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Home My WebLink AboutTRUSS PAPPERSw ` Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A_1 ROOF - These truss designs rely on hlmber values established by_ -others.---- - - - -- TRUSSES AFLORIDACORPORAmON RE: Job 68633 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: CARE NET PREGNANCY SVC Project Name: CARE NET ADDITION Lot/Block: Model: SCANNED 6704 S US 1, PORT ST LUCIE, FL Subdivision: City: County: EXEMPT State: FL BY Name Address and License # of Structural Engineer of Record, If there is one, for the buildingSt, Lucie Count%/ Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014frP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 4 individual, dated Truss Design Drawings and 0 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 61Gl5-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date I A0005247 CA - 5/15/17 2 A0005248 CJ3 5115117 3 A0005249 - HJ5 5115117 4 A0005250 J5 5115117 The Architect's or Architect's representative's shop drawing approval is NOT a "double cheek" of the contractor. The contractor shall remain responsible for checking field measurements and other construction criteria. Architect's approval covers general roof shape, review of truss strapping, and loading on structure from gravity and uplift loads and their Ias ti locations. Approved By:, Dale: Brzeftrif & Braden A.I.A. P.A. The truss drawing(s) referenced have been prepared by MTek Industries, Inc. under my direct supervis'on based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February28,2019. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSIfTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attimes as Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs.(alsoreferred to attimes as 'Structural Engineering Documental are specialty structural component designs and may be part ofthe projects deterred or phased submittals. As a Truss Design Engineer g.e., Specialty Engineer), the seal here and on the Too represents an acceptance of professional Anthony T. engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TODs for compatibility with their written engineering requirements. Please review all TDDS and all related notes. Page 1 of 1 -'•)Yti ,}:rr,.:rgG. }n9tlSv:r,w. ... �.$::. nOT t: 'e C:.i ai {.S v+.:r[Gn s�rvwntir yprS.� ui', e•.:a07 U3 i !.. '>lJ"+!p •.4d W;!i' -rid:r�IGgll `.t :P.I:fb�;4 lie. ;: tOE )4YHur75A 1' A;u: r::-e=*;�+�+�c•t n- 1.1^„' +,n:r rrvn> rnl r ..:•r lion,�. .: •i'r •: ti'; n :1. n. iu�f .n., n totitr. ,•K!L .<� trn*t h:a'.:v 5; ruvun iq e::r ,u r. r- aq:bt. nt it r.r. .i:vxc::Y;•+t2 '.: rt`; V.r w•rr. •„ '6r•� rtf. o! )7+icp+ St rl:; qi.'+ ='Ir .norl a!+rf die q: r: Mott G;r:rl •:. ':}•+q; a1'•+^1! h,.q .AS r4 1: a ;;F J, :r ...... 4 Job Job Truss Tus peOty Ply A0005247 POMTr Jack q Job Reference optional) Al Koor Issas, con rler , rL Y ue , aeslgn(mal nu...r" LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD- 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gum REACTIONS. (lb/size) 2 = 80/Mechanical 3 = O/Mechanical Max Harz 2 = 68(LC 1) 3 = -68(LC 1) Max Uplift 2 = -30(LC 8) Max Grav 2 = 80(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=1211; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30lb uplift at joint 2. 1 nun: a.uzn s CSI. TC 0.07 BC 0.05 WE 0.00 Matrix -MP LOAD CASE(S) Standard 2x4 = Iw a 3 DEFL. in (loc) Udeft Vert(LL) 0.00 6 n/r Vert(TL) -0.00 6 n/r Horz(TL) 0.00 n/a L/d PLATES GRIP 90 MT20 2441190 80 n/a Weight: 3lb FT = 0% hmr mna.n}r mrmuuesea,uiulruwu n^mey'Iwsr7zra-mrrars..rnr,.,y�mm,am:.au o.,gb..gm.:.msl.�rrm.¢rt�..n�bs,M. m4.,m.a.ud.rw..e. W'.,1 Wlbr.�mraYmin b,far LumuyhlYri Jea16Wi.NW IP.RMe,os,Aatl4P6Y.2^P mim+WR bkPabd?I rY b'Pl mleV RL A1nV^m Nt9i ,^Lti1 MthonY T. Ill. P.E. mw1N 4 b4Mi5rsMnpiNytlb4 s.mEw Maiprs0.mbgtnp. mmCtldbC,6HmrLdFlS�m�m1I41 il,p:ntltlYn'olnlbd tlrN.titldgbryNgwSJa.mMagS9Ym;e:lo.H49 Mx83 WN3 h WallMrH(meb. irehMq b6BmYrymo MrKndM1lilm4petlW(IEma 3alruadhwm¢o M�YPdntar. nHKmb,: Nr,M[snob'xtf�uptlm,rJ�bgn¢mmu/duN4tleu da51S G LiK128ivd. amm.anip waynp ambal�m,nd.d rt4 h�yYpnnelbYYgbup 1 is. bl�agbMq lOmMmm nnidel4RVl FUT Pierce, 1134946 � - (npplyY@ltlikl ledfieau laAmrl.lxals A;; Pi PzpNw6wdkirdxpima,omplarnp,Nh'vedxrlea0emmevra.'swetreakltodtnsus WHe,l.rom1a 14N Job Truss TrussType Oly Ply AO0O5248 68633 CJ3 Comer Jack 4 1 Jab Reference (optional) - - -At RoofTrusses, Fort Pierce; FL 34946, design@al Wss.com LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inc YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins, except end verficals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 3 = 0/Mechanical 2 = 228/Mechanical Max Harz 3 = -217(LC 1) 2 = 217(LC 1) Max Uplift 2 = -89(LC 12) Max Grav 2 = 228(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 1-2=534/266 BOTCHORD 1-3=213/555 NOTES- 1) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=S.Opsf; h=12ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other two loads. Run: 8.020 s Aug 31 2016 Print 8.020 s Aug 31 2016 MiTek Industries, Inca -Man May 1544:30:23 2017 Page 1 ID:vD1jxM_xSyg7jXL6BnpgBAxGFh6 _lot hM?MOwLI?Cj362YAye_iF8326fCeGdl li¢GEn_ 2-tt-11 ' 2-11-11 19 2.4 = CS]. DEFL- in Qoc) Udell Ud PLATES GRIP TC 0.20 Ven(LL) 0.00 6 Wr 90 MT20 244/190 BC 0.30 Ven(TL) -0.01 3-0 Wr 80 We 0.00 Hoa(TL) 0.00 We n/a Matrix -MP Weight: 12 lb FT=0 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uptdt at joint 2. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard pu+l'bab>p!mnb'N naln,T3(V19'j,'RiYlIDrn4�Y•:E(61:tl(LLY,i1M:lleiirbi luflvypv,u,iitl W �NLrxby Mq�fTdb![,nlr,tl,ll21bv9Ntl, �x kbu,btlumuleblr.`,c, Lfuwsllb,;tdlatlkblRYbKY 4,1.u4vp41ape.IMII4Pu{nWuglnnrrmeMcYbP,F.sI^Vn^9,MubY144kAdkA41.•a4^fiubit•,n.erlrii ➢,b4 agYatYq umf6 Anthony T. ill. P.E. el'u1Mlubg4tl#b4nyuJlgdbbs.bt�m5e4Rtl,xtlubWgbtipu,Y4aeib0.b[fWbktlb4,tWdM lq,�ddblWWghxn,d44af Y16gmE4ID4kn.^d[MJdY4nyNatl SM3 :BOUB3 blubl4Jrev1(uoL.WunuuYJ,Mtl4peaeWN(dn444i44yuulrs,tivX+,APII�f4J111111dN1gi6,nikPudPr�T'I YnbioM,ld„dNutlblmt+•iy.Lm,bglgwul l,wpsbiF, hp 44515L Lade K". u,r,bbbJ4e�m WMquumyghmptluN.d hhe,bplyubmlbNtlgGye,u lnnywhl�Jq MJy JigYul6nnuvd Ylµ F0.K %ene, FL 3 946 (,Alto 31541lud 6eum-1mlmpi.ToolaBLpJ. 4pelm.d5isdlugm,uorla,y opnlitudih. aegmea pmmu4tl6ee 41 rM lmvt. hix( Lhq YL Pt. Job Truss Truss Type Oly Ply 68633 HJ5 Roof Special Girder 2 1 1 A0005249 Job Reference (optional) --Al Roof Trusses, Fod Pierre, FL 34945, demgn@albuss.4nm Run: 8.020 s 2x4 = 3x4 II 10 1.5x4 II 3x4 _4 LOADING (psi) SPACING- 243-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL 0.00 5 n/r 90 TCOL 10.0 Lumber DOL 1.25 BC 0.40 Vert -0.02 4-5 n/r 80 BCLL 0.0 ' Rep Stress Inv NO WB 0.20 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = O/Mechanical 3 = 964/Mechanical Max Harz 4 = -1116(LC 1) 3 = 1116(LC 1) Max Uplift 3 = -484(LC 4) Max Gmv 3 = 964(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forcers 250 (Ib) or less except when shown. TOPCHORD 1-2=208/381, 2-3=588/1195, 3-4=257/520 BOTCHORD 1-9=323/219, 5-9=323/219, 5-10=323/219, 4-10=323/219 WEBS 24=889/466, 2-5=195/464 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=12ft; Cat. II; Exp C; Encl., GCpF0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonronwrent with any other live loads. 4)' 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4841b uplift at joint 3. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 5016 up at 149. 5216 down and 50 I6 up at 149, and 20016 down and 1181b up at 4-2-8, and 2001b down and 118 lb up at 4-2-8 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Inaease=1.25 Uniform Loads (plf) Vert 1-3=-60,4-6=-20 Concentrated Loads (lb) Vert 9=-103(F=52, B=52) 10=399(F=200, B=200) R PLATES GRIP MT20 244/190 Weight 261b FT = 0% rur bvb}LLmh�i'NY"JO4M19S:Y{O:iYly'1YIMPV.4:£JIt�n3iUaiTiPllr4al%Ib$P��M1�elMah,�MY Fuir'^q',I"JOIh1Mll,b{IkIMq,9N Ya,ra PNOewvuedvb'.R,�1r b'tlacYlYn,klbMbb14141,K14e4giv�6pxOr.!palYPa}41Y I[yMov,r,vtl6pinYa/,q"meq,epNxlbbb4tlYsyelm, LpMebll Jr�Al 6Mpa,gM.Wy,�age„38e A111ony T.Tvmb0lI11,1, vlwiti fegkiighbnpmNgdbt�qM1C�n,4eGlyeeYbLLjb{q bpctl2bKYLsiMMYbLL+r,LWR{bepriJhl[-0alaikYa,IbSrtH2gbfgbW�.aelY�gJibb„�tlYri 960083 b[ify ipv eiGnb.lO4a YNeb1@vlb P^so¢IPlmtln Wirt,ryfkbtlnPa%YpfylF�ledWnMevdbrwlpHilM1llfmb,gadJfnglb46LntGSp.InahJp4pr YYgMe4ma.W� 44515L Me Blvd. • Je,1,ilWh [uNgM.pen ybdlaani"l M14 iuplryahx'IYINgk Ge, lNwbpnielbtlmY lO pLLilb a,elEelxlM: Fort Pimee FL 34946 fgf,gbC inY4l btlLeumlm4mrl. ivala0l, Pi Fpelydgddisleumauv.ImnnpeYraidxAwdemm�pniiwe6e�Fl toofimurkteni.Io-s4ailLN. 3x4 = 1.5x4 II Plate Offsets (X V)— [2:0-2-0 0-1-4) LOADING(pst) SPACING- 2-0-0 CSI. DEFL in Qoc) Wei L/d PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.01 3-6 n/r 90 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.03 3-6 n/r 80 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141-rP12007 Matrix -MP Weight; 17 lb FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 0/Mechanical 2 = 331/Mechanical Max Harz 3 = -018(1-C 1) 2 = 318(LC 1) Max Uplift 2 = -123(LC 8) Max Grev 2 = 331(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-810/395 BOTCHORD 1-3=318/833 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=12ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 123 lb uplift at joint 2. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. LOAD CASE(S) Standard hvgM bw}{mzab'1J[v$Fi{6Y3'dANP�R' {ORTEnPtlY(I6ffjU4uiI1P.JiSa i.rykgpmb�d:d Mnw9nl rsbvl0nhipSldbIM111ub4124barYkY PhaWmWadin,iP Wrdoobtl•'wdhr6bblM pMh6 Wti1h1®P �Fa#rMn{dvtl YnP� ^i:WObPi'!W+°4 Mm2'ifbbkPYbuAI Mai 4'a:w,aY1R{M1hepaoMmF:hl rt'-�u.IhT. hlL anY T. i7[. P.E. dyih`I b bYalkaznpWfgtlb4 Sl.n'M.vJys bblf'gbp."bsentlb Cb4d#Ytlb1y YWILL Bagntld#IC:da1M dblm.Wi:im9y.Yerpin30a'.wtlhayJlbbieyedYrd oNW3 �3 ' b ldtyB.yetllIXW.11ehWM blpwlbpnnwir¢MdbWBq Lap:6ePWah:TN,pikhtMlMdT3 k dbpatlpbillFldnh�ynNJh�dlmA#imp#ywlw#Ja[q�mdYUXd¢mn,Wu � d45 Judeifidp uftlgal}:hWgpGptr,Nti iT M_p Lpn fil6di:hlk� 1 Wu6pnJ b+tf-; IDW:+6Mh neiMe151 FOR PI¢Ice, FL 3'1916 Pmr..RM � rrryrR-I Q; JrUAlbdL rr AvR YI.Ie�1erl.lE repdafiwtll4.dvimen nIW«npMe^ad.Mvvl@enrevpebsroatrea}Iredrmsn lalevll lemE llL/1.