment,intoy bm,isprohihitedwithout the weitttenpermissionfrom A-IPaofhusses-AnthonyLTomboIII, P.E. Job Truss Truss Type Qty Ply A0024324 71431 C19 Roof Special 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 3484b, oesign(a)altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:26 2018 Page 1 ID:FerXyRWjJDbONuYU IEj9OizYkZG-ACwOfGIFS9dnQJPwalEVTDQUGaEPKW u9OFlIE_zYSZt 18 1-0 I 9-M I 17-0-0 11-8-i121 25.6-0 32-4-8 i _ 39•&0 AO-9-14 2.4-0 7�-0 7-0-0 0-8- 2 7-2-0 6-10-8 6-10$ '1814' 0-7-4 5.00 12 3x6 =4x6 11 5x8 = 6x6 = 2.50 12 3x8 = 3x6 = 3x6 = 184-0 18-" 1.5x4 II 1-8-0 94" 17-1-8 17 1 Z 324-8 39-3-0 0-9-1 1-&0 7-4-0 7-5-8 7-4 7-2-0 6-10-8 fi-10-6 t4 0-3-10 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.48 15-16 >389 360 TCDL 17.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.4415-16 >427 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) -0.04 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 31 *Except* T4,T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B2: 2x4 SP M 31, B3: 2x8 SP 2400F 1.8E WEBS 2x4 SP No.3 `Except` W10: 2x8 SP No.2, W1: 2x6 SP No.2 W4: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. WEBS 1 Row at midpt 2-16, 4-15, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 862/Mechanical 17 = 694/0-8-0 (min. 0-1-8) 18 = 2253/0-7-4 (min. 0-1-8) Max Horz 17 = 185(LC 12) Max Uplift 10 = -376(LC 13) 17 = -547(LC 8) 18 = -1060(LC 9) Max Grav 10 = 876(LC 24) 17 = 761(LC 23) 18 = 2253(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-82/293, 2-3=832/2459, 3-4=-638/2474, 4-5=-1068/1053, 5-6=-848/912, 6-7=-962/963, 7-8=-551/349, 8-9=-1289/799, 9-10=-764/624 BOT CHORD 1-17=-300/132, 16-17=-465/113, BOT CHORD 1-17=-300/132, 16-17=-465/113, 15-16=-2314/706, 14-18=-2253/3118, 14-15=-2188/3153,6-15=-1002/1082, 12-13=-573/1076, 11-12=-573/1076, 10-11=-571/1078 WEBS 2-17=-707/1275, 2-16=-2063/718, 4-16=-1031/297, 4-15=-1406/3600, 7-13=-380/490, 8-13=-792/865, 8-11=0/281, 13-15=-37/477, 7-15=-1510/1566 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=376, 17=547, 18=1060. LOAD CASE(S) Standard Dead Load Defl. =1/8 in PLATES GRIP MT20 2441190 Weight: 226 Ib FT = 10% ltazg ftmsa 3ras33yaxlt.Ce9d IGJf 11U558I'S@€M �}FIll1U!i L iCtlA'FOMS(IAQNrfU'0" i(ClSil[DEU`SP'sr¢ ieaJ!l+s�aapreat;asst! rtaluits ae tlis ims k:�p krier 061e1h! la�i i.ls�iaL^, rElc::era!flafl Etiarees!. Ut;esst�e!>•ist s!P.eGa ka 1:Ruli Nrlrk rwee2eiMn sNlleesel fa 141Mhhsed. Ssai:ns Bes alajuet;ie..Slerv_'ry Raru±alre seslues76J eeYe;ee;mrnlhese at �x irstsssiai es unag nsrravu:irhr 4'a easip ai ev laimslyCelro3e129 edr, nla Ito, Anthony T. Tombo III, P.E. idueAlim lrai5iel Crra rIDJ ii:.+-Ili(baifi=.'r,dfit,r s:,ru 0s.sa?drr::eiayrd art,sbr:! de:.!Milr-meap[i at 11LteR(adt'a lxdniiifu3-el 011111,Tot "P.11'Ard ees Wbit 060=, uAo?s1 W1.1paiee,icW—eae ael kabi Air it d 180083 ' tiat 3haslpeatalfswaSar.ARmtessrlW.NTroaNpw"dI�Vussd6sk'€y(aspoenSell ldolseaa8;fllpiSsielir;rlulStOrtert`.xeauf5gt Olvsa1?43ds'.ms6angassi:iLtsdlm!sdSeL•sups:per,•.aassCsvlsFq�sevWira:s!laarirtuv,eal:ss 4451St,Lucie ONd. eUer ufe-iI'sfa>eoptd.puNgs?lcmasfna,d.€le tnu[asi3+Etii:Ise9Fsurailn9Dn3ec,e:reuSlslraEq'sssdentsAfy.tlu3ib4al4asvan1a5.dall,I. FonPierce, FL 34946 (epyiighlV2016A-1Rest Gusses Anibaay1.lombell3,P,E. Atpscdustionofthis x1mmeal,inonyfaem,isplohibiledwithout theWilton pnmissionfrom A-1 Roof Lusses-AnlbecyLTomba01,I.E. Job Truss Truss Type Qty Ply 71431 C20 Attic 1 1 A0024325 Job Reference (optional) h r moos 1 russes, Fori Pierce, FL 34946, eesign@anruss.com nun: a.1zu s Nov 12 2017 Pnnt 8.120 s Nov 122017 MiTek Industries, Inc. Thu Mar 22 08:05:27 2018 Pagel ID:FerXyRW]JDbONuYUI Ej9oizYkZG-eOUOscJtDTle2T-68Smk7QzdP—YA3jldvc'JnQzYSZs 5.00 12 5x6 = Dead Load Dell. = 3/8 in 4x6 = 3x4 = 5x6 = 5 6 7 TA 8 3x4 5x6 WB- 3 4 I 3x4 9 7-2-8 r` 4x12 � 1 10 tO c2 , 18 8 �4xfl 1 1 5x8 = 19 Sx8 = Li N 5x6 :10 20 116 15 14 13 12 11 6x6 = 2 50 12 WO 117x6 = 4x4 — 5x8 WB= — 6x6 — 3x6 11 3x6 = — 19-10-4 15-1-8 17-8-121 $,tl•6 29-4-12 35-24 40.9-14 ' 1-8-00-8-0 6b-15 6-2-9 2-7-4 0. 10 9-6-8 59-8 5-7-10 I 1-9-14 Plate Offsets (X,Y)— [3:0-3-0,Edgel,[5:0-3-0,0-2-4] [8:0-3-0,0-2-4] [15:0-2-4 0-4-121 [17:0-5-12 0-5-81 [18:0-4-4 0-0-12] [19.0-3-0 0-1-12] LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.48 12-14 >567 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.67 12-14 >407 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Attic 0.13 14-15 700 360 Weight: 235 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' B1,B3: 2x4 SP No.2, B4: 2x4 SP No.3 B5: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W1,W13: 2x6 SP No.2, W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-2-8 oc bracing. WEBS 1 Row at midpt 2-19, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20 = 1315/0-8-0 (min. 0-1-9) 16 = 1251/0-7-4 (min. 0-1-8) 11 = 132610-7-14 (min. 0-1-9) Max Horz 20 = 166(LC 12) Max Uplift 20 = -722(LC 8) 16 = -780(LC 9) 11 = -475(LC 13) Max Grav 20 = 1315(LC 1) 16 = 1320(LC 26) 11 = 1337(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-120/279, 2-3=-2483/3905, 3-4=-2289/3907, 4-5=-1932/1940, 5-6=-1720/1899, 6-7=-1748/958, 7-8=-1555/1169, 8-9=-1786/1138, 9-10=-2287/1621 BOT CHORD 1-20=-282/166, 19-20=-273/118, 18-19=-3654/2254, 17-18=-478/1791, BOT CHORD 1 1-20=-282/166, 19-20=-273/118, 18-19=-3654/2254, 17-18=-478/1791, 16-17=-1961/2434, 6-17=-108/1020, 14-15=-656/1555, I13-14=-1412/2078, 12-13=-1416/2078I WEBS 2-20=-1235/1752, 2-19=-3529/2341, 4-19=-559/152, 4-i8=-603/2120, 5-18=-337/441, 6-18=-1522/356, 15-17=-1164/2744 1 7-17=-53/448, 7-15=-1220/360, 8J14=0/260, 9-14=-696/812, 10- 1=-1315/981, 10-12=-1432/21031 NOTES- 1) Unbalanced roofLe loads have been considered for this design. 4 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=20ft; Cat. II; Exp C; Encl.,0Cpi=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 met bers and forces & MWFRS for reactions shown; Lurflber 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 bottomlchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any iother members. 6) Ceiling dead load (5.0 psf) on member(s). 7-8 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2d 1 =722,16=780,11=475. 9) Attic room checked for U360 deflection. LOAD CASE(S) Standard Wren man TM a mrnnces (DSIORCUrtsY,s:.(r C419WHr ms TE:dp IEdp yamdErs Eid,Ed W=! EetastEss Des yDDm.iyilW--^;Ed L`e ldkepT.l akC't IEldrxe 4:sf kh�ne. Ddns dknise skid EDMe1DD,Ec'p HSTEkaEnmsiY!essl9ihnelhrlkliVhkrd:L lsairm DesfpEfgiwt{I.e,speoE9r 6aux;5s ednEspIDD sEyresens¢rm; asdaE pdxssms.I Ensw-her.SytE<IleRj h:al ifi2tEltlESE'pIT;I!S{`'v�!IEeslelDD alJ, rdttTiFi. llx istps nsmphes, h[6Epass sdfoInny 11ony T. Tombo III, P.E. d esedsGzlRssh•npthlLry is lkropx!ikilardhe]nv.@t Oxuisers.-aEl Eyedwlk kslBry Dtvytxr,t7 Fa ndrrtdty lr(,d=.le: ultye bed ta:fnull.1%1.11:Eppnsd d0ElDDmin.hQ'sedti,Tnss. mdrhaknC4 sage, intiffem ndeim s4aU:�sk rc!r as!i1�hd 489083 ' dErtliEEghs":ed(EdEaa.Ali msulodMI. Had filyoiasalipkhE:sOn! kili.1(Eape!dsdrlylafl,anEDR(Trphhwtti7lDilSl(Aner�rel:xeliEpEmtplsue.IFIh5sEs3::ny�aS7nesE:la+•!ra:T!E!EDedper,TEssDespFayis:ercifnssMmdEn:es,sshss 4451St. Lucie Blvd. E2!srlu IsfiEdipo(es¢e0 rpeelrt.E h vsaiq Ipolpwrrs ¢+dseL neinu hsla EDyneer Is dGi Ctrai`dsy Dtsiys¢ry rtTnss yys'.en hyiEEer dmp Snitiy. W tgsdad hros uem Idael hurl. Port Pierce, R 34946 CoptTigbf O 2016 A-1 ioaf Tmsses-Am6ocyL Tombo llL P.I. bproduaian of this durumeny in any lDrm, is probibited withcul the wririeo perelssion hom A-1 Rao(TrP.E. -Althony,L Torah III, P Job Truss Truss Type Oty Ply A0024326 71431 .: C21 Attic 1 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:28 2018 Page 1 ID:FerXyRWIJDbONuYUI Ej9OizYkZG-6a2m4yKV_ntUgcZli9HzYeVk8OuwoRcRsZMsJszYSZr 2 4-0 i 7-11-2 i 13-0-0 i 17-8112 19-10-41 24 7$ 29�3 12 29 6-0 34-0 11� 40-6-0 42-6-0 i 2-4-0 5-7-24-8-12 2-1-8 4-9-4 4-9-4 0- -4 4-6-11 6-5-5 Dead Load Defl. = 3/8 in 4x6 = 3x4 = 5x6 = 3x6 = 1.5x4 11 Sx6 = 22 18 17 Its it) - - 115 3x6 — 6x6 = 2.50F12 WO 11 7x6 = 2x4 11 5x8 6x6 = 3x6 = 4x4 = 19-10-4 42.E-0 1-&0 IN 2 13-1-8 17-&12 1 29-4-12 29 40.60 4210 1-8-0 5-7-2 5-2-6 4-7-0 0- 10 9-6-8 0. -4 11-0-0 0-0-0 1-9-14 1-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.40 13-15 >673 360 TCDL 17.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.70 13-15 >387 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.12 16-17 750 360 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B4: 2x4 SP No.3, B& 2x6 SP 240OF 2.0E B6: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* Wl,W12: 2x6 SP No.2, W8: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-4-8 oc bracing. WEBS 1 Row at midpt 2-21, 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 22 = 133010-8-0 (min. 0-1-9) 18 = 1166/0-7-4 (min. 0-1-8) 13 = 1520/0-8-0 (min. 0-1-13) Max Horz 22 = 118(LC 16) Max Uplift 22 = -732(LC 8) 18 = -846(LC 9) 13 = -524(LC 13) Max Grave 22 = 1330(LC 1) 18 = 1306(LC 26) 13 = 1525(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2424/3712, 3-4=2202/2465, 4-5=-1978/2380, 5-6=-1972/1076, 6-7=-1972/1076, 7-8=-1683/1261, 8-9=-1683/1261,9-10=-1883/1290, 10-11=-498/220, 11-12=-464/3 BOT CHORD 20-21=-3390/2206, 19-20=-641/2039, 18-19=-1929/2265, 5-19=-141/859, 16-17=-751/1683, 15-16=-751/1683, BOT CHORD 20-21=-3390/2206, 19-20=-641/2039, 18-19=-1929/2265, 5-19=-141/859, 16-17=-751/1683, 15-16=-751/1683, 14-15=-1137/1850, 13-14=-1143/1847, 12-13=-29/411 WEBS 2-22=-1237/1752, 2-21=-3503/2369, 3-21=-321/150, 3-20=-274/1402, 4-20=-562/523, 5-20=-1502/225, 17-19=-1211/2668, 7-19=01743, 7-17=-1141/383, 8-16=-430/411, 11 -1 3=-430/684, 9-15=-367/571, 10-15=-306/495,10-13=-1728/1322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Ceiling dead load (5.0 psf) on member(s). 8-9 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 16-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=732, 18=846, 13=524. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 233 Ib FT = 10% 6l:tiq-rieeSPflatty9flteitKis id raDr ODiiBi SEttFt1[diO!?TORSI(DlA71D5ff7fiDM{dp1O'jiOaDi}tEDDdEN'Ina Vt.t Lip reltadm trAn!iais pillslnis Decohl.q{O !nth it5!!!T-haloDLr.Lrdaene SIM Wr, lie. Ddees Nkmt ditl n1iPTDD,-1 PITlkrnnmrykas cline met 6rtte ADD to k uliL IstTrees Dedp 6Votffye, $e:itNr figu,Is seel it ter TV urimetesitem„wiffit I'slesdnd ely elvy rsyttsilaar riit lHas'fee sale Tnss ey'ml isrk, TDfl edr, fffT LTtt fivii essmpna,Tire.;.1me, lmishey Anthony T. Tombo lll, P.E. cl nednsTnssSrler ldffiey(t ne ruynsDtla.dfx0nee.fte O.ssisrd'r-¢rd yeielk rdllily Desiynr,�Fatnteddlu lR(,it^.E udtleltrdia:fsg n+t¢lifil. le gymlidite!DD ulmfie4 ued6einst.6decatl r>g. tttrge, ushle6ntelherary s5>rle la nereti9::ryd z80083 ' ne+:ctgoes:rtrirr,cet.c:llzsrnem rteTDomulymaesm+yddHtstlnstril0tyrwyamSderyhtm lt;lOfy.lGsMderitl¢dSEOntdlnlfMgun'pau Tr yelsclsaernyenymesrs+u.sr.TnssoesipH,TelDespn Hasrrtssnaontreee,Akss 4451 St. Lucie Blvd. l3H.Iee+ditdlra Gild l§lEdtr110 vrlaty lJ dl ytn:[sme:rltd rleTneS CtoteEeyanr is MCI DAIrbj0iopy,n Ines Sr,!. Eogauir:vjlla&sy. to rq dae6k:as utmad�NB11N. Fort Pierce, FL 34946 A(op)Tigh102016A-IRoof Trusses- AnyhanyLTombaIII, P.E. P,eproductionofthisdomment,inanyform,isprohihAedwithoutthewritrenpermissionfromA-IAooflrasses-AnthonyLTomtoIII,P.E. Job Truss Truss Type Qty Ply 71431 C22 Attic 1 1LobReference A0024327 (optional) Al KooT I russes, rort coerce, t-L J494b, cieslgn(alaltruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:29 2018 Page 1 I D:FerXyRWjJDbONuYU IEjgOizYkZG-anc8H H L714?LHm8VGtoC5r2w?oCAXuBb4D5PrizYSZq i 24-0 1 6-8-0 11-" 17-8-12 r19-104, 24-7-8 1 29-4-12 1 31-6-0 . 42-M Dead Load Defl. = 5/161n 4x6 = 3x4 = Sx6 = x6 = � 1.Sx4 II 7x8 � 5.00 12 4 5 6 7 TA 8 9 3x4 � W6 3 4x8 7_2� cr 1 5x6 2 10 IIrn 1 5 a = 8x8II Li E3 11 IN 1 20 ij 21 6x6 = 17 16 15 13 12 6x6 = 3x10 I I 14 7x6 = 4x4 = 3x6 I I 3x6 = 2.50 12 Sx8 = 3x6 = 4x4 = �0 1-8-0 a-4-P i 11-1-8 17-8-12 1$-0-6110-4 29-4-12 31-6-0 40-6-0 40.1 p-0 ' 1-8-00-8-0 4.4.0 ' 4-5$ ' 6-7-4 0310� ' 9-6-8 i 2-1-4 9-0-0 0-4-0 1-9-14 1-8-0 Plate Offsets (X,Y)— [4:0-3-0,0-2-41, [6:0-3-0,Edgel, [9:0-4-0,0-2-21, [10:0-2-i12,0-2-121, [16:0-3-0,04-121, r18:0-5-12,0-5-01 [19:0-4-4 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) 0.36 13-15 >754 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.55 13-15 >489 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.13 15-16 704 360 Weight: 228 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 `Except' 20-21=-295/224, 19-20=-2925/1738, LOAD CASE(S) B4: 2x4 SP No.3, B5: 2x6 SP 240OF 2.0E 18-19=-620/1760, 17-18=-2142/2245, Standard WEBS 2x4 SP No.3 `Except` 5-18=-246/801, 15-16=-775/1757, W1,W13: 2x6 SP No.2 14-15=-876/1729� 13-14=-881/1734, BRACING- 12-13=-383/558, 1-12=-383/558 TOP CHORD WEBS Structural wood sheathing directly applied or 2-2-0 oc 2-21=-1100/1697, 4-19=-592/366, purlins. 5-19=-1640/263, 16-18=-1151/2495I BOT CHORD 7-18=-232/467, 7216=-615/249, Rigid ceiling directly applied or 3-0-9 oc bracing. 8-15=-388/333, 9-13=-75/409, WEBS 10-13=-498/1229, I10-12=-1404/1465, 1 Row at midpt 5-19, 2-20 2-20=-3219/1978, 3-20=-337/160, MiTek recommends that Stabilizers and required 3-19=0/695 cross bracing be installed during truss erection, in I accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered REACTIONS. (lb/size) for this design. 21 = 1209/0-8-0 (min. 0-1-8) 2) Wind: ASCE 7-1P• Vult=170mph (3-second gust) 17 = 1380/0-7-4 (min. 0-1-8) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf, h=20ft; 12 = 1448/0-8-0 (min. 0-1-11) Cat. II; Exp C; Enclji, GCpi=0.18; MWFRS (envelope) Max Horz and C-C Exterior(2) zone; cantilever left and right 21 = 100(LC 12) exposed ; end vertical left exposed; porch left Max Uplift exposed;C-C for members and forces & MWFRS for 21 =-748(LC 8) reactions shown; Lumber DOL=1.60 plate grip 17 =-864(LC 9) DOL=1.60 12 =-497(LC 9) 3) Provide adequate) drainage to prevent water Max Grav ponding. 21 = 1209(LC 1) 4) This truss has been designed for a 10.0 psf bottom 17 = 1416 LC 2 chord live load nonconcurrent with any other live 12 = 1454(LC 25) loads. 5) " This truss has been designed for a live load of FORCES. (lb) 20.Opsf on the bottom chord in all areas where a Max. Comp./Max. Ten. - All forces 250 (lb) or less except rectangle 3-6-0 tall b� 2-0-0 wide will fit between the when shown. bottom chord and any other members. TOP CHORD 6) Ceiling dead load 55.0 psf) on member(s). 8-9 2-3=-1915/3210, 3-4=-1960/2652, 7) Bottom chord live load (30.0 psf) and additional 4-5=-1770/2553, 5-6=-1663/917, bottom chord dead loi d (0.0 psf) applied only to room. 6-7=-1663/917, 7-8=-1757/1206, 15-16 8-9=-1757/1206, 9-10=-1995/1267, 8) Provide mechanical connection (by others) of truss 10-11=-482/229 to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s) except Qt=1b) 21=748, 17=864, 12=497. 20-21=-295/224, 19-20=-2925/1738, 9) Attic room checkedlfor U360 deflection. 18-19=-620/1760, 17-18=-2142/2245, 5-18=-246/801, 15-16=-775/1757, Irradq-rlv:enesegypmilltie'SIr1Cc 11"1558(- 08j 6Fr'1S11EIfsSd(9f`:(IIB (7SiHk�t419';!(1➢[R;fu aFNPrn¢. ruEp f3d�palauE�Sdmledasalfi3lns7e313finiylR;'ul Mrante7l. i:xlS ili. tdusESl 1!?'a2 ess. 0des3dle(riu du!rinne-'ro MAialumrl:Cessl�iprdsn t�iNnf le idil. iseTrls3 Desryl rlgrza{i.e,SfNIA(6GtEirrn:5!deeB(IDDfIFSlSE6SRm(IrS:e[inl pf3iMdNd eLj3F!13e1!Spi3Sli�nprpf lle dEfi3FntfS�eTfI3S dtr del leMlDD 3dr,aaruliN. iGirdprnn�lpiln.11dapcnanee:, nadui� Anthony T. Tonsbo III, P.E. L',{SSE lIt.913 Tnt3rt•IR k4Ifae ltralespaliulorAttr O�la.nll)iLIfGSFIEHFTtm e'I}lydllilr Dl3ip[S!,aid(ldlddnlltt,n3isi b9ltle le[dlaXag alE GdlY.l.le tlpald eSlb IDD Ol ar fiell lleAnl Tait, �e€tSl :}3'i:[lF.I/lh llnle Ur 6lisg ilElil9119aSp.➢^iC!IMIr �30083 nIM'et)D!S§'�:rttFL9"1MI. 2L tff3SdOERnI TDD ear l9 p(�i313mlgfsdn3f llnliglrly 6Platd Shcry lt'P;aEeel Sl; rllllSl2A •)Ttl ell SlG nsr11 VI-Vems vifill19A iS111.'IESeSpf'III�Mf 6dE07:SYlalua Pedplu.T:assUn!p E, neai rasskaadln�u,cek33 4451 St. Lucie Blvd, ltE.nlsl ddifE21po4>rmlpeHo>.vnv(aieplpol pores lEShcel lleTass&dga Fljlu(Is MCi Ge rulsrgl3iglu,lria3sSps'laEalilwc!arlfl4it rll c,:3Kh:os vim ld!lelallsl. Fort Pierce, FL 34946 (opyrighr02016A-1leaf husses-AmdonyLTomboIII, P.f. R.epiodurtionofibis doramenl,inany form, isprohih0edwithoulshe l neFermissionfromA-1RoofTrusses-AnthonyT.Tomb111,P.f. Job Truss Truss Type Qty Ply A0024328 71431 C23 Attic 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 5x8 = 5.00 12 Run: 8.120 S NOV 1Z 201 / NnnC 8-12U S NOV 1Z ZUI / Ni f ex indusuies, Inc. I nu Mar zz uts:uO:SU 20i8 5x6 = 3x4 = 4x6 = 1.5x4 11 5x8 = 4 s 6 7 8 Dead Load Defl. = 7116 In 14 10m 7x6 = 3x10 11 7x6 = 4x4 = 5.8 WB= 4x4 = 3x6 11 3x6 = 3x6 = 2.50 V2 19-10-4 1-8-0 9-1-8 17-8-12 1 29-4-12 33-6-0 40-10-0 42-fr0 It M 6-9-8 8-7-4 0410 19-6-8 4-1-4 7-0-0 1-9-14 Plate Offsets (X Y)— [3.0-4-8 0-2-0] [5.0-3-0Edge] [8.0-5-12 0-2-8] [12.0-2-00-1-12] [15:0-2-12 0-4-12] [17:0-6-12 0-3-01 [18:0-4-4 0-1-41 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.52 17-18 >361 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.72 12-14 >375 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Iner YES WB 1.00 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Attic 0.16 14-15 574 360 Weight: 217 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 -Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2,B& 2x4 SP M 30 B5: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1,W11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-18, 4-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 19 = 1217/0-8-0 (min. 0-1-8) 16 = 1373/0-7-4 (min. 0-1-8) 11 = 1466/0-8-0 (min.0-1-12) Max Horz 19 = 82(LC 12) Max Uplift 19 = -768(LC 8) 16 = -877(LC 9) 11 = -512(LC 9) Max Grav 19 = 1217(LC 1) 16 = 1421(LC 2) 11 = 1468(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-131/379, 2-3=-2176/2925, 3-4=-1925/2840, 4-5=-1778/1151, 5-6=-1778/1151, 6-7=-2179/1433, 7-8=-2179/1433,8-9=-2069/1321 BOT CHORD 1-19=-375/181, 17-18=-988/1923, 16-17=-2253/2174, 4-17=-348/774, 14-15=-1079/2179, 13-14=-970/1823, BOT CHORD 1-19=-375/181, 17-18=-988/1923, LOAD CASE(S) 16-17=-2253/2174,4-17=-348/774, Standard 14-15=-1079/2179,13-14=-970/1823, 12-13=-974/1826, 11-12=-130/254, 10-11=-130/254 WEBS 2-19=-1 153/1420, 2-18=-2436/2016, 3-18=-553/374, 4-18=-1553/128, 7-14=-504/477, 8-14=-128/479, 8-12=0/268, 9-12=-900/1616, 9-11=-1439/1348, 15-17=-1399/2613, 6-17=-641/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; 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 8E MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf 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. 7) Ceiling dead load (5.0 psf) on member(s). 7-8 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 19=768, 16=877, 11=512. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Zhtie.der-tlusetlEn>rsJlstliretSe'41 13Dr8bS'Sr0}UM1 TINSd(G6L1iIC%(7S77X{(('PS)::CMBd',ECSYEXi Itra Id St4j1r013d1n Td IM.A AAnNWN,I!•:ff)«YI3}S(IC Id I.Y idlG(I(#�i8'1,r.E IdY^YESIYI F}1T ne. udnf&-iu1tdd"I"W", W(e'ta¢emdzkssW;Lt:elI.fis olikNdIs, UxsDFPp[FSiuK{Le.$eaEflrbpte:;,t9?udnnr!Og«presedstouuH�cedNtrrd?tsiudeeykteritptEqusiiilaf].HEIK�[IPIR(SkyET«;SL?fa!1itlit TODnlr,nlerRF1.!tti?sgannpntn,ltd.l..(".!,srntlil� AnthonyT. Tombo III, P.E. esdnedt tL:sSrurkilGrpit@eEnrn!idlArdneO.tet,CeO-esre�ri:drefWit rdllirrlltsilm,.9—dettdtieRL6?Ir(»llkbrlla'dsrgfEr£drM1l.11gpmddtktoDedEelDdltodfiFTnst,udt6gl�3i}n!rye,«shOstiundktse yibdl�la«!pu!ib!:hd 280083 IkrrlzgBEs!�e?rd[Em:'EFM!.All Nis SOW itthmotdla F l.sns;Wnlstirl,whir(wraedSdtgl tmenu{e(SI}rtllistslS}IMWS6utr-rdyFZF7Mpttw!p1n TIRmt A!mpen&.m,aifa'i?s!Q>-LnsDop?r,Lnsots.p5pauWNsstlaoAt^.nh,texss 4451 St. Lucie Blvd. fYF?die lFfildlraGd¢a epedglEmYTltlq rl dlrm:n lnd«1.TeeTuss DFN9(E)«tnlS!ICT ut ralapOK:pw,nT«ss Srdes Eq«!etr:'nri.OL>j. All Ey dad•etos Dens ddrd 0111. Fart Pierce, FL 34946 (oPpighl V 2016 A -I Roof Bosses - AnlAonyT. Tombo III, I'l lieprododion of ibis document, in anpform, is prohibited without the written permission from A-1 goof Trusses - Aatf?onyl. Tombo lll, p.t. Job Truss Truss Type Qty ply 71431 C24G Hip Girder 1 1 A0024329 Job Reference (optional) -01 r ruaaca, rur s ners:e, rL re so, aesignLa rwss.corn Kun: 1:1.1ZU S NOV 1Z Z01 i Print: t1.12Q s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:32 2018 Page 1 - - - _ - - I ID:FerXyRWjJDbONuYUlEj9OizYkZG-_MHHwJN02?Ow8Et4x?LviUgRL?DokEalnBKtlSdzYSZn Dead Load Dell. =1/4 in 5.00 12 5x6 - 3x4 = Sx10 5x6 W = Sx8 5x6 4 5= T� 6 3 34 7 Tj 4x8 PR 4x8 2 9 ci 1 16 � ,o O sh 40 5x8 41 17 42 43 44 Io 19 5x6 = = 4x8 = 8x10 = 15 45 46 47 48 49 14 50 51 13 52 53 12 54 11 3x6 = 2.50 12 6x6 I 5x6 = 5x6 WB= 6x8 = 3x6 11 3x6 = 2-0.0 1-8-0 ,2s4r0 7-1-8 12-20 : 17-8-12 it" 26-5-10 35-M 40-6-0 42-M 401p-0 1-8-0 0-4 0 4 9$ ' Sk8 5-6.12 0- -10 8-Sd 9b6 5-0-0 0-0-0 0-4-0 I 1-8-0 Plate Offsets (X,Y) - [3:0-3-0,0-241, [6:0-3-0,Edge] [16:0-7-12 Edge] [17:0-3-8 0-2-01 [18:0440-14 [19.0-2-7 0-0-12] 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 0.90 Vert(LL) 0.22 12-14 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.42 12-14 >648 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.97 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 222 Ib FT = 10% LUMBER- TOP CHORD 2x4 SP No.2 `Except` I TM 31 TOP CHORD 5) ` This truss has been designed for a live load of S2x4 ' BOT CHORD 2xx44 SP No.22 *Except' 2-3=-1449/1448, 3-26=-1268/1376, 20.Opsf on the bottom chord in all areas where a B4: 2x6 SP No.2, B5,B6: 2x4 SP M 30 26-27=-1268/1376, 4-27=-1 rectangle 3-6-0 tall by 2-0-0 wide will fit between the268/1376, WEBS 2x4 SP No.3 `Except* 4-28=-1149/1296,I28-29=-1149/1296, bottom chord and any other members . ers W1: 2x6 SP No.2, W8,W7: 2x4 SP No.2 29-30=-1149/1296, 5-30=-1149/1296,(by 6) Provide mechanical connection others) of truss OTHERS 2x4 SP No.3 5-31=-586/827, 311-32=-586/827, to bearing plate capable of withstanding 100 lb uplift at BRACING- 32-33=-586/827, 6-33=-586/827, joint(s) except Qt=lb) 15=2061, 11=780, 19=860. TOP CHORD 6-34=-586/827, 344 35=-586/827, 7) Hanger(s) or other connection device(s) shall be Structural wood sheathing directly applied or 2-8-10 oc 7-35=-586/827, 7-36=-2063/1095, provided sufficient to support concentrated load(s)157 puriins. 36-37=-2063/1095137-38=-2063/1095, lb down and 301 lb up at 7-0-0, 81 lb down and 143 lb BOT CHORD 38-39=-2063/10951 8-39=-2063/1095, up at 9-0-12, 81 lb down and 143 lb up at 11-0-12, 81 Rigid ceiling directly applied or 4-3-6 oc bracing. 8-9=-2282/1157 lb down and 143 lb up at 13-0-12, 81 lb down and 143 WEBS BOT CHORD I lb up at 15-0-12, 81 lb down and 143 lb up at 17-0-12 1 Row at midpt 18-19=-321/253, 1840=-1171/1149, , 101 lb down and 141 lb up at 19-0-12, 101 lb down 14-16, 7-12, 5-17 40-41=-1171/1149,I1741=-1171/1149, and 141 lb up at 21-0-12, 101 lb down and 141 lb up 2 Rows at 1/3 pts 7-16 17-42=-1018/856, 4,243=-1017/856, at 21-54, 101 lb down and 141 lb up at 23-54, 101 MiTek recommends that Stabilizers and required 43-44=-1017/856, 16-44=-1017/857, 15-16=-2784/2116, 5-16=-1572/1441, lb down and 141 lb up at 25-5-4, 101 lb down and 141 lb up at 27-5-4, 101 lb down and 141 lb up at 29-5-4, cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 14-50=-1306/2771, 50-51=-1306/2771, lb d 101 lb down and 141 lb up at 31-5-4, and 101 lb down 141 lb 31- lb d 13-51=-1306/2771, 13-52=-1306/2771, and lb up at , and lb down and lb REACTIONS. (lb/size) 52-53=-1306/2771, 12-53=-1306/2771 up at 35-6-0 on top chord, and 145 lb down and 49 lb 15 = (min. 0-3-7) WEBS I up at 7-1-8, 52 lb down at 9-0-12, 52 lb down at 11 = 158 580/0-8-0 (min. 0-1-14) 2-19=-930/730, 2-18L-1462/1568, 11-0-12, 52 lb down at 13-0-12, 52 lb down at 4/0-8- 19 = 1004/0-8-0 min. 0-1-8 ( ) 3-18=-96/256, 14-16i-1408/2712, 15-0-12, 52 lb down at 17-0-12, 42 lb down at Max Horz 7-16=-3676/2040, 7-14=-26/333, 19-0-12, 42 lb down at 21-0-12, 42 lb down at 21-5-4, = -64(LC 28) 7-12=-781/373, ; 42 lb down at 23-5-4, 42 lb down at 25-5-4, 42 lb Max-12=-1044/2066, MUplift 9-110/363,=-1493/772, down at 27-5-4, 42 lb down at 29-5-4, 42 lb down at 15 =-2061(LC 5) 4-17=-540/554, 5-17=-2140/2284 31-5-4, and 42 lb down at 33-5-4, and 107 lb down at 11 =-780(LC 5) 35-5-4 on bottom chord. The design/selection of such 19 =-860(LC 4) NOTES- connection device(s) is the responsibility of others. Max Grav 1) Unbalanced roof live loads have been considered the 8) In the LOAD CASE(S) section, loads applied to the to 15 = 2928(LC 1) for this design. face the truss are noted front (F) or back 11 = 1581(LC 20) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) 19 = 1005(LC 19) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); LOAD CASE(S) FORCES. (lb) cantilever left and righ# exposed ; end vertical left Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Max. Comp./Max. Ten. - All forces 250 (lb) or less except exposed; porch left exposed; Lumber DOL=1.60 plate Plate Increase=1.25 when shown. TOP CHORD grip DOL1.60 9 p = 3) Provide adequate drainage to prevent water Uniform Loads (pif) 2-3=-1449/1448, 3-26=-1268/1376, ponding. Vert: 1-3=-74, 3-8=-74, 8-10=-74, 19-20=-20, 18-19=-20, 16-18=-20, 15-23=-20 26-27=-1268/1376, 4-27=-1268/1376, 4-28=-1149/1296, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Concentrated Loads (lb) 28-29=-1149/1296, 29-30=-1149/1296, 5-30=-1149/1296, loads. 5-31=-586/827, 31-32=-586/827, 32-33=-586/827, 6-33=-586/827, Continued on page 2 6uury-rLs:enues(yp re!ins§'1l tDG(OS58rifOECj CU(1411(tNSI(?iLill[HS[IRDxrA70';SOCMCD'¢,NEhT hru. Ferifylesip pueaJee 4Mrel uru sstlisUus Drs�h¢.iylR4; erl ne Lnur7.ruhGl,pi Glu¢aeslesti#ege. Ddess sthrrisr dsfel e¢ne1DD,[w'p Mslrktsueanp!0sslst!ltmeeferfleMsie.diLIse Inss Desq¢(ritee{i.e,s :,rgl¢acre,nss•duoplDDtepresennr. mvpma t7 tle prafartad rna¢re�:rrnmulr:ne(nnai lle sapelnts i:p ad renetoD xst,aynrst ire(asipsasnoptims,lrN:etarinlvn,s.ilollii7 Hee dwrigs he, eg(ea{ie§ is neegri!IIIIIh, s1C¢O.lsr,ne N.?sat1.1bi Dtupeu,uGe ... test dtu l$(,n¢3(sedtle 6td {eKsgtrJt rxDlhr. ingprr 4f1htDDash.?h9Iese ¢Itie Tnss. uls6a l:�; ys'x:ge, ushUAieau(k¢ti,s{slits#.±egmti5.?Nd Anthony T. Tombo III, P.E. ' uetxr:D Des:re:¢insww I, xstnarnn�tc�miaptwesflspi{desdnewtay(¢a�msd ryr ¢mmtts¢pllishxd4r It m(SlUaeeleezeln 1-sip sits. u ee;2: rupees ilmselbinda;l:ns e2t�iu lelnr! {ra OstN spud epee u vtl6g {p dlpM:ss letlei i{stnss ([;Psa Esrieeer L- 46I De (adaD Dss!psu, rt rest Sn'?9Io]betr dDj{,DAa1. `i0 sga3asdkras uem Ind UTt41. thepu,lesee � ¢gLeeal rnssMi»Lasr,axss w 80083 4451 St. Lucie0083 Blvd. (opyrigbi 0 2016 A-1 loaf husses-AothaoyMomho 111, P.E. Reproduction lthis document, in any to in, is prohibited without the written permission from A -I ReolTrasses-A¢thoay 1. Tamto HI, P.E. Fart Pierce, FL 34946 Job Truss Truss Type Qty Ply A0024329 71431 C24G Hip Girder 1 1 • Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, deslgn(a)aitruss.com Kun: u.izu s LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-94(B) 8=-1 39(B) 18=-33(B) 26=-41 (B) 27=-41 (B) 28=-41 (B) 29=-41 (B) 30=41(B)31=-76(B) 32=-76(B) 33=76(B) 34=-76(B) 35=-76(B) 36=76(13) 37=-76(B) 38=-76(B) 39=-76(B) 40=-26(B) 41 =-26(B) 42=-26(B) 43=26(B) 44=-26(B) 45=-24(B) 46=-24(B) 47=-24(B) 48=-24(B) 49=-24(B) 50=-24(B) 51=-24(B) 52=-24(B)53=-24(B) 54=-17(B) Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:32 2018 Page 2 I D:FerXyRWIJDbONuYU1 Ej9OizYkZG-_MHHwJ NO2?Ow8Et4x?LviUgRL?DokEa 1 nBK4SdzYSZn $udtp � <INSt tpFf+ipbdYPP!Ilgllt •dd roe=m�sal'srulrp nsn:i rrlus a mpanebsnmox{ dnn•,drnles�Dsl¢ar IIIL TerA(dNp p[ILL+dns tad RCi nC1Rf bl Ibir!ESS DPs'p oll.1]plrrs; fu d+APMapI. i+xh Cl I.L Mera+RP+! afire n+. Ddess st§r.iu ndd I+tYIIDD,m'p Ni1P4sxanrtp's!es spill!t esedUrMt nDla Se PdiL eseTrns Dtsya trpeee{I.t,dprJsap rlpdtrr9l stdll n(ROrtprtstds l+Esmpt9a[TI}I p19I?+Ll+d[WtF!'i16f+SpHSiIiIQtl;l}l eFf�€]t�M+SErFT(tSS L+p'D!p lCl�l rDD Cd(.OA(t+pip. lit e+zpo n++,piln.l+CtFp nldnxs,s.uetury Anthony T. Tombo 111, P.E. rdnedtSsL ss(e!tq eel/iuislfr+respwlllntdt;eB.Itake Druis ca sd:lds;e:9wtk lHlG+y etsi¢u,®t�r+dlddhs lH,o?1E:uptlt l+rdkadaptde l+ep(rnsl an, TOW mytideued8?TRSL W.6'Mk-4,,,l1}mle, Rlhlonfulf'o'J'j sbots 13tel.01:wd t80083 ' Rteik�p9+i� An.4,+tol 1hIDDWlnpassusadpripdmsdtetenlhq(nja!uSdepT%IrAR(AmTO—d!wpemgp.me-1eNelttstHrolm4;:hu.19 m"Anssetsipter.LmskvpbpuumlTinsPrAnt!w,+tess 4g51St.Lueie6lvd. Ika•iu ldilsilpoGdua epre[4 tpn inwif"i dlpities ioslni Rein% Cestm tapleeris RCr tktd:dap Desipuir lmisSyntn E,pii;.da(i+D9np. Alls�watdheasrenedatllilptL Port Plet. Luci Blvd. (opyright02016A-lfootTmsses-AmhanyUcrilloIII, R.E. bisroluaionalibis dommeni,inany laim, isprohiWedwithaulthe wripeapesmissionhomA-1RoofTrasses-AnthonyLIamb III, p.L Job Truss Truss Type ty Ply 71431 C25G Half Hip Girder �Qi 2 A0024330 Job Reference o tional r I tcuua Iusaca, ruu neatx, rL r Va 0, ucstynLa Itruss.win 2x4 = a. izu s avuv iz zu 1 r YnnC o.lzu s Lvov iz zul / mi I eK Inaustnes, Inc. I nu Mar zz 1J::70:z[ zults ID:FerXyRWjJDbONuYUI Ej9OizYkZG-vbtcSvxjlOLFTIf W2p_yUrOSVUNmE72hdOw!1j 3x4 = 1.C4 II 3 4 Oi Ff2 T2 1.5x4 II �2 1 iW2 n 5j B2 7 O IN 2x4 6 2.50 12 4x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 5-6 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 44 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' B2: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6 = 959/0-8-0 (min.0-1-8) 7 = 319/Mechanical Max Horz 6 = 106(LC 34) Max Uplift 6 = -448(LC 4) 7 = -257(LC 5) Max Grav 6 = 959(LC 1) 7 = 325(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-325/257 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face, in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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 bo�tom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord andlany other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joints) 6 considers parallel to grain value using ANSlfTPI 1 'angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=448, 7=257. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 120 1t 1 up at 5-1-4 on top chord, and 856 lb down and 396 Ib up at 3-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=l1.25 Uniform Loads (plf) Vert: 1-3=-74, 3- =-74, 6-8=-20, 5-6=-20 Concentrated Loads (lb) Vert: 4=58(B) 11-856(F) tntag �Rnse+.rucs�!1 tst!t+tSe'ti IGJF?IUSSES>SEI.=.rr�Mn,(trlxs t:0R0?tYiS(4siCNrp1!il"l:Cig61105Yt4T'xn. r!cfi t!tla yra�: a! rat tsiettrtiis?nti Drsys ktsig(Ob3eaie5! takajT.l�-3t IL, r..literttt! Siel1 (t(tit W.. EY.t!t 65e!xtt w%td a °et It-0, fitly htla fttldeSSWIIt.stdf"!tihkit sciilst?mtserea! rrlitsyer_'y(ag�teesedesrayt:gnre:e,.�s9�!yma��!r sc�n>:eau!a�n,l�sFx'3rM¢!dsipdtnwylacrassdil;2ln&I:Ialr, atutlFl.r>;lesipasm}5eastr,7c.��wess:sa"c9h gy�tfionyT.Tomb Visit 9151 insslw QytaiSmg!'!h nspxr.�ydill Nw..,h,0*IVstosImd qul..4a;�eg�k;:pw,htir;[eEre r.E ilLtlt g(esd�!Im�7rEliy:ke msind.n!a}!na1t111;8 t4asfildnes:BETrns; it dslkxaiimy, sYaEpr.�;!z'dam9 h�Etirg tShcua!nspssuilayd ,+toIII.P.E. .Tomb ' 6thJrVlMtipwtsditdrenl.SOS11aSialCES1T @L,CIF'tC�taalj£.•aE?SI�LE.tLA�ts!RniffitASdtryhtores:{i".S�FsbLiMi1!tflealSfUertifirenN:x;vtvdlilste.T!4ldtns6en;yrxnetl..`.tsarll�aadSths!s:cntset,tnssCnrysftgtntmtr;msgmdtGser,ud!ss 4451S.L!eieBlvd. tllrn:,r ldurilytke4xl cdaf gmkn'_glyolycluslmM1ti.1h?nu Pnip!q-isK:7l Atidi4jNs1F,E'iivii SntEe�Er,ittrtl ay MSduy..Pt>fi47r.4Iruvt Is(trurd4TO Fort Pierce, FL 34946 (opyright�st016A-1Realimsses-Aatbmy1,Twbc111,P.E. Repradodiaaat?hisdammm,inany form, isprohibitedwilhou( Ili ewtiltenpetmissiaa from Ad loci lfutses-AnthonyT.Tuba III, P.E. Job Truss Truss Type Qty Ply A0024331 71431 . CA Corner Jack 16 1 `' Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:34 2018 Page 1 ID:FerXyRWjJDbONuYUIEj9OizYkZG-xkP1 K?OGadeeOX1 S2QONnvl?2o4ACNGKEVpAW WzYSZI 0-11-11 0-11-11 2x4 = 0-11-11 0-11-11 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 0.05 Vert(LL) 0.00 6 n/r 90 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 6 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Weight: 3 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 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 0/Mechanical 3 = 90/Mechanical Max Horz 2 = 100(LC 1)- 3 = -100(LC 1) Max Uplift 3 = -61(LC 8) Max Grav 3 = 90(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-3=-100/262 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 111&yerdt dttip lra.onen aired Wis. N, I'sis orsaDm.i)(10ju41s4Adult lass RL IEWent Stnlhrre Ill. Us% tltenist duel r1 titl➢D,ca'y Wi<hu.rcmrp:Ees ihiltTe.sdbtruIDDtaienld. MtLns Defip 6yleer{I.e.S;el.iry hpr4a!),ti: sednaryl00represe.ti renreputtsdlu ptitsnndetg:tn;itp rgnsllllntkrlle les�r-alike srzreTnss dap lel earielDD wlr, ndttltl.lt4{n gnnnodlisn.0efx2 utlaaxs. s.iUlll Anthony T. Tombo III, P.E. d.udks rms5a..}Inlfi.g it lk uspn!ililurdtk9..:t. ke Oauitetxiardelrlte rnl{itt Desitttr,®kt neksldtielBtiri?u(ulriefrtCl tA�{eg(1{F¢dT1. Itee1F(letlerlie lDD U4ltTaeullt.rkl Tnsf.hdefiat�utg. SxniP,InfeDeal.ft{I(1ldt Si>IIt.Ia fesp.ei.11rll w 80083 she M:e+2Dsrra!ed Itmov.An uks set of mIt, TDD.>r he psnm oal p0nis dtit Wheel ft.pm S61 W—stigVV,,�pllnW it Rl¢d Stet mal—dhen.erd plme. IN Alit'sit? nsp-iftes W4in NsLus Detiyer.Less udp upun an! iris givilm r,West 4451 St. Lucie Blvd. ekrwise ldiea4lye(amad aD!eHep. it vrNy trsil pmas ir.4drei The lass Cisip Eaii.ter, isKT k Ifil.bg h9ptrrrTnss Spine. himtr.'.etr Wi9q. ill rea dkili,1111. Fort Pierce, FL 34946 UpyrighlFQ2016A-IRoa(Losses-AnlhonyT. Who III, P.E. Reproduction ofthisdocument, inany faren,isprohihitedwithcutthe aritteapermission from A-1RaI(Trusses-AnthonyLTomholll,P.E. Job Truss Truss Type Qty Ply 71431 CJ3 Corner Jack 12 1 A0024332 Job Reference (optional) =s.gr eta F 4f uaa.160 r rcpn: o. lcu s rvov tz zu7 t YMt: UAZU S NOV 12 2017 MITek Industries, Inc. Thu Mar 22 08:05:35 2018 Page 1 ID: FerXyRWjJDbONuYU lEj9OizYkZG-PxzPYLPuKwmV?hbec8vcK616WCOdxgcTT9Yh3yzYSZk 2-11-11 2-11-11 3 5.00 12 1.5x4 11 2 T1 1 81 0 4 2x4 = 4 3x6 11 5 2-4-0 2-11-11 2-4-0 0 7-11 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 0.26 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Weight: 11 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. — REACTIONS. (lb/size) 3 = -68/Mechanical 4 = -96/Mechanical 5 = 437/0-8-0 (min. 0-1-8) Max Horz 5 = 72(LC 12) Max Uplift 3 = -68(LC 1) 4 = -96(LC 1) 5 = -259(LC 8) Max Grav 3 = 32(LC 8) 4 = 42(LC 8) 5 = 437(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-243/467 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss h 20.Opsf on the t rectangle 3-6-0 bottom chord at 4) Refer to gird( 5) Provide mecl to bearing plate joint(s) 3, 4 exc! LOAD CASE(S) Standard i been designed for a live load of tom chord in all areas where a II by 2-0-0 wide will fit between the any other members. s) for truss to truss connections. nical connection (by others) of truss @pable of withstanding 100 lb uplift at t at=lb) 5=259. Sndy-liege t —turreeirrth'&-I IDDf RMESrs(fl@dj RIM UN & Oli:711D@s(1SIDArkla') MCMU"Ar, I.. W4 dedp 1.0dm e4.4 We, "INS bess hs p Lr iyflf;'; lid ik Ad Sarl.Inu;l, lE 11e1e2ae kee!Wm ne. Pdess fthnise Odd MIs, TDD,saj OJTka—Urr'dessl9Nisd W& llDte@e edit ASeTrass Daill lrzujl.e,Steady Flowe'tle Led., Sir TO uptseds Fo pnp!xu a the rr eslleFd ee€ e;isa resinO@IIDjk1h des.'pd Ite saj:eTres der!Od flit M Wrf Rider I&I. TU dest134flnflilH.IedYje0NI1H!, stlfitley Mthony T. Tombo III, P.E. cl esedtbislnss4rry@dllirg isl@esespezblardlhC,reer,Ih Orazisf;:�arizditedcl@e@dVift Desitur,ahz nrteOdIt, Wt,dei@(l4d Ike hfd @i�'d,er nlf¢d MI. ltftnfefdl@t?DDaadter lieldutdhe inss,u:lrfistl�4snfetE, leSfdlllit40dGle[R3 SSillts rrz rlSpnsii.!.¢r! 8O083 ' Iksdsi:[stDes:S^eefrBlsttdle.il'u3ssdcat rteiDDeadlatfoOrcesmlpNdnsdelaGtlkq(eattsNSdtryka�mm�R(Sl;:pkts&36rTil dr!(Antullimll.pxnlenidneTPrlk5res3errsfrs@Shies[ndd'f>sdytTnssDenpef.LasBes'pFay.ereollmspzm6dner,eeus g451xSt80083 lvd. f1FfYlf! lE(ird @ra{fd.'Cdlt(edfNl le Vfltlet @rdltat:Ef FeGiltt rSFTlret Dell",9E4tifeer is iIDI Et ldldnt DFdper, if T(1!s drd!9 ittirzer tmr{t1D:y. All ropldtdhms frem defaed (n11f1. (opyaigh10 2d1d A-1 foaf Tmsses-AnlhanyT. Tomho ill, P.L P.eprodudion of Phis document, in anyhrea, is prohi6Aed withaut I.he wriftea permission from A -I Roof Trusses-AnthanyT. Tomb III, P1 Xt. Pierce, FL 34946 Job Truss Truss Type Qty Ply A0024333 71431 CJ3A Comer Jack 4 1 ` Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@al truss.com Run: 8.12U s Nov 12 21.111 rnnc 8A20 s Nov iz 20i d MI I ek inausmes, inc. i nu Mar « uo.0aao Au t o^r 2-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.02 4 >716 360 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4 >835 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = -171/Mechanical 3 = -171/Mechanical 5 = 433/0-8-0 (min. 0-1-8) Max Horz 5 = 72(LC 12) Max Uplift 3 = -171(LC 1) 3 = -171(LC 1) 5 = -243(LC 8) Max Grav 3 = 88(LC 8) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=446/869 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 3=171, 5=243. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 10 lb FT = 10% Get!e;rle!;etleanytlrre•i!rr15e'41 IDOf IfOSssrsfUrk GURI1 Tugs&(OEDd1 S[DS1OMretiY,I(XdgaTEODMfX�ixc.Te!tl; dvsi;e;oentlas aal m^dwfxaet§slrese OtsipDia+iy{ILv ui IFa Ietlu;l:lexSsD P.E Idaemesktsl Sean[se. Deles!crtenise tidN tetle1OO,ca'p tdlTEises¢MR II¢`e5S51i1:?YSN III tGe I1D19It tdiI. A5CT13tS D¢S;t Ii�dH{I!.5f4iI�I/I![ICe!(;. ffi!S!II II41;NDtetflSLllf eE [SRji lAlll tBi3ffIM¢Iey'EFe'I!En!;MSIIIIRf ii'Is, Mittel th szspe Trrss OPM It fit ND O1I;.au Ttil.'Tit 6sp ssnapfini. I'd:,; t!¢Miss, soldiMy Anthony T. Tombo III, P.E. tdutdtss Imss;,,.1 Wliq Is Ike tes;Nsitali; It thhlis. IN D+tels P? eade;ell nt Ike InI69 Dtrijw,. he artlea$I N Ii(,33 it( ed th I"i kxfirg(fIs.1 IXI. Tie oppit!(I Ike TDD W Rt Nil tire, Tem!od,64I3AM-a,welt. igh!I11111 sed NO', slit 11 t!!¢!t.OTJ!,1 =80O83 ' tet!dngDesgxleu[snn�:.IL'aYssetw!hteTDDeOlelrsnsad;nln!sdtl:taidie;f!¢; tlSdryliaman{tCf.pHlst+d4i?INS6(5nettl�s!lhtenenniysdnetTeetk5oes3!mFeni58e¢adb5esd4!IlefsDt;sM,Ts¢illSrFlgsRC9ITnsSNwe/FG;tE'esS 4451 St. Lucie Blvd. ttr!ise Iintd Ira(¢9redopted.p. a+tallyI;rn;ert"im!!ei lSeTn!t ie3lm lymeer ItlDi qe laia; itsl;ier,aln!t Sss'!a`eg!nsreo;teddu; ul tq:^�a!dktor nrees ddaeilnitl1. Fort Pierce, R 34946 (opyrighlD2016A-IRoofTiusses-AnlhonyLTomho111,P.I. Repradodionofibis domment,inany War, isprohibited without Aearittenpermissionfrom A -I Roof llasses-AnthonyT.TomhnIII, P.E. Job Truss Truss Type Qty Ply 71431 CJ5 Corner Jack 12 1 A0024334 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:36 2018 Page 1 4-11-11 ID:FerXyRWTJDbONuYUIEj9OizYkZG-t7XolhQW5EuMdrArArQrtKrllclCgHsdhpltHbPzYSZj 5.00 F12 1.5x4 II 2x4 = I 1-8-0 1 2-0-q 4-11-11 1-8-0 b-4-0 2-11-11 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 0.23 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOB CHORD 2x4 SP No.2 2) This truss ha I been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live y WEBS 2x6 SP No.2 BRACING- loads. TOP CHORD 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 4-11-11 oc puriins. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. BOT CHORD 4) Refer to girders) for truss to truss connections. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) Provide mechanical connection (by others) of truss MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 100 lb uplift at cross bracing be installed during truss erection, in joint(s) 3, 4 exce tt 0t=1b) 5=232. accordance with Stabilizer Installation guide. REACTIONS. (lb/size) LOAD CASE(S) 3 = 69/Mechanical Standard 4 = 3/Mechanical 5 = 389/0-8-0 (min.0-1-8) Max Horz 5 = 121(LC 12) Max Uplift 3 = -78(LC 12) 4 = -49(LC 9) 5 =-232(LC 8) Max Grav 3 = 69(LC 1) 4 = 31(LC 3) 5 = 389(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-255/110 BOT CHORD 1-5=-95/262 WEBS 2-5=-285/465 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 6eriry�Plaseflu!elHyreltaae'Ad SDO`nJSSS�iEttEl'hC3fi9Et(flltSd(Da:�ll[eS (7STOM{"El7]j:.(LMDA1Ec4YElli 1?!a.T!�A!(ip rae`ad(ne>1rM9o:!no!rzsl!as it �+7!e.it;(f[k; rri lEe l!bp7T.lar1!^ T.L ldpen!Stsl ish:Res!. D!!?ss c@e�is!Cp?I!ofleIDg,cs} WTlip6f.Ri('li!SI1I.I�IllI(IIMY IID}9St!!IIL I1eTri(fD!!131(!!Y&[f(LS.TiI:i!Ur �114!?f�.!O!S!II II II)TDD ar(tIMS!Epp"�dp({IFI r!N:SSI{id(t{SE!'I!6a!ra!illlll(`d:a!I(54I(iltf feylTptS(?pa!e!6IIl TDDWI(,R'Ap Tt�FI.Rt(!!iy,nimrn!es,!!rs:epa!enus,s.anDry Anti!ony T. Tornbo III P.E. rdesed?4s ipts4r!g inlii!y is the psisiMIM tfCe9+!eeHe U+viscAsir(ie,•M!; Iirteilliy Opilu!,pSS!Sxhd 1111s IS(,?9!IS(altle 6s�ea:dty nd?a3 n4S. TSe gyaa!elnt TOD of p,1,01!p 0W Tnss.i!d!6u la£L�.st!q(,i!sNlelire ad Gutty s6sliS!Fa psFntil:!:tr it S$0083 ' tierwiday Dtsp!erdC(how. All ryas pled afleTDDW Np!�.s.1pd.ga?,dth!r!Ilh.1(sayaw Sint Immma;ttSfjpFDsid51 In dSSU atuL!ru!33a laaa!pems_TrP16.1.(t.n.ip l6iv!s (�d&lI VMali,i,Niy!!r.Less D";,Pbi!trmlrm(Mau+fM..e:p,a:ns 4451 St. Lucie Blvd. sfltnis!Ifli!Sfipa6xtw y!e(dtuvtatiDtl ly eD part:p Inehei TheTpss D(npEnli!en isdCi t5e da dapDsiiyar,piny Slsl,s 61i!md©rildq All(g;^dp?dh.S nem AdAd Ia161. (opyright02016A-I Roof Lasses- Anthony T.TomhoIII, P.E. Reproduction ofthis document, inany form, isprohibited without Nm jewrittenpermissionhaA-IRoofTrusses-Anthony1.TomboIII,P.I. FortPieree,FL 34946 Job Truss Truss Type Qty Ply A0024335 71431 4 CJSA Corner Jack 2 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:37 2018 Page 1 ID:FerXyRWjJDbONuYUIEjgOizYkZG-LJ5Az1 R8sYODF?I1 kYx4PXNKd05UPjLmwSir7rzYSZi 2 40 4-11-11 2 4-0 2-7-11 IN 5x8 = Plate Offsets (X Y)— [1.0-0-2 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.14 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ctuide. REACTIONS. (lb/size) 3 = -4/Mechanical 4 = 26/Mechanical 5 = 440/0-8-0 (min. 0-1-8) Max Horz 5 = 121(LC 12) Max Uplift 3 = -72(LC 12) 4 = -42(LC 8) 5 = -260(LC 8) Max Grav 3 = 11(LC 19) 4 = 52(LC 3) 5 = 440(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-484/852 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=260. LOAD CASE(S) Standard %¢fey- Ross, A-111rnsim IVAT IOCf IIffiSnt srtlEPa rARMi TNFISBOyt ENS UsTaK iF13))UNWILMrMI far, ierAy ddge j...9rseadsesdastzstoh,Doss Desp I.iay;TNQeri!N ddcayT.Too) 1, 11Krone Stsl is lm Ads's dle+in steld wit IDD,say FLTeYn¢smrp:nssldfarelfufx lDDlaksfil. Aserrns Dedyv fesyac;tie tte k*p aveapec. loci g 6fim, seimDry Anthony T. Tombo Ill, P.E. eadese pits TsaaSr ay ldldiq is Its"5P.IAlay d N Oren 14 O.neisrabfi:da;:dm1Ne rdlliry owl.r,aN'W'sl dsarle(,isu. adtie 6sdhn'dry oda aN rssl.ler{Tnsarf lSe lOD ad nT fleH osefhaTnss,eds(ir;ladii.y.strge. iesh!Itliee nd Fnssg sSd!aly re!psaeN:!:hd <80083 ' Its an! Ur.inw.All ..,sW.1iff.=rA!'onrdias©dge Wnsdth kleil(sapaeel sfegW!,-naTCPpet!isted 4 TA rA SKA¢e:ehsexedhs rumlpdms—TrIkxs@emye:syitin¢Ws dtelrns Desitoff lens enprope¢®i(nss A-40-1m, Wes 4451 St. Lucie Blvd, rteMse lrfudnyo(nfxa eyred umi+dliq lydl pert:s lnfsed TNeTross D+sIpfapFort Pierce, FL 34946 (opyrighiD2016A-1RoofTsasses- Anthony 1.Tombs III, R.l. Reprodostionofibisdomment,inanyfam,isprohibitedwithcutthewrittenpermissionfromA-1RoofTrusts-Anthony I. Tombo 111, Isl Job Truss Truss Type Qty Ply 71431 HA Diagonal Hip Gird r 1 1 A0024338 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 2x4 = 9 2x4 = 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 14:40:24 2018 Page 1 ID:FerXyRWjJDbONuYUI Ej9OizYkZG-IJrgLR5AYNKJVB4UrlPmwewltOPAoc6HIBCri?PzYMnb 3.54 12 1.5x4 II 2 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.02 7 n/r 90 TCDL 17.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.11 7 n/r 80 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) -0.11 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = -13/Mechanical 4 = 513/0-10-3 (min. 0-1-8) Max Horz 4 = 102(LC 4) Max Uplift 3 = -103(LC 26) 4 = -638(LC 4) Max Grav 3 = 83(LC 18) 4 = 664(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-743/445 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide meth to bearing plate I, joint(s) except 61 7) Hanger(s) or, provided sufficie lb down and 421 down and 81 lb ! at 14-9, and 87 87 lb down and The design/selei the responsibilit) 8) In the LOAD ( face of the truss LOAD CASE(S) Standard 1) Dead + Roof I , Plate Increw Uniform Load Vert: 1-3=-74, Concentrated Vert: 4=211(F , B=-62) 3nical connection (by others) of truss apable of withstanding 100 lb uplift at =1b) 3=103, 4=638. ther connection device(s)-shall be It to support concentrated load(s) 100 1 up at 4-0-0 on top chord, and 62 lb p at 1-4-9, 62 lb down and 81 lb up lb down and 175 lb up at 4-2-8, and 75 lb up at 4-2-8 on bottom chord. tion of such connection device(s) is of others. ASE(S) section, loads applied to the are noted as front (F) or back (B). (balanced): Lumber Increase=1.25 1.25 Dads (lb) 105, B=105) 8=-100(F) 9=-125(F=-62 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 10% 6t:dq-naselksagHJ10e0 th'A 11OGT HISsarS[ttfl'16fllE1tt mf6 b (4M&1IIG55 (]SItIN4 Elrt]')l,CE9CZ iEu NEMi hlm le o duip J.aahm .'i sees Me, a lrs lass amp sr i+y(TT4; ad N ArkarL Tabs !, r.LIdea,,# Steel Were me. Has Rwill tlElei tcNeTOD,w!y ItIT[I Wndif pits SSd(S!1#Ihrt& T)Ditk tdil. AStTInI Dtslp FIJ1[Nt l.l. Strldq Fl[IN!tp8! 4!d 11 tlJTnO (tJftSttlE R p'ti j.W'3 Si I1 rlil:fllHd lq#FXII6 t!srtlfiNlOr `:if ISl lffpi' Re f�Eyf TflSs d!ya4 tetle IDD uty; nder TrFl. Th d!sro nuvrntcs, brde7<ttenxe, smtNiry vlmtdfiif Trusir nJ Inlityis[arelpmAtIIytf-20.m thOWa['fr'.tsrflEd Fjtd tr lit ltddhi hesirno,hberttteddla ltr,oe Rr.1thhtdWdltlale as MI. The eryymdtl Be 100 n1 mytiM dtii Tass.W,6glS.v-4 sssrgE inhadia ad knaug A31,it IL^ ReriBtild:gtr Anthony T. Tombo III, P.E. ' th rdhoes tri Qn'ada. AC ores sda.1.1th slime ,damot ihmsdih ldlia rtaaetl Sd h4-fittOrNtHisGd itl Stfsn!rehs xes:n Eenl datt!. iplttaas7t:es t:nesteAd'!sd3!Ln!Uttl n.T:nf de!i tl'.nCtdrlieS Md9ltdtitt,a`:lsi 80083 a` r t' 1 r ttt 1 H f a a' xa P r I 4451 St. Lucie Blvd. elFnfudEttF2iye(a9.Ttl oltetd rptftwdfiglJ dl rtdnln$eei TaeTanhsi�Eelitees lsrGi L`e6>t!dal6es!gaa,mTa!ssys4arq herdaJ 9EJSg. Ali my �.anlftrosmeasddaedtellil. Fort Pierce, FL 34946 (opyrighlm2016A-IRoof basses -Anthony LTombs III, P.(. RtIlMdudionofthisdomment,inanyform,isprohih0edwithidthIwrittenpermissionfromA-1Roo(Trusses-Anthony1.TomhoIII,P.I. Job Truss Truss Type Qty Ply A0024336 71431 a HJ10 Diagonal Hip Girder 6 1 t Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 14:45:50 2018 Page 1 ID:FerXyRWjJDbONuYU IEj9OizYkZG-11 Y4mvl fmXP2cH?8xDFD8OQxWoXW B3?GivO?SWzYMiV 2_g_g 9-10-1 2 8 9 7-1-8 1.5x4 II 9-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.15 4-5 >561 360 TCDL 17.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.20 4-5 >419 240 BCLL 0.0 ' Rep Stress Iner NO WB 0.04 Horz(CT) -0.13 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 168/Mechanical 4 = 11/Mechanical 5 = 511/0-11-5 (min. 0-1-8) Max Horz 5 = 171(LC 4) Max Uplift 3 = -166(LC 4) 4 = -103(LC 5) 5 = -534(LC 4) Max Grav 3 = 168(LC 1) 4 = 79(LC 3) 5 = 616(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-483/354 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=166, 4=103, 5=534. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)103 lb down and 172 lb up at 4-2-8, 103 lb down and 172 lb up at 4-2-8, and 50 lb down and 67 lb up at 7-0-7, and 50 lb down and 67 lb up at 7-0-7 on top chord, and 62 lb down and 81 lb up at 1-4-9, 62 lb down and 81 lb up at 1-4-9, 102 lb down and 124 lb up at 4-2-8, 102 lb down and 124 lb up at 4-2-8, and 1 lb down and 57 lb up at 7-0-7, and 1 lb down and 57 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 4-6=-20 Concentrated Loads (lb) Vert: 9=179(F=90, B=90) 11 =-1 25(F=-62, B=-62) 12=161(F=81, B=81) 13=13(F=6, B=6) PLATES GRIP MT20 244/190 Weight: 31 lb FT = 10% t8t!det rlesse dsrrgHlrnirxfk'bl IGGfn ssidotal,5[ni.snwsaroAemGrs CislDMrdmn;zadGauasdlar I'm Italy dtdlr Pornden nr n;sostesnt IMI hssauf IM Ae6Pf1,Taiist, tLtomm, SIWhktf as. Gees dhrist dddeoneIDD,my krlria¢rmrP:Eessidlle relfu le 7DD lskedit A!tTuss Duiys Bpuw{t.e, Settldtt i�pu! .tll tdnurlGt upesnttumeH�sdCe pd=ssutdenae!itluyusillil(a;delts�na:'tee tart lnssd!r!0d do, IDD Wye MI. Thi pr nnapm liditu0nen. uaddry Anthony T. Tombo III, P.E. rsdnedb§Inns Sruredleiq is ke resprsi6ilAj dha Ow!ellt0.a°isr9Wittlo7W w14e teildiq Uuisnr,a Ceaalegdlu iN,t5=1S. udf6e Urti ka.dag etlt ud 17.1.;ktfpmddne iDD nr nl M1dd nedti!inss,utlt&qlsd`is}s!rost.!nhlleAu tad keel; s5>fiM ts?n!i.0.1.7d x80083 INEn1aoMp!rr4tani3:.Owls solo; 3tit TWdInpousm1 idnsdii!e1hotI.r?lSent,lend"IlnrjPdidedirTRIASKAn::tla'nd'.eHWPld Tril4451 St. Lucie Blvd. d-lit Wild ljo W.,rd sped ljnitYdnet It III join INdetd. ThNss ks'xfgaFort Pierce, FL 34946 (opltight©2D16A-IRoofTrusses -Anthony T.Tomb III, P.E. Reprorludionofthisdosument,inCryform,isprohihitedwithoutthewrittenpermissionfromA-1RoofTrnsses•AnthonyLTomblit,P.E. Job Truss Truss Type I Qty Ply 71431 HJ10A Diagonal Hip Girder 1 1 A0024337 Job Reference (optional) Ali Roof Trusses, Fort Pierce, FL 34946, eeslgn@altruss.com 1: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 14:44:33 2018 3.54 F12 9 3x10 II 2 54 B1 11 3x4 6 s 4x4 6 5 1.77 12 12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.14 4-5 >576 360 TCDL 17.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.13 4-5 >582 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings Mechanical except at=length) 5=0-10-15, 6=0-10-15. (lb) - Max Horz 6= 211(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 4 except 3=-178(LC 8), 5=-1012(LC 19), 6=-203(LC 22) Max Grav All reactions 250 lb or less at joint(s) 3, 5, 4 except 6=1330(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-495/682 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate bapable of withstanding 100 lb uplift at joint(s) 4 exceptlat=lb) 3=178, 5=1012, 6=203. 6) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upfliiard movement at the bearings. Building designer must provide for uplift reactions indicated. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 276Ilb up at 4-2-8, and 84 lb down and 106 lb up at 7-0-17, and 84 lb down and 106 lb up at 7-0-7 on top chord, and 62 lb down and 81 lb up at 1-4-9, 62 lb down and 81 lb up at 1-4-9, 123 lb down and 200 lb up at 4-2-8, and 12 lb down and 54 lb up at 7-0-7, and 12,b down and 54 lb up at 7-0-7 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 (A Vert: 1-3=-74, 1 5=-20, 4-5=-20 Concentrated Loads (lb) Vert: 8=-125(F=ii 62, B=-62) 9=150(B) 10=123(F=61, B=61) 11=130(FF) PLATES GRIP MT20 244/190 Weight: 34 lb FT = 10% %riey-netsrtletrgKyrsiex Ih'A-I IDG`n;asn{'ifunb6f,n1(IndSd CaF nDa3 (DS7gNj KRn'j A;rtDa �4dENi•Ix Terity ledp yyeadm Nen^l ealsaIASTefiaa DelpDlatiflEK4, era tER ldlNfl Temaa;E.E. tdyeua$!e@[4Sr!aee. Ddesdit!VlStddel I6 t1lTDD,sap ibTeloesamrl!a'essWl,7,i,iii,tT5DlaletdiL A:tirns Deals feptttt{I.e.Sn[ita(6Puer;,:lase4.,ity IDO reyreseets ee eveyta:e d 14 pelsneed,titrtaeemsfotalild(h; tle1K RIk s3refmsQy!ae¢eot1e111D a�rrNeff?H. R2 to ynnseapieu.letn.'tymHnm sAeliiry Anthony T. Tombo III, P.E. N ese de5ls Tzse(er esy 1011411, tle-spesMIRT dPspreea;aeaneisa rieel egede lie ltiflu1 Dsilmr.mNree9d d W IK, lie Ir. adlle lrtd Uwegnh.3 W. 11e Rpld d th TDD ealee,.adlaatdti, T.s0deata l3d4`} ximye, I.WhI iadle [ ysidi'•P. reryaCad:hd z 80083 Mtr.'taratiigree eeift¢:rtme. Alan stl wliaMMI'll lit plaltesof;•kimsdtet pllfiry(wped Sdmla'.emefiniKlf pKistr4by TTm�d SKA inertfe!"I's gteei41pliur_7P(l aeieesytre:yers:hii;ties ealCeiesddeLssDe:iper,ltess DespapmralTress daadehleerA:esi 4451 St. Lucie e reNselrfieailyoti>t:eaeger9epvbxdaglydlyaFeslmdleineTtosDedafaim"risNOT kelalaDDmiper,aTresSyteeblimef.a+Willi. Klran3aedkrosnealebaelblfll. fort 1 St. Luca Blvd. (opyTighIL)2016A-IReafTiusses-AnlhonyLbmba116P.E. Reprodudianohbisdowment,inany lorm,ispsohibitedwithautIIThe writteapetmissionfmmA-IRoafTrasses-AnthonyT.Tomb III, P.E. Job Truss Truss Type Qty Ply A0024339 71431 J7 Jack -Open 3t 1 �JcTbRf.renre(optiional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05.,40 2018 Page 1 ID:FerXyRWjJDbONuYU I Ej90izYkZG-Iumlb2T19TOn6SUcPhUn 1 A?seDOkc3fCcQGVkAzYSZf 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 150/Mechanical 4 = 44/Mechanical 5 = 458/0-8-0 (min.0-1-8) Max Horz 5 = 171(LC 12) Max Uplift 3 = -133(LC 12) 4 = -84(LC 9) 5 = -273(LC 8) Max Grav 3 = 150(LC 1) 4 = 82(LC 3) 5 = 458(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-356/172 BOT CHORD 1-5=-125/349 WEBS 2-5=-434/564 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3x6 II CSI. DEFL. in (loc) I/defl L/d TC 0.68 Vert(LL) 0.13 4-5 >465 360 BC 0.58 Vert(CT) 0.12 4-5 >509 240 WB 0.07 Horz(CT) -0.07 3 n/a n/a Matrix -MP 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 100 lb uplift at joint(s) 4 except at --lb) 3=133, 5=273. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 23 lb FT = 10% AiKedq Iiesu HulapNrrniaatk'dTIDCp nDfiiR ildlf'y03AC1p111S Ni INL Tlrrfddedpa p[113dti1 ail«a1 Bd!ani7t1li13 Dl!pDla.pyiT(i;ir!fF11dSn71-hSla^uy LLlda!S!11Yt64.`A'!na. Ddefa 4dKVIHdd!d iE fitTM.'y NITei<anmrp:ahsslslt'a psedhrIGTDDh3e idi1. dsaTun, Dnip ho.alie,SpO.Ity[tomI!.th! wet noyIDDrapeseds ae uarm IT Ida puladnd etfx grgndidy'Irha Indira It, ryeinss d!p,a!daafit lDDodp p,ta iXl. Ih 0spassa30"L I'd'?und'ws.vndlmy Anthony T. Tombo III, P.E. Haudli'.s russhriq InTtw Oh!nspnei1k It;,e Mu, 14 it IT, Who Desilnr,m PoemhddNlY,a!IEset thIrd11"bl;,I,WITT. IN ITT—!dIke TOD aid agWhu,dfit Trim W!Cgh-1-`}di!.1t, Inhtfshis WimiTsilih L. tvsil:yd 580083 ttel:i'te3Jn!g ke arl haSE¢al.0N.1ssn.I:ahelDD eadlSe pr�insplgnl lnesdpe Gllliq (o¢i,med Sdery h`o;n[No Rnf,pol4ed iil nd5l(Ana:dv xE1'�gaen ailnre 1P416Eirx;2a:npr.,si59Tesnl :sdi>T:nsPasiper,T:xs DespFs eeresi foss Ynd,��a:a, akss 4451 St. Lucie Blvd. at*"IdulIII uhdrad pd spi.1. wriq lT 61jim.s Iodrei ihTaw Usip1 ,tur Is NOT In* 6 4,; C[sryser,ar%5s 5W.!aispowt0.1 WA'I AR P:i, 144asne asddAdhIFII. Fort Pierce, FL 34946 (opyrighl ©2016A-I RoofTrosses-AnthonyLTombo111,p.f. Reprodudion Dijbis document, in oityfiRM, is prohibited without tht written pemission from A -I RoofTrosses-AnthonyLTOMbDIII,F.L Job Truss Truss Type Qty Ply 71431 HA Jack -Open 6 1 A0024340 Job Reference (optional) " Ubb—. rur s ner sx, r� � Ua 0, uessynLa l t uss.com m n: ta.l zu s Nov l z zu I / vrinC MI ZU S NOV 12 ZU1 f MI I eK Industries, Inc. Thu Mar 22 08:05:41 2018 Page 1 ID:FerXyRWjJDbONuYUIEj9OizYkZG-E5KhoOUfwmWejc3oz000aNY1 wdKELWRMr4?2rGczYSZe 2 4-0 7-M 210 4-8-0 3 5.00 12 1.5x4 II 2 I 4 1 0 A a. A A 2x4 = 5 5x8 = 2.50 F12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1,25 TC 0.65 Vert(LL) 0.15 4-5 >367 360 TCDL 17,0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.14 4-5 >404 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.09 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 115/Mechanical 4 = 46/Mechanical 5 = 491/0-8-0 (min. 0-1-8) Max Horz 5 = 171(LC 12) Max Uplift 3 = -145(LC 12) 4 = -74(LC 8) 5 = -289(LC 8) Max Grav 3 = 115(LC 1) 4 = 92(LC 3) 5 = 491(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-520/797 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 tal; by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for trussto truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --',lb) 3=145, 5=289. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 24 lb FT = 10% Gtreiy-llHtettHlydJreli.etle�AIIhOFn0552; inlE['1 CdF92(TE141Sb(4FCitlAlf (7Si0kj 19')S.(19[P;'WNFM'1—Y,rjfars1—gers id kid an n M!ms Desp ir.gjlC of lie Arull.f.bC; Ultf—t S141 ks •e ns. Uius slt-m MA WitTOP,ca'y 1areiusu9crhks seillknelMArlYJlaSe!diL Asaiens Oeslp byae(u.SFtidt(haxer;.3a uel se nylOOrepresensusnp,a sltir p�ntintl eeru+vTreyntili!or`a: Ne ln:n ctlM ssjeTnss klaeleetleTOo air,Weri?Fl.'&ietpsnseopirn.ted:rT wtinxs,smilOr, 1 d esedAh rzss4r ia!faeitliern i AC.e 9sen.de O.uisraSvcts esOeldlGnp Dni Anthony T. Tembo II-, P.E. vy peslq a2r,aHeneh dNalg tls!!!ultlebrdkc(n/trfn4l.isyAneelre100e1enrxner ieTnssolrbgtafysheys,inNlaunikrts3sSilleBaseeFatii!:¢d = 80083 ' a,tMfaA7ts;ai ed ftt.-rax.A?I nhssnw]aaeiaD e>l lie arArtesmlpiednss eltlsWAy(ser;asm Sdery ls;nean(x'AjrrNisled�ttl c>1f6lAm nitrxe38s yeeae!pAme lr6l kfit;lempal3Tssn3efi:se!4:Lsss Uniprr,lns9nprnlitmmnl Tnss 6'avfeehfee,w:ets 4451 St. Lucie Blvd. eleMuls6sdlra(esm orsed e»sutiiliglydflert:rs ic+s?rei TseTass Cal�Eyirzer6 SOI b 141.70tfrser,rr Tres 510m�,ow dar bn!Ay.R1n a�tiad}ros uenlrfaNlsTlFl. I Fort Pierce, FL 34946 (opyright©2016A-IfocfTrusses -AnlhanyLTomboHI, Pl. Reprodurram Dfihis document, in any form, is prohibited without the written permission hem A-1 RoofTiesses - AtthonyT.Tomho 111, 1`1 Job Truss Truss Type QtY Ply A0024341 71431 V02 Valley 1 1 I Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:41 2018 Page 1 ID:FerXyRWIJDbONuYUI Ej90izYkZG-E5KhoOUfwmWejc3oz000aNYBSdVkLX?Mr4?2GczYSZe 2-0-0 2x4 5.00 F12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 TCDL 17.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 59/1-11-6 (min.0-1-8) 2 = 46/1-11-6 (min. 0-1-8) 3 = 12/1-11-6 (min.0-1-8) Max Horz 1 = 31(LC 12) Max Uplift 1 = -18(LC 12) 2 = -37(LC 12) Max Grav 1 = 59(LC 1) 2 = 46(LC 1) 3 = 25(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=20ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the. bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using. ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 5 lb FT = 10% ZEW[Sta1-Pire;elans}5!rittk>,de'At LCDTTIDSSISOSE![[irUNHA Titui LE9ADIIICNS L03iCN^W±EI"A([tpift[DSAIAI'Era.tnd. ka mpseaetas td se±lxits o-e tlks rrrss WS11t Wer[ep;IDDta34etfSet!T.Tt93Pa,t:.t?'weut Aet[hbn ne. Uc'tu a!At!r:ist shed¢ IDP, udr NITtAinwttt plilei t[EIIC i3td[tt+71 iDDlP APTG14 III NIS"np L1A!wjl2.SrfL1T[Lj 2!Y}Rt III!. eq To upsev- -11sm Ilt!4{!±ftlI¢d'.np?uSglti[i341ih[ti [�I 4191,11 �I sisgI± TR3i DtTlo'g ttR3¢Ir,.&MI, TAt reil3[tilFSr"tL3, E4e�.TCS3tFi;±P!F!!!th Anthony T. Tombo ll:, P.E. td t!!6f@I: TiiSs EDt¢r LtTS iS.x'eft3Pf9.1:=(CTI'N DiM!, �P DIe£itttflu:]tL iitdu�stiF%A^.J�1;:t ,I1 fiPICdtN GS 1[fl[S.ibt li[�l1±IM91 Da1!liaL:tti �liPLL U±i9Faitl�ltllL:i6li tti(It)re3lGl:t TiRi, utic,EtL PR81pL. tiutTt. wS't"Fret CEib'tti3)SS11I9S i±3;iiP+DiiS L'S 4S �80083 tit Lei160�P±firei(CI:td18:I±L31[ai3M 4±[Po1Aiif T92±eettt r!eC:Uit:ILtu!`'[t±6S$i LBlly[FT}ixid S4elf ldu3Ski�.:slif'ab1:Al:P1 Lr:FI tkO SLiA ut(tiVtkc#d'rs.1.11.4- ITT i'J!!n±t SStiEtlitil.tLS}t61A F4u5&O"is Nspu, I'm ivp 51...1 Tmi MtitliRtt, lwlu4 4451 St. Lucie Blvd. ,Ruv M.iyoC,.;ti[+td.pwiixr.:gkroipiksiisNO-lsmsDOTIt2wist]ilit[alt4itsl ecsli=isin[ta[idnrdnTLtDttp.A!Iapmlre:itrwiviesaefiatdiil�l. Fort Pierce, FL 34946 topys.19MV201AA-1Roof hosses-AnibonyT,Tomboi[I,P,t,Reptiluaiondlhis doturont,inonT[um,ispichibitedwffiou[ the w!ittenpesmissionfrom 4.1Roof Trusses -AnihonytTomb lll,P.E. Job Truss Truss Type Qty 71431 VO4 Valley 1 7IJot A0024342 Reference (optional) Ai hoot Trusses, Fort Fierce, t-L 34u4b, design galtruss.com Kpn: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Mar 22 08:05:42 2018 Page 1 ID:FerXyRWjJDbONuYUIEj9OizYkZG-iHu3OkVHh4eVLme?W6XF6b4Hk1 gl4_FV4kitp2zYSZd 4-0-0 5.00 12 I ss I 81 2x4 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.33 BC 0.12 WB 0.00 Matrix-P DEFL. in (loc) I/deft Vert(LL) n/a - n/a Vert(CT) n/a - n/a Horz(CT) -0.00 2 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BCHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at BRACING- joint(s) 1, 2. TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD LOAD CASE(S) 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 uide. REACTIONS. (lb/size) 1 = 153/3-11-6 (min. 0-1-8) 2 = 120/3-11-6 (min. 0-1-8) 3 = 32/3-11-6 (min. 0-1-8) Max Horz 1 = 81(LC 12) Max Uplift 1 = -47(LC 12) 2 = -97(LC 12) Max Grav 1 = 153(LC 1) 2 = 120(LC 1) 3 = 65(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=5.Opsf; h=20ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the: bottom chord and any other members. 5) Bearing atjoint(s) 2 considers parallel to.grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Won; fit 10F1IUiSfSrS`SS71',;;§1Ut 174S{(CIP5N51r-peY"[VPEr jd(GF7iPSE0EY?Kr Seta tn44yltV'lPystar�sad re!IFses lerdisln4sfmiyn fr•1:iep OPlas 41Yy�T.isaN �,P..1t`.t;ee5ssieti IefeSevs.C;=e!se"ae^.iss sPCtdfaYe 7G1t,sFly P!11tt �xMt yltl PSts:lSt 1Sedhr9ttC:hlt}t1jP.. PP 11t145 i<kk9 P9JBNIj1 irtl. i2ji'N hFe14�16 tSJ rv'�Ity[SGTSWY.Fllitl4 At'�!r'e(H xF3 f9j:Ntf49elS�YJ��kltF litdPSi]v trt'i25Ayl!15i15 P�LhLp3i1�Ith,tf�RtIFI.)1 PF51}F ISSFS)`i3}ILSii3y;dan";Pn!.:?�h n f Anthony T. Tombo Ili, P.E. tFPf1!@I4i5TtF35t31125'i*':�'.yF4lftIPSdS.TSytrlet44IF!,lit QstEiSlAle ttPfltdit�ttT;Sir('1:'�'f.hGtt6S457Ef11fIIG(�/ihriye(ItelSFiiiartFhcdIPI�I.TftfypFtFlii`.+.1SatFlaihNl!eAhshssP,role:sya5:fl�ysh5er,h:s�tFtetadLniryslaglthtFe!yrsnil'yt? > 80083 ' tietFilfuyPSsiynPFaliftllfttt.Inso's"110abt7r. 1. tplewHipis:at01LtiNtj( rm.osthgMxmp:uTSI �cAti{,.iHtcdSttAatSFfxanikyttrdr.ilevv. P411�cP5�ttF;tsPsdiI�NCPMiNfrhlTttSSfS�C5,ift53Ct5fytP/ritFFfIDe!fi55Nte?Iitbtt.AYfSf 4451 St. Lucie Blvd. dytni;f dtrwl hfff�hxtfped fywheiky e:ycths hnLd.ilt Tnss Ptup EyFtE5 i5�5i hetdl(hr(h5iyln,alles:Syslea Eryhtc�fsm, SFii�xy.ISttrihls,dL;a!atnleheFd i11fl1. For, Pierce, FL 34946 .(epyright02glbkiRoof frusses-AnrbnyT,TombeIII, P.F. Aepiedn:fionofIIisrimmeor,ianayfarm, isptabibitedwiltoutthIIrtitleapeimissioufrom Ad Roof Trusses -AnthaeyT.Twin ISS,P.t. JANUARY 17, 2017 W ttttttt_; t_ rtt_ A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TC � w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC 2 BC (Typ) 0 r ti 3ch Corner Jack's (2) 16d Toe Nails TC & BC (Typ) �3is,�PMs:futg,'t rtu��.'a CJfIMS3'r'4EEi£i'}i4E11>T'z1b5i(Cfik1Y5Sfitiikt`Ll.gEt'jjfH[U4U@:N(�'Fr�fat;darojaoce`:vs w�ir�a,'"SM$uf: �t6e yi'-iy�i �EtFt 1�.5p:_.;aQir 4#PL:ielaa!t30�rt�itee nr Qesste5mr s.el�%si�l[7:,�IP tirttaxrsl�:sd:ltaf,ritG<setLtitlauAEvgts f.r;si rsetur;aet ctm,sn;yrswa� uetr�pa:tsr�r rep,plui r�mra tip apesosstw�m s r.m xi. sumtu�,nt,ryx�sn� a MthonyjbmboIII, P.E. charett'a ins/ffidt€u r nal:num5,:A7llsr7 n 1lt E`.OY'10+8,Y-N lf�eCf#0#aTS1r; ,4Qewwudl4e d.,",k itimlMla ^tlt ltml;lG rc3 fG1. Ue1f='+�s1 �E1�T1J.pl mj ret6tiviaa$t:sT VASSaP.+loge<imxrxerll,e skdNUircµaCSiuyd... 4 80083 z' Ge{.Q{l, P3SQift 9f i6CtJ3.A".rL37 r(t96 x'3:'iY. dtli?:rimAA`7tiii0lYlGF'151Cn�Kfi�Y:l hbfi'ak�5!`yr`fSld#6rTtjkif r.Adtlef1l19tiCfrl^,lA�fi7eit ii�l'a:Cir3eRRieJka.'wtS Si �:tKdO91�S3PL�%tW,�tK1:2S�Ar r]j5ltticid #ERSMyAp;B(r,8'�il 44t51. St. Lucie Blvd. iiFiLS L�.ru,.f i!I:r $t¢SSetI:IW.,�t�Ft k'S}O:R!¢Frl{ 1N1?114 t�rCJ6itjdiYC�aI'It IR1 ki QSGP1N; t1If<1ttJ1.A E0Ptltt:�(S DaI51¢.L r1pA"INf �.50't tl ttlt#tP1FiI. F.t Rep, FL 3494.6 t •[sp,rlgdt�i�iBA-IAcafirrsses�Aatitsyt,TOF.I,ON.p.I. Rlp=5d9010A011iI5A0i0G4tT,i➢AA,�{(C,ISprokiki!#AwirEoessTe,trttteapnmEssicehcmdlio{;Tr:sses•Act6:Ajf.tosb��I,P.E. FEBRUARY 17, 2017 1 ALTERNATEIGABLE END BRACING DETAIL I STDTL03 HORIZONTAL BRACE (SEE SECTION A -A) A-1 ROOF TRUSSES f . 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED "I IN. IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWIP NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF lOd (.131 X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUST MAXIMUM STI BRACING ME' AND ARE TO VERTICAL S ON .THE INTI TRUSSSES @ 24' O.C. WALL 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED. TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN3. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - SOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING SCAB ALONG VERTICAL LENGTHS ARE LISTED ON PAGE 1. ALI DS SHOWN ON PAGE 1 ARE VALID FASTENED TO THE SCABS OR IS OF THE STANDARD GABLE TRUSS IR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD G TRUSS ^�^"^ URAL TRUSS -, , — 3TU0 AN ADEDUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY,17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL 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. u.rrr: NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24. D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. domeeto itarastud4±P: e:il�6eli ±r±tC±inl�, atl�itgk FQeiP(3 �711 it`xlti AL:SSiiKd�lhlf��i/'Yrl},;91. vt u fe�*ala Ski. 4oei,�l Ytcillcuex:►ctdlnll.lsm'�It1,PL Anthony T: Tambo fII,.PZ t 80083, 4451 St. Lucie 41A. Fort Pierce, FL 34946 JULY 17, 2017 TRUSSED VALLE�' SET DETAIL -SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A GABLE END, COMMON TRUSS, OR GIRDER TRUSS P 12 SEE DETAIL BELOW (T) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREV INTO EACH BASE TRUSS. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS (TYPICAL) TRUSS CRITERIA: GABLE END, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT =- 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. rtrassy; F3ase'isim}iljr;ria.t�+'T-1 t80('IUS?rf+`r"lEi j.,FiAfls.TiPk3#tOR;Alit?StCif0Y3sLi?i#{1SVE7n;t"�t31'!siw.riAtLL.Y�y,.iaane:us atlt�os!.`Yof �s',rsT6t5i�AcwnEIiQDJTINLnajT. tosti k3,l1.8d seeVeN9sfr7_tu E.less e>1�xats4'tltxSht TQtl,,i: fr . d,ial;trmrla7 p;r+x siu h r,tttat tiel#QI� laia� !s i �ziss 9es+t&Eea�grt e:>pniay Eri?°a1We sixtaaas.Tm! t+y+ts=e[aax'+pittfr.9dau jaeSAvaingat,rui4,pnkyy*a;'a t'.i d+sy»d {e,zglr•T!rtia ir/khf ei,itri?Etfu.as,*da iPil. tEi dt`sigeusrxgacip ItsJlq tatdaansiSeiYai?f mdas ofmTimsto 1, taf zrc.sgis oilit" SaltsEw+ratli'+xiha t!0.ners aat'iealigew.tt N LiAn daerwme she ra9mol figLL r% u 61"i witx ie6em6 UlI PC Cgpw',Abl TH-1 m;}i!luWN ttpss: ii diy§nda'g.i+kt6f tiIim Is »asJl xas4IsxiT ;sijas�ail:: d [IlOtaj`T. T9iniI00•IT; P.E. me iia'a;�s7sn&zA[rfis6s laacnn setgrt�ttei;3.arE iEe jr�t.sst:lgn�iiiaf olDelel�p^;sspm�iCrt:du¢�f;ms;iESiapzafi51:�d5.7I �f5S;f ainSei�isESirpcanda+:w�act`14119e�zs tis iisgresil�.iissMGniiiNds tr itts#eta:iietslnt:�,&Ta:�.aeCimsl7;;5Aak�,a2.§u - sogs3 ' ::its+iFeati»#lytfu'.c0iq-i 7sssgta7.fY0#gapes a�ts;xed, ibx °ess£nga_iegrcttn�0i tix$ii;7 Psrq,n al:sxs?TsfraE Saeedm±EnNap ttlualL^df--as arzc E.disdaTPb6, 44$1S[..lttClE F6rt Pierce; FL, 34946; Copyliq110201db1Roeflusses•dathesy1. Tomb III, 'P,f.leptddvstineGhtsduouot.!Amy iatt np:ah:iisadwilodthexsiltenFescisiNfromA-IBoci(lasses-k6onyLTomSaIII, p:L FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. �€ —: 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT --- —' TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 7 772409-1010 TRUSS / SECURE W/C VALLEY TRUSS (TYPICAL) 1JC I P%IL A (NO SHEATHING) N.T.S. -b'¢ae} lk.1 KA s asorpl ' asE uliks isa w1@!ta Be,eG tltt,:. s, ie�A P 12 SEE DETAIL "A" BELOW (TYP.) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS3 (1/4" X 3") WOOD SCREWS INTO EACH BASE TRUSS. E?yok cl�:j4dtag BASE TRUSSES VALLEY TRUSS (TYPICAL) 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 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. Anthony T: T6ibo I1I, P.E. aooa3. 44SI St. Lude.Blvd.. Fort'Pierte; FL 34046 P.E:° Fepscdonia!t atifiis �asuseal: taeiisosses; Anikac/T.TaasEa Qir P. JULY 17, 2017 I � [ ` (HIGH WIND VELOCITY) ^1L I STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSE: WITH USP RT7 OR EQUIVALENT 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 CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO y EXCEED 48" O.C. SPACING. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) iittia;-Pxu!`ewo n-}rerer klt Jp3t3Sisi'7?itfl ,StllA m.as S(9N`T3liaS(DS rtoign-b.IGirt'o,Y:A'dy+.}nptrentktrwlE�'(id;sePfaihessD:t�piAc+�slD;cl�?dt�TLi�s41 �,#.L Pdeexefixt6i§ra ue Os;ss aTisnusWeiePstiGD: est# .NET.ir�sxangaasdNwih:ar,=ttwNrZ%lsshaii(MslnrErlrt:.e,if<i+si?ieaa?er�pac3daa1,I0Friprtwrsaps,yhueafielpsar,,drsg6sir�grspus�t;rnbaes,.�asiu-t inssd:jsietrrtiti7?uat m%t1i?:f�rdeisa{s�jra;hd'syr>dm's.}t�i�re ' AnJmny T.'Tombo 111, P.E. nePSi ttim rms TlrmF1.?ii 461114l 694yddl oan.Ik1 NnAQ;ts,.r qM Q iGt{Slfz. D15!pm.'z o w!mwir 7S jrmi oA kmillohrjah WWI. Tu Gp1A,Di3(1f11i5 t:imlfAffm d1h TmL IY1digiP1 '11f9tit; il4S1114.3PYrf trtC:t shall RS1eiji3611V,St 30033 til G;A/nS{ezafred (dibr3s Aliva utae®r�t47ul�ieptl.�p:;@ti�i �>b kvig(natsatiS Sds^r Tfl MdlGi aentelr:;edlx lceNldin217[i leraui tlafP;paz[Cwea�SP!iudMirass ks+yarr i�likap(l,rnnlr: sldtrcsi ismdrrsl,ap7tts i datseiseiLise3 r(rr�! eE nc+ cY rfesr,?red.7�1 wnSew t rtettis[iTiM t�;(: Di- r �1. n 'Slma nerel� 6+tlia E.(y�5 i�r�cvicesFeirt�ttif 4451St. E.uele Blvd. h W ±W+ 1 Er t F W P S d I 9 �fnncvin}3fr17fflf,l:1'PanlLoauv.i.rinn.ipn.[sill'GL G.n.,.da�u.Jr[uln,,.m..iunvfamvnaGBaaA.n[.y�,[ v.nw v.whnwl.I➢ndT.wr..r.l+n[w.:7TawlFillO{. Ft+(iPi2pCC',F1344do -FE8RUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. V ER1 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. 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 BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6. O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'D.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 DR EXCEEEDS 1 /240 VERTICAL 2X6 SP OR SPF STUDP18RACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED G' O.C. (2) lOdNAILSINTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2LHORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d 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) - lOd 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 AT 1POINTS 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE IF TRUSSES. F NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3.3-10 4.9.12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2-8-6 3-11-3 5-0-12 8-1-2 2X4 SP 42 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP #2 16' O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4SP#2 24,O.C. 3-14 3-11-3 1 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' 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 END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING TRUSSES 0 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. C NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0131' X 3'). r ATTACH TO VERTICAL NIBLS(0313WITH )X3) BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING J ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). I 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TDI 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 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J. . I I in .162 108.8 1 99.6 --r- 86.4 84.5 - 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 Z 0 J .148 81.4 74.5 64.6 63.2 52.5 in N 17 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 BDTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 845 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM ANGLE MAY VARY FROM 30" TO 60" 45.00' ANGLE MAY VARY FROM 30° TO '60° STDTL`1 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE 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 )0° FEBRdRY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 d` A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE —NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF—S 0 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 a U7 [T) .162 72 58 39 37 25 J = O .128 54 42 28 27 19 ~ Z .131 55 43 29 28 19 z 00 W .148 62 48 34 31 21 J J_ N Q M Z .120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 NOTES: 1. TOE —NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE —NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) — 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WINO DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 14B LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *• USE (3) TOE —NAILS ON 2X4 BEARING WALL s:+e USE (4) TOE —NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.5 x 4 NAILER ATTACHMENT ENERAL SPECIFICATIONS MAX LOAD:I55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. N Z lM�rl Q o �S2A P No. 2 (Min) I o ° ° o° o° 1.5x4 o° 2x2 SP Nol 3 April 1R1, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 �; FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (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) 24" O.C. SIMPSON H5 »avy •nres�..ytt!,wa. �.•e; cesr ttwiBy's(ttil'1; ste;ut tans c tewn�c;7 :�� ttre;renerc sur,•y�s rwfra.�aw•=•=•,, ds=rN.n,:«us arnt nap:.c�?r,;.em em, r. rrw u, r.T t�rw. •.sn;.twr,;< ad,t,.aw.€e eaNmcr re.,d,. kW:utwtrrrnislsrMaN blal,:asr.dd. l,eLs6 pt s.rw sµ*sL,ere.t�ea ,mm6nt++s,mnw:raserdn,pd:u»nl mw wnepss a.mar spdu �;a.,, e,T alwa, m6rde,.rewrnlnn ,e nr,na;sata,rwt. ;,ad+nn, A-1Ithony T. Tombo 111, O.E. ml nsdk7s Lrnrd aq talgnsr va,::;,.dfixJml txp s�aru lspd 6elsY.pM fu b,uwlMdEe:l:.thM. aiees br: Mt4q W,ul Ott. lie srl=e, wIM I:Palws Fs4sudbe lnss,iwstal bsdi.as„ssc,p.6stdisn lwrai dinir (e,nes»m6'rd _. B00B3 at eW!<q Fs:a Wtc!spm,lnm v1.C.me rA �nr/ws.s l,aLsrsd46rtzj( q.rd dryldaradm;ItSM1s,tIJNhr to wSS[l.r n+er Nkpmdp*imr,trl lRasMMTat33att df�rsd?eRs:s'vrtpx.rn,t Frsyx!.s�. Mr pilr.0 Ym4we!lu,,iru 4451 St. Lucie Blvd, wsr.urlcnsrlgebMmrpsN.pea.f.sgefcep=1--urtrui11e,s:p[rn.nitl6reus guar cSrpw.nu.it;tves te„xna«Twty. wegmu:etmstarul,t..lato 1. Fort Plerec, FL 349K5 fopl,i6M 0 2,516 A-1 Aool losses- kh6 .r LTomho Nl, 1`1 g pmdod on ol this dsfemsnl, in soy form. is pmhi:iL•d *hhees the wriucr pemhsion ltoa Ad Yeol hates -Aahser L fo;,6o Ill. F.I. FEBRUARY 17 2017 I STANDARD REPAIR DETI 1IL FOR BROKEN CHORDS, WEBS, AND I STDTL15 I DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) I MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30- 2194 3291 2007 3011 1697 .2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42I 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48I 3657 5485 3346 5019 2829 4243 2898 4347 # DIVIDE EQUALLY FRONT AND BACI ATTACH 2X_ SCAB OF THE SAM THE TRUSS ( CENTER ON I ROWS FOR 2X6) SPACED 4 STAGGER NAIL SPACING FF THE MAIN MEMBER. USE A THE LENGTH OF THE BREAK CC)! THE MINIMUM OVERALL SCAB ! BREAK •10d NAILS NEAR SIDE + 10d NAILS FAR SIDE 0 X' MIN [+- SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF EAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE O.C. AS SHOWN (131' DIA. X 3'). 1 FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN IIN. 3' MEMBER END DISTANCE. NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) 'H REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C 6' 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 ARO REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SICH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. . 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKENIMEMBERS. ^FEBR*RY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 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