Loading...
HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com v �,ry�uruur���hurcr�rsxi i�v � ��� St: P udeGo TRUSS ENGINEERING I BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT.34 / MODEL:CAYMAN 1560 / ELEV:B1 / GAR R / JOB#: 76941 MASTERM WRMSCM1560Bl L OPTIONS: LANAI Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRMSCM1560BlL A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1560 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 42 individual, dated Truss Design Drawings and 16 Additional Drawings. With myseal 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 A0209266 A01 2/21119 13 A0209278 A13 2/21/19 25 A0209290 CJ5 2/21/19 2 A0209267 A02 2/21/19 14 A0209279 A14G 2/21/19 26 A0209291 CJ5A 2/21/19 3 A0209268 A03 2/21119 15 A0209280 B01G 2/21/19 27 A0209292 UK 2/21/19 4 A0209269 A04 2/21A9 16 A0209281 B02 2/21/19 28 A0209293 CJ5L 2121/19 5 A0209270 A05 2121/19 17 A0209282 B03 2/21/19 29 A0209294 CJ6 2/21/19 6 A0209271 A06 2/21/19 18 A0209283 B04G 2/21/19 30 A0209295 HJ7 2/21/19 7 A0209272 A07 2/21/19 19 A0209284 B05 2121/19 31 A0209296 HRA 2/21/19 8 A0209273 A08 2/21/19 20 A0209285 B06 2/21/19 32 A0209297 HJ7L 2121/1g 9 A0209274 A09 2/21/19 21 A0209286 CJ1 2/21119 33 A0209298 J7 2/21/19 10 A0209275 A10 2121/19 22 A0209287 CJ3 2121/19 34 A0209299 J7L 2121/19 11 A0209276 All 2121/19 23 A0209288 CJ38 2121/19 35 A0209300 HT 2/21/19 12 IA0209277 I Al2 2/21/19 24 A0209289 CJ3L 2121119 36 A0209301 T06 2121/19 The buss drawlrig(s) referenced have been prepared by MiTek Industries, bre. undermydireclsupervislon based w the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineers Name: Anthony Tombo III My license renewal date for the stale of Florida is February 28,2021. NOTE. -The seal on these drawings Indicate acceptance of pmfessionalengineering responsibility solely forthe truss components shown. The suitabSityand use of componentsforanypartdcularbulding istheresponslbilty, of the building designu,,perANSUTP41 Seat The Truss Design Drawing(s)(TDDIs]) referenced have been prepared based on the construction documents (also referred to attimes as'Sbuctutat Engineering Documentsl provided bythe Building Desdgnerindlrattng the nature and character of the work The design adteriatherein have been transferred to AnthonyTombo 0 PE by IA1 Roof Tresses orspecific brawn]. TheseTDDs (also refened to attimes as'Sbuctural Delegated Engineering Documents) are speciallystructuml component designsand maybe part of the pmjees deferred orphaned submittals. As aTiruss Design Engineer(Le., Specialty Engtneer),the seal hem and on theTDD represents an acceptance of pmfesslonalengineering Anthony T. responsibiltyforthe design of thesingle Tress depicted on theTDD only. The Bulling Designeris respons3le forand shall coordinate and reviewthe TDDsfor compahblitywiththelrwrittenengineeringreqube nts. PleasereviewaITDDsandalrelated notes. 4d36b989999e20a5lb6cde8e Page 1 of 2 A-1 ROOF 20 TRUSSES AFLORIDA CORPORATION Lumber design values are in accordance with ANSI/rPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. - RE: Job-WRMSCM156OB1L --- -- — No. Seal # Truss.Name Date 37 A0209302 T06A 2/21/19 38 A0209303 T06SGE 2/21/19 39 A0209304 VM08 2/21/19 40 A0209305 VM10 2/21/19 41 A0209306 VM12 2/21/19 42 A0209307 VM14 2/21119 43 STDL01 STD. DETAIL 2/21119 44 STDL02 STD. DETAIL 2/21/19 45 STDL03 STD. DETAIL 2121/19 46 STDL04 STD. DETAIL 2/21/19 47 STDL05 STD. DETAIL 2121/19 48 1 STDL06 STD. DETAIL 2121/19 49 STDL07 STD. DETAIL 2/21/19 50 STDL08 STD. DETAIL 2121/19 51 STDL09 STD. DETAIL 2121/19 52 STDL10 STD. DETAIL 2121/19 53 STDL11 STD. DETAIL 2/21119 54 STDL12 STD. DETAIL 2/21/19 55 STDL13 STD. DETAIL 2/21119 56 STDL14 STD. DETAIL 2/21119 57 STDL15 STD. DETAIL 2121/19 58 STDL16 STD. DETAIL 2121/19 Page 2 of 2 Job I russ I was I ype ty y A0209266 WRMSCM1560B1L A01 Roofspecial i 1 Job Reference (optional) A-1 Roof Trusses, Fod Pierce, FL 34946. des1gn@a1=ss.com 7x10 MT20HS43z6= 2x4 II 6.00 12 5x6 2x4 II 7 8 7x10 MT20HS= 22 21 18 17 "' 15 3z6 = 46 = 2x4 11 2x4 11 48 = 3.6 = 1.5x4 11 3x6 = Dead Load Defl. =12In 3Id LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.91 Vert(LL) 0.53 18 >854 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.01 19-20 >452 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.58 13 nla n/a BCDL 7.0 Code FBC2017[TP12014 Matrix -MS Weight:224Ib FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 *Except' T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3: 2x4 SP No.2, WE: 2x4 SP M 30 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min. 0-1-12) 13 = 149010-7-10 (min. 0-1-12) Max Horz 2 = -138(LC 10) Max Uplift 2 = -377(LC 12) 13 = -430(LC 13) Max Grav 2 = 1490(LC 1) 13 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2664/1666, 3-4=4163/2474, 4-5=-4061/2489, 5-6=4033/2514, 7-8=-254/176, 6-8=-5646/3203, 8-9=-5890/3353, 9-10=-5842/3342, 10-1 1=-1997/1402,11-12=-2105/1392, 12.13=-268811678, 6-7=-270/191 BOT CHORD 2-22=-1303/2308, 19-20=1752/3602, 9-19=-296/266, 16-17=-1338/2336, 15-16=-1338/2336,13-15=-1338/2336 WEBS 3-22=-1339/845, 20-22=-1523/2709, WEBS 3-22=1339/845, 20-22=-1523/2709, 6-19=-1278/2608, 17-19=-113412387, 10-17=1262/578, 12-17=619/549, 6-20=335/499, 3-20=-559/1368, 10-19=2209/4464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 2 and 430 Ib uplift at joint 13. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard enqr+Eny!hmtrrh'NI�FIIYS'3(YII[rt6®E(Ia6tlOLM16tlf011Y(WTt11Wr4C.f0eI4TNn 1ei1h9P1umMdttlri ntl,lmvRvpOup OGC,tlbldgl. b84ri bvut&R Nnma Otluf Ce�lav9QmkicLP'r mLtavmrlYv,ilAYwlbbn4YNN:LIfrltntB¢pfepePa.51mh4pf'gvtivgRYnpmNmvryrsntl4P6vWtgwavinqubWlbbrttPYOrtcj,Nsst7etl®bipDe¢.tlel0.L hkt@welnn4dvlm9vtn,uSim1 Anthony T. Tombo ill, P.E. dmQetlm,kgMYgvQ,mp,YWrdh PYn.h Ovm'trbadG•JYNIQGIOvlav,v6nrntdhYCtlL'vrY,YdlWaltWtlRt TMt{dtttldbindaE,Ya,Q9tLntW2glzt+rymq,, aele,vjYalbtrttga0!!rQ 480083 &W,Wgrtgrmmtm.NntmlovbbNpddpmrW pfbsQ4PtlpgGpnm3Qtgpnomi0.lnPlti,tagmdAnmrnxome,rmtlpavY ml6hmaenyaabnmautQ4uwptpmimvMq,yneallnu Y.wo�.v,v4u 44515L Lucie Blvd. dvQultrWltrf6tYr7tdgnYnmghQPmttYNrt MlmrhYifilambrYlhWYyltrla,YNmfp,a6ptvdmrbaB IYgNmItrQ u,mY4dYlM1l. � Fort Pierce, FL 34946 tv i ti®7116A4Ivaflmaes-Amlvv LiomEY111, P.L le mivcivvd16iUvmmem,ivry for iv mlTQebiPovdPoe Ynnev etmissivvhvm A -I lvdlnnes-bMvv Livmly Fl, P.E vrl r v r e v v r Job Truss TrussType Qty Fly A020926] WRMSCM1560B1L A02 Hip 1 1 Job Reference (optional) n' 6.00 12 5z6 = an It 2x4II 6x8 = 20 19 16 15 " 13 3zfi = 4.6 = 2z4 II 2z4 II 5.8 = 3z6 = 3z6 = 1.5.4 II LOADING(psf) SPACING- 2-M CS]. DEFL. in (Joe) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) -0.41 17-18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Ved(CT) -0.81 17-18 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.48 11 nla n1a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except' B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W3,W7,W6:2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-7-15 oc bracing. WEBS 1 Row at midpt 8-15, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 11 = 149010-7-10 (min.0-1-12) Max Hoe 2 = -139(LC 10) Max Uplift 2 = -378(LC 12) 11 = -378(LC 13) Max Gmv 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2664/1664, 3-4=-4164/2474, 4-5=-4062/2489, 5-6=-4171/2629, 6-7=-408112370, 7-8=-4045/2360, 8-9=-1836/1336, 9-10=-1948/1312, 10-11=-2612/1629 BOTCHORD 2-20=-1301/2307, 5-18=-224/270, 17-18=-1455/3218,14-15=-1266/2250, 13-14=-1266/2250,11-13=-126612250 WEBS 3-20=-13361841,18-20=-151612704, 6-18=-746/926, 6-17=-56111302, 15-1 7=-1 309/2960, 8-15=-2068/846, 10-15=-718/630, 10-13=01300, WEBS 3-20=1336/841, 18-20=-1516/2704. 6-18=746/926, 6-17=56111302, 15-17=130912960, 8-15=20681846, 10-15=718/630, 10-13=01300, 3-18=564/1371, 8-17=-1604/3565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load noncorimment with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 378 lb uplift at joint 2 and 378 lb uplift at joint 11. LOAD CASE(S) Standard PLATES MT20 Dead Load DeB. = 71161n GRIP 2441190 Weight: 221 Ib FT = 10% YVW1Nne4a,9lhmY,p'41nOFn645(9114'I6@141nI4r CVCNN[6�I�Y(41f1'1111p[paJfRha lvEltrtlAp.sYndM Mn W4,uAn4linMPN?dbIMLLeh4i11tivm,4Mk4, n,. 0iu[mry OW�hID&m} Ntlo,agtrkf, tllph,mlahTirnMNd.IsrlmtbQ,hrmape.l{,.'iml4yxAbudognl,WnmtomQueeYO�libul,tlnyS¢'gnyaNB§YMInPtlb,mjeNukr!m1eb1A4pj.sph}L 1b6yfei,rbub6gT0'stv3f4p Anthony T. Tolebo III, P.E. ' d nl db Tmtbq WO, nC,m1ra"db0... b OvuhvWdy a bNgy Onl{u,vbmamdbOGle4d0, Wifflob=!WL hQn,NVAn DO WINu.lL Tn,e&drtq bml z "Of d Loq Oct 4 b o*nAm d V80083 bbYsloulelo x. Nun OW-bW dbl Wlddvu db p21 oedsnsd,p my AlUddpm d L4 un4nmdb Dm4edm Ml utt,-q bu, WienOnPaFdTmu YmRvna,eb' 4451 St. Lucie Blvd. nnnnlddh.0a.amdmxrmahmlm.,bn,atyLm:nusTq�uNTblwalnl=,nmvsro:aree�haea mvudunwnudnmi. � Fort Pierce, F134946 bpp'rye®7816A�I loofGossm�AvlEooyt.7vmEc IB,P.[. tepadvaior olMisdonnem,ivooyfmm,iTpm6BBrdiudomlOrvnlreopmmieTioohom4l ladinsue-AmEverLtomEoN,pE p N8S N85 ype ry y A0209268 WF?WSCM1560BIL A03 Hip 1 1 Joh Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8210a May182018 Print 8210 a May 182018 M7ek Industries,Inc. Thu Feb 2114:44:462019 Page1 ID:Id_OOXyyT6lBl_TXo 1)wHHzetvK-I0gijOW IMA_4?dXkim!5yODbaV4aI 1 hXIM2ziurF 264-0 ,1 )+0 11-11-z 1)dt-0 tst 28-10-12 a6oa asd-o +a a)-z solo tsc e-s-iz s-1d 1 i-z-10 6.00 F12 Sx10 % Sx6 20 19 1s 14 '— 12 _ 3xfi = 3x8 = 4x6 = 2x4 It 3x4 11 3z8 6x6 = Dead Load Dail. = 5/16 In ]d-0 11-11-2 1 20.a 0 i&i 28- 3800 4-)-2 I 14 5-8-1d 136 eb1212 1-2-10 Plate Offsets (X Y)— [4:0-3-0 Edoel 17:0-3-0 0-1-8] I12:0-3-0 0-2-01 I16:0-2-8 0-3-01 i18:0-5-4 Edgel LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 15 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.60 17-18 >765 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.97 Horz(CT) 0.40 10 nla n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 221 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E'ExcepY T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 cc purins. BOTCHORD Rigid ceiling directly applied or 4-2-6 cc bracing. Except' 10-0-0 cc bracing: 14-16 WEBS 1 Row at midpt 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1497/0-7-10 (min. 0-1-12) 10 = 1498/0-7-10 (min. 0-1-12) Max Hom 2 = -156(LC 10) Max Uplift 2 = -387(LC 12) 10 = -387(LC 13) Max Grav 2 = 1497(LC 1) 10 = 1498(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2674/1670, 3-0=-4231/2526, 4-5=-4123/2541, 5-6=-3329/1912, 6-7=-3331/1979, 7-8=-3683/2093, &9=-3815/2064, 9-10=-2617/1630 BOT CHORD 2-20=-1306/2317,5-18=-206/367, 17-18=-1998/3877, 16-17=1221/2990, 10-12=1266/2256, 7-16=-642/1337 WEBS 3-20=-13541854, 18-20=-152412714, 5-17=-8911794,6-17=-363/566, WEBS 3-20=-1354/854,18-20=-152412714, 5-17=-891/794, 6-17=-3631566, 6-16=341A95, 9-16=10311041, 9-12=-10881759, 12-16=-1453/2556, 3-18=-613/1427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 2 and 387 lb uplift at joint 10. LOAD CASE(S) Standard rvnqPomOmg6rmkvm-I41pp1a416(f6l�gdllia01 N6N06miCx(WTtl jlfnT.tleWR bn redl4Y/IauWndmdmn.0rim,Eu44dyp�dY4AgIL-+b 411Wnm9mdlveru keff�vlm VEtlmm149.w} — Nel� 2,IM,dAYmIbb130YMn!ikrLup¢gr4yepa.SpuB�4paM mud.vrn9nRvm,mv¢JmatlmpA,mJagwvulnvlmiW�¢bm4�pdminjol„ulymtlub6pm�r,m'sRLOM1+mugna4rtvlw.9fuxu3loq Anthony T. Tombo Ill, P.E. dnetlt MVYml Yaynbrtym,blmtlmmucYOvm'ir}amtlyfvmWhiGv'F..b.4 bnl4.4mlmhiYYAo4N0.L ibWl�ndtlmMdmE,Mn,drlue¢Y9x�4rr9vn09Pmdhc9,ItlYm^Y+Id r90063 \\J\ rbuya:ymdmmu,.m.mmm:mlwdmvm„efpmwmnmo-eyoymtlsape w;mprnwmgm.afurwnmmaYlw,np+.m mlmr:mmgmavmmovieYumronyn.lmrompuprmmsswao,wm 44515t. Lucie Blvd. rmmulddhrtmmradw.mrrhmrmarm,d. ikirturuPFgveNNimlf9vikrlm,nim�slmm4fmnemrbenq NgYvdrmwmaddnRn. � Fort Pierce, FL 34946 4//./—•■ fv tlQ)2p1141lodirmsar-Avbvv 1 ppip 7.7vmLv N, P.t&pn2vaiwdbildvmmev4mve76n¢.irpivptaedrilhvnne.nvevpe,miruvvhvm A -I leoiLnsn-AVIEvvrl.lvm7vN,li Job I russ Twss I yp0 Qty Ply A0209269 WRMSCM156081L A04 ROOF SPECIAL 3 1 e' Job Reference (optional) n-i pool pusses, ron Pierce, FL 54av5, eesign(Tainss.com 6.00 F12 5x6 = DwdLoad Oe8.=9/16In 5x6 5x6 O 4 6 1.5x4 c W 3 1.5x45 3 7 12 1 6xa = 1 a 13 111 1 b 1 2 14 3x8 MT20HS-- 3x8 MT20 0 j 9 t� 3x4 3.00 12 3x4 x 1.511i51�4 II 0 1,5x4 It 1.5x4 11 5x8 c 4x8 1.5x4 II 5x8 I/ 30.315 9-tfld 19-0-0 27-16 28-1-12 31 � 39 &10.4 41-12 9.1 6 I U 2-&40 `.i-7 61610 i Plate Offsets (X Y1— I2:0-1-14 Edge] 14:0-3-00-3-07 16:0-3-0,0-3-01 I8:0-4-7 Edgel f8.04-00-4-121 f8:0-2-1 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Ven(CT) -1.04 12-14 >437 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Hom(CT) 0.65 8 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix-MSH Weight: 2001b FT =10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* Tt: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W6,W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. Except: 4-7-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1490/0-7-10 (min. 0-1-11) 8 = 149010-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Gmv 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORO 2-3=-4697/2907, 3d=4307/2635, 4-5=-3134/1852, 5-6=-313411852, 6-7=-4321/2660, 7-8=4676/2926 BOTCHORD 2-14=2490/4232, 13-14=1906/3619, 12-13=1902/3644, 11.12=-1905/3647, 10-11=1916/3622, 8-10=2507/4245 WEBS 5-12=1338/2394, 6-12=-8641801, 6-10=285/576, 7-10=-352/445, WEBS 5-12=1338/2394, 6-12=-864/801, 6-10=285/576, 7-10=352/445, 4-12=-861/796, 4-14=280/568, 3-14=356/464 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 2 and 399 lb uplift at joint 8. LOAD CASE(S) Standard trtln�lxmeFW"N xem'px4la'Wt15.a}"y DA. WmR UIPW,,WmCrl®aF MIeft F*onmlrtdunemlwl¢ph.glRGdbl,AelLIwAR1116xve&Dld�u0.4u6nM1Ob1oMIDRir NdammpgetltlhmehtM1nlnMNd l,eLxs MlpbPva-0a.fpmAr aPzyM1 WngRBnpmmnmaa00rA�Ndw>p'v¢Nqu9eaypTl" Anthony T. TINnh01II, P.E. dnetlQelns,YmrplOpxeenlmOilq OM1Ow.dO.mYexverlegsaM1rorcvlmgee.�dmtrYtlba.b RWb6mNiGpnhml Ml.11,eryeM4M1IDpdwhaned4imca9fa11ffigarn4pmpMmhwlumhevpaehtl 380083 ' M1pRgmgadLveY.Nen,nWa61pWM1Pamsmflm'lieVM1mxVWmmlEnlmmmolCY�lB�hmtllYlve,tlumlhpvYptl�IM65ulemµelume,el6vstfeLermlpe.i,rtr4,p0¢ncflouMMev4�xa M51 at. Woe Blvd. effielvl[aJhe4tmea+dw��9hmlawu,9rt binoh^aatmis L�tdtNZlm .,,MsSNabpamdvlbOfV Ivw�'lwltnnmual�IM1t � Fart Pierte, FL 34946 [vppi,M®101AA1loalimsses-Amhvvpl.ivmEv III, P.LtepmdvNvevltlisdommem,iovvllw4ispivE3ihdwokvNtlevMevpe,missivvhemA-I Betllresus-AmEvvrLivmlvN, Pi. o mss cuss pe tY y A0209270 WRh1SCMi560Bi1 A05 SCISSORSy 4 1 Job Reference (optional) A-1 noel 1 Fusses, run llam . rl .1Ve0U, Oaa1g,uIyaiuuss.eorn Run: 6.00 72 5x6= 5.8 O 5x8 6 1.5x4 C w 3 3 2 W 6x8 = 14 13 7 10 1 2 3x8 Mr20HS5 3x8 MT201-1S> 3x4 3.00 12 3.4 Dead Load Defl. = 9116 In 1.5x4 L 7 N 1 d 1 89 I� 4x8 4x8 9 I 23--22 &9-81-2 98 38-0.0 9-8-14 Plate Offsets (X,Y)- 12:0-1-14,Edee1 [4:0-3-12 0-3-01 [6:0-3-12 0-3-01 [8:0-1-14 Edael LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.58 12-14 >789 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.83 Vert(CT) -1.08 12-14 >420 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Hom(CT) 0.69 8 n1a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 180 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-11) 8 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Gram 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-4730/2950, 3-4=4291/2612, 4-5=-3137/1854, 5-6=3137/1854, 6-7=-4291/2626, 7-8=4730/2972 BOTCHORD 2-14=-253714265, 13-14=191613626, 12-13=-1912/3651, 11-12=1917/3651, 10-11=-1921/3626, 8-10=256014265 WEBS 5-12=135012406, 6-12=-867/806, 6-10=239/565, 7-10=-386/506, 4-12=-867/807, 4-14=-241/565, 3-14=-386/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=1511; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This Voss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399.lb uplift at joint 2 and 39916 uplift at joint 8. LOAD CASE(S) Standard xmAq�haz4amh4rnMh'IIWpf aEf6i'SrIIRj6aiLLnLif AlN9mC9(6Ip4(CTajU➢CP.flJEn'M1r, rsA16Y�laeaYmmrclminn0u1meM4hv.lplltE;dhllm(1.Icb4114hmr9X4n m. 0dss�ix-�Iu6ftlnhiC4e) pn,Am9lgly9M1MmhnOmpNe.4eL,uhapfSxeaN•YnaEIPAm$hudngmonpnMme>WgaCmPh�>htl Wm�Inymd9rybbinpghsejrimsl�OtlnbIDOmh. dmlM.hM¢+mvalan YtgmrT+vtvtltl6f Anthony T. Tomho 111, P.E. elentlleL IM1mpleLLybhrt�pibinfAhPw.h OmilehdtlyJehNYmlMp.mhmRn4bh1.4+CMGeMMYiln4nllM1L Ib6FlKi660d,n@'In,ONimeh�mlhtlGfm961RM.nM6viA9hhmP�llf1E i80083 hWW'Mpidr,nemi_lCenmpmbIIOmlbpffiselptl,fouelhPtlEgfuytlLkglfaemm(IWlttYtlbpldlW menNmfhrm2p1m 11HmTachrtpabmnatMnHbLeeAVPc,liniGsprrrpam®IGrulaSmc,eMs 44515t. Lucie Blvd. • lAmtluldrtllreaAnlge0ppl MmrhelmMM,H 141mshupFgam,ulplhWLi&�ym,minu{rRatRhw OmIMl4q Ngilmdhn remiLadh101. tort Pierce, R. 34945 (appiphl®101{bl fodinsses-,WAoo,i.iompa0l,Pi lepado4imoldisdenmem,iohpinm,ispnA3cr{mMrNMl mimeepnmisdwhomA-1 HedLnun-AlRonri.lamlolA,PL Job ruse I was I ype ty y A0209271 WRMSCM1560BIL A06 ROOF SPECIAL 1 1 y Job Reference o tional 6.00 12 5,6 = 3x6 9 5x6 i 5x6 5 7 4 K4 3x4 G 8 5x4 i.G 3 8 13 W2 i 6x8= g 12 5 3 7 1 2 '�8x8 s 3x8 MT20884 1 3.00 12 3x4 16 15 3x6= 616= 2x411 4x8 J Dead Load DeO. = 71161n LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Verl(LL) 0.49 11-13 >924 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9611-13 >474 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WS 0.89 Hom(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix-MSH Weight: 193lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except' B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-44 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min.0-1-12) 9 = 1490/0-7-10 (min.0-1-11) Max Hom 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2649/1686, 3-4=-4340/2667, 45=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=4315/2672, 8-9=-4678/2898 BOTCHORD 2-16=-131612291, 4-14=-233/447, 13-14=2135/3999, 12-13=-189713634, 11 -1 2=-1 901 /3609, 9-11=-2479/4215 WEBS 3-16=-1451/920, 4-13=-1175/1004, 6-13=-128612346, 7-13=-8531776, WEBS 3-16=1451/920, 4-13=-1175/1004, 6-13=1286/2346, 7-13=-853f776, 7-11=315/579, 8-11=337/439, 14-16=1566/2749, 3-14=-720/1562 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 4001b uplift at joint 9. LOAD CASE(S) Standard rvyq.Rmlb,gXtnNrmYliOpFaSn1Y61Ry taY11NRIMNICEm19j19ta'llfu.'T�6:Y1rIm teYF6vppomnm N,m¢m,lmslep6ng8p.",dml@gttetl4rillvmlbtkk'u ONl�rnvcslb@IDp,w} YrtllamolkesJIItlmlbmrvlbp¢utbll„u1WPF6¢^N.YbW bD¢�imvdngmlbP^m,amYmimPE^WE14'+enlnVmlmtmm4v4ib,WNb L'Ptl^bmW.¢1^mt1YhP^naPu¢..Ya>7oanK,�&1 Anthony T. Tmnbo III, P.E. tlmdmb4mmgblfry Nbmre@ilry44mw.bowl,nh:bdq]emlalmp0uipv,Ym�vd40.bCa1mkdfeYgMo¢IG4L 1bgn,6Ym149WwtellmEbrmtll&gNfLgr¢gtMANm¢1hey Jb4brcpcVor6 ¢80083 hu,,inmdfmn 44516L WCIe Blvd. M+IvddvtllllL4WN+MWb�IhtllRm,6N¢Lr¢fmubviF9�§InbMglal=.eL,mSW�apm Em)m11p NWv4�b^e,ml5a1bM1. � FOR Plerce,FL 34946 (vppiln®1616bl lvvrmsse-AvIAvvPi.ivmEv lld P.l. 4pmdv4ivvvftlisdvmmem,iv vryfvm,if ptoll'nedpdAvn RY¢imn pe�misiwhvmA-I AvdlnnenAvhvvrl. ivmEv N,PJ. o — — Truss cuss ype y A0209272 M SCM156011L AO] ROOF SPECIAL 1 1 Job Reference (optional) A-1 Roar Trusses, Fort Pierco, FL 34946, designgaltruss.com Run: 8.210s May 182018 Print 8.210 sM 182018 M1'lek Industries, Inc Thu Feb 2114:44:492019 Pagel ID:Id_0OXyyT61Bi_TXo1jwlHzefvK-6zVrMRYAf5Mfs5GJ NuFoa0r7Jj49axspj6QzuziurC 19.9-7 � 74a I 112I 18--2 �s5� Vs-z -10 WsLs1112 I 1= 35�94-f s-la t� ] 6.00 12 5 = Dead Load Defl. = 71161n 3x6 O Sx6 4 5 4 3x4 i 3 N w1 2 3 o 5x6 C 7 13 5x8 = 12 11 3 00 12 US MT20HS= 3x4 1.5x4 8 16 15 3x6 = 6.6 = 2x4 11 US 7-6-0 11-10-12 19-0-0 28-1-9 38-0-0 7-6-0 4-4-8 7-1-4 9-10.7 Plate Offsets (X,Y)— r7:0-3-0,0-3-01 f9:0-1-14 Edgel f13:0-2-8 0-3-81 rl4:0-5-8 0-4-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.89 Hom(CT) 0.57 9 n/a We BCDL 7.0 Code FBC2017/7PI2014 Matrix-MSH Weight: 193lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except• B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 244 oc purins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 149010-7-10 (min.0-1-11) Max Hom 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-315311816, 5-6=-3052/1841, 6-7=-313611856, 7-8=-4315/2672, 8-9=-467812898 BOTCHORD 2-16=-131612291, 4-14=-233/447, 13-14=-2135/3999, 12.13=-1897/3634, 11 -1 2=1 90113609, 9-11=-2479/4215 WEBS 3-16=-1451/920, 4-13=-1175/1004, 7-13=8537776, 7-11=-315/579, WEBS 3-16=1451/920, 4-13=-1175/1004, 7-13=-8531776, 7-11=315/579, 8-11=337/439, 14-16=-1566/2749, 3-14=720/1562, 6-13=-1286/2346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed 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-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 400 lb uplift at joint 9. LOAD CASE(S) Standard reayr m,y¢n^wm•uuprrtls¢C16uRa�ulveem¢mmrmlolfm¢yuacraalmme.inhwPP,.ue„d�dnm.ml,wemqu,.4laAde,mewl.[m4umvm.vnvaen.. mwrc,.�umr,.m,mr.ery Wda,s9rlpvttl9heW6,bR9uMNlaeLnelWphyxvAe.lpn9,fHWvglCJnpoNvmemySVYWdkeuhtleyxsbl vyvv0.tptrbkp�ihvvjeNutgmMebID4S2r.vb44Lh4Ypmn{n4hlximvem,aoa0q Anthony T. TOInbD 111, P.E. deudtilmtMm11eb1hhmp,dMtlh0.,v.h Pml�vedv}fv6M'Arpvya.emmmtlbm,Crlvlm,britvY+3drelR11n4Pvad0ID9dm6Yu,tlLims N§i MN.bv�mrlh,n9DAMb R+61f14 080083 Pegxgpa4vdfe,am.Nnnntlmbi[AtlbpmosdpmJoxd4ldfgegvvlMiHnmv BNjplio4lpMdWlvmavemlplmMpsbu lnl l4ve4eryrmilNt�dYevdbimtP )e.lmf Wvpfrpwallnurvdme,vqu 4451 St. Lucie Blvd. 2vNe1dud11e0amgedepbMYrNelvm,md',d.¢elmvpnpFgralvr91661YgWyv,eNVSNaFgamiuYMakp. Noytladhetwmlamlbl¢I. � Fort Pierce, FL 34946 (eppiphl®1p11Ad lvvlinsseo-Amhagi.ivmty lgPl bpndvdivvd0isdvmmem,mverlmm,ispmlTBedri0em0e vnlnv pumilvivvtrom l-I lvdinsus-AvRovrr.ivvkvm,li Job Truss inuss lype y A0209273 WRMSCM15601311. A08 ROOF SPECIAL 1 1 Job Reference o tional A-1 Fear Trusses, Pon Pierce, FL 34946. design@al wuss.com — 6.00 12 5x10 MT20HS= 3x6 G US G 5 4 W4 3x4 6 r` 3 W2 l 3 1 2 Bx8 3.00 12 5x6 7 Z 1.Sx4 9 8 13 6x8= 8 12 t1 5 3x8 MT2014S= 16 3x4x 5 3x6 = 6X6 = 2x4 II US a 7-6-4 11-10-12 19-0-0 s-1s 2&1-9 38-0-0 7-s-a I a-4-a I 7-1-4 I I s-1da ' I4 Dead Load Defl. = 7/16 in Plate Offsets (X,Y)— 17:0-3-0 03-01 19:0-1-14 Edgel 114:0-5-8 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Verl(LL) 0.49 11-13 >927 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >475 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 HOrz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC2017/7PI2014 Matrix-MSH Weight: 1921b FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except' B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 9 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = 165(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2650/1686, 3-4=-4338/2665, 4-5=-3189/1838, 5-6=-3086/1861, 6-7=-316911875, 7-8=-4315/2672, 8-9=-4678/2898 BOTCHORD 2-16=-1317/2292, 4-14=-235/450, 13-14=-2129/3991, 12-13=189713635, 11 -1 2=-1 90013610, 9-11=-2479/4215 WEBS 3-16=-14521921, 4-13=-11321969, 7-13=-818/745, 7-11=316/579, WEBS 3-16=1452/921, 4-13=-1132/969, 7-13=-818/745, 7-11=316/579, 8-11=-337/439, 14-16=-156712751, 3-14=717/1558, 6-13=-1269/2320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh h=151t; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise intlicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 400 lb uplift at joint 2 and 4001b uplift at joint 9. LOAD CASE(S) Standard RFr1Mn�,9drM..m'{Jtlpin0B0{!nta}®3lttaxie(06fi4R[601e1'�,'la'IlNtaa:eFa'hc Ivryhppoemm,dmtamLr.�P�46+�g11[4mEe4snrtie@,4ri duev&bi6ru O,Lst�.u, mMnp,N0.aj Wf,tmzwrkwtlmM,nlwMid'+bhnii A,.im,k�tyae0a.j L¢6�i}M WngRBnpvMmnoFvatlhrAnYvigteainyWEt((ImM1n4tl6se}NmlgNnblN j.ebAL lbMprwalecvY6ya�vttml2l Aidony T. Tombo ill, F.E. mnr db I.,M r9Me9hwmM>M9eb P .w NmSmFm dW.drv!OidnV®.edmMtlMOCW.1hWeN,Ib lerd,W. p4im1�91W44 unnc n'."a V 80083 wWr.hwui4.AAmxtMM.alwmmdwemgruµ.mYgtpnrvn{AIIIyOWth VIMM. ft'V'p Wlmeel,ga4lr,maeh MI., dn�.tm,Mp e¢^smlmtlmlimµeku I 4451 St. Lucie Blvd. rlmmu mdi". and 9e0mm94e rmmAhimtknthm'bwlMMdgknnv,rtinmSrRa6p,vdgYn90'm. mnmddad.IM. � Fan Fleme,FL 34946 4ppilhl®7A16Ai Wvifnsses-AmAveyt.rvmA.BI,P.E lepmdvmav dlAndvmmevl,uw/lmm,itplo8ih3edv4ArdlAexe@vpemittivv6em A-I8vd4nurAmAvvrl.remEv0,PJ. Job Wes wee ype ly, y A0209274 WRMSCM15601311- A09 ROOF SPECIAL 1 1 Job Reference o tion3l n rtnmuumee,run.w.. r'smncm, aesgmo.luuss.wrn ,wu raw a-a-n xaa bwa ' 2:1-10 z-J-15 2wa '1w-z ma-11 raw iwa 6.00 12 5.6 - 1.5x4 II Dead Load De8.=7/i61n g5x8 // 6 7 2x4 II 3.6 9 1.5x4 11 49 3x8 MT20HS,- 45 1 B S 3x4 � 4 10 3x4 3 11 17 Sx8= W9 0 N 615 5 n d m 2 3 ,W = 3x8 MT20HS-- 14 v[ 1 d 3.00 12 3x8 a 1.Sx4 11 171� 20 19 3x6 _ 6x6 = 2x4 II 4x8 19-1-12 F 7 1441ea12 19.10.4 19A 2541 2&8-11.89 35312 38U-0 7y 6-11-e 0.11 2SI ]-64 0.1-12 Plate Offsets (X Y)- f6:0-3-0 0-2-01 f 12:0-1-14 Edger I18:0-2-4 0-3-01 LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.48'15-17 >954 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT)-0.8917-18 >510 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.92 Hom(CT) 0.58 12 n/a n/a BCDL 7.0 Code FBC2017rTP12014 Matrix-MSH Weight: 206 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T5: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 4-8-3 oc bracing. MiTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 12 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = -147(LC 10) Max Uplift 2 = -385(LC 12) 12 = -385(LC 13) Max Grav 2 = 1490(LC 1) 12= 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2654/1667, 3-4=-4166/2503, 4-5=-4070/2517, 5-6=4201/2689, 8-9=-4021/2572, 9-10=-3955/2402, 10AI=-402512384, 11-12=4653/2817, 6-7=-3504/2089, 7-8=3504/2089 BOTCHORD 2-20=-130012296, 5-18=-255/308, 17-18=1364/3105, 16-17=1344/3096. 15-16=-1351/3077, 14-15=2410/4199, 12-14=-2404/4184 WEBS 3-20=-1392/875, 6-17=-369/956, WEBS 3-20=-1392/875, 6-17=-369/956, 8-17=-394/975, 8-15=791/940, 18-20=1532/2726, 3-18=-592/1398, 6-18=-879/1048, 9-15=310/348, 11-15=572/571 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL= ou plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)'• This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)12 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2 and 385 lb uplift at joint 12. LOAD CASE(S) Standard rmq�mae.,yerm�.m•A.Itaotnass[munarmtemAmcomauimla(nm7AmccueutmY. rmaren�rm.msmv��m.m:lm„wmemypoc,'de,Ymrtwm4rtmm®amu.,.. em,�.lmoex.amr,a} mfrtv a,rinsnlYmimbnlnpm4 snum0a�pf.mN•knn%YFx�.m,mugmryramlonapvanapdmlwqucgnymunymmk,4ahse2,xukrae„mmoap..4vutnmpuwF+m.�w�^msum'br Anthony T. Tombo ill, P.E. d,utl4nimsb Rl4Ylhm,up@iYltlbermmesv'smhNd sprmbYrrOuWw.n6m4etlmnf.b CNmhmhngvle¢f 0.t mysrmdm Nleim Yon,dmLus6ldlhT4Rb91ntu4�Whc411CYbrtW3ialE .B8083 mmdgYsendfmmv. LlmbreYbl[0,impNalefrtltlmutlmP9!>Ifvrm{dg6YsrM(01Pn�4iI1vINImM�mlYPenipfa>filYhnln,pmY3xumlkb/bLruh➢p,imsM�te ,Wimsrainu, tss 4451 St. Lucie Blvd.AlqO*Wonddadblnl. rM�lY4rulljrl@mlgWgph MYgh211mNv6NM IY1msdNy F9 m,ItNlmrlMallogv,mlm,SMmGnevtlmlYlry Allgy O*WonldmtlYQn. � Wt Pierce, FL 34946 4 b®7111 RI IvdinsserAmhmv Llvmhvlll, PE Iv nlv4imvmllhndommev4uv fnn,ir Ivh3delydhemMl mtiYv e�nivvtrmn A -I leollnees-AeRvm i.ivmlm W, P.L PPIB ] v m P P r Job rAse Iruss lype y A0209275 WRMSCM1560B1L A10 Hip 1 1 Job Reference o tional •••........+__.... nwr, 01iv y mny mram rnn,.. ae,u s ma 10Le10 m, I ex Inmusules, ma mu reD zl 14:44:b4 Lultl ease - ID:ld_OOXyyT61Bl_TXo1jwH zefvK-711LBpbhIKs5Lia4ckKkksOoMKUeWnmPeHjd6fziur8 14A i '11-04 -0 3-1155 2-4-0 I 89]411-10-12 �I 38-0 94-0 4-7-2 0.S424-0 W7-05 &2 -9 6-4-15]39 J r1-0-0 5x6 11 L00 12 - - - 1.5x4 11- - - - 5x6-// -- -- - - Dead Load DeO: = 121n 6 ..,7 8 .7 2 9l 3x6 = 4x6 G 4x6 G 3x4 4 4 3 -6 20 46 = 739 11-10-12 17 3x4 ilxi; � 3.00 12 19 2x4 II . 14-R-1 iM. n 16 6.8 = 15 14 4x6 3x4 5x6 9 1.5x4 ll 10 0 J- 13 3.4 1] 4x8 7'i MA . 75 -n1 '41-7-1 qR 7-3-9 14-7-2 12-9-5 4J-15 4-3-15 2-0-0 5-11-2 6-4-15 Plate Offsets (X Y)- 14:0-3-0 Edeel 19:0-3-00301 111:0-1-14 Edcel 118:0-54Ednel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(L-) 0.55 16 >833 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.00 16 >456 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 HOR(CT) 0.65 11 n/a n/a BCDL 7.0 Code FBC201717P12014 Matrix -MS Weight: 204 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T5: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2 *Except* B2: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except- W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-3-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 11 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 131(LC 11) Max Uplift 2 = -371 (LC 12) 11 = -371(LC 13) Max Grev 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2665/1655, 3-4=-4181/2469, 4-5=-4100/2484, 5E=-3710/2216, 6-7=-4766/2733, 7-8=4766/2733, 8-9=-3779/2189, 9-10=454012885. 10-11=465512767 BOTCHORD 2-20=-1294/2309, 5-18=-255/358, 17-18=-1908/3789, 16-17=1544/3374, 15-16=-1546/3393, 14-15=1554/3380, 13-14=2207/4036, 11-13=2366/4181 WEBS 3-20=1337/843, 18-20=4513/2695, WEBS 3-20=-1337/843, 18-20=-1513/2695, 7-16=-272/221, 3-18=565/1383, 6-17=-341/470, 8-14=-2611451, 6-16=-862/1780, 8-16=-852/1755, 9-14=621/635, 9-13=-247/303, 5-17=-525/468 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1-.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI(rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2 and 371 lb uplift at joint 11. LOAD CASE(S) Standard x.arn,>rerm`+rmo.mxfnnrrmaf»Drtar481unrmcmcnrmlaRi^a7Aucrmeei•i.m.rdraWwwmd�dmmneslwu,wen4lm!m�+nm1.1=acrTrdon�smv ,:. rass,em.�nmdmams. 7 WhlmamlastlShnd6rhNAnhN4In4n Pmpap4apa.ymMr6gxYymuEuplID],gnMomn®dmpNnlml,gnmupaymOfigErtO,a�¢idmsejeNrtlyimlxmRromp.me10.L 1LMpmvale,µYC9mlor„uadNp AndxnY T. Tombo 111, P.E. du,ddbin,h DP 1.1h hm nrn4aq db0. ..h4.dvdmhd gdmhlmbp0,dpa,mhmvd dh XIRR de64MxgnhmNi Agpmldu ww'mg,vd911n,vtlra{IzlQgnnp. AS d6egddhhre"Urd 580083 hhxgpa{ndlm,m.mmsmrhhIDedtrPnm+dpr,Ira,dhaeyD.{mbmmey;rR�pOdlpOdmJnreumlY�Ypm tttlamlengmdnnnofam[xlmshvdv.lium�p5pemfm,raM1u,e,.trn 44515L Lucie Blvd. • Mlul4dfle(MEgWgohmOlghtllnneN^1lplmvdupfgahlplhrlMAm�.eLnrlPge4hv[ar1A9y.N��a9hanmWmoll{I. FOR Pierce, FL 34946 (vppi1ht010164111vfrmssm-Av8vvp1.lvmty N,Pi tepmdvdin Atlisdvmmen,avglo�m.isp,vE3evAaaEvmee vnllevpemisGoo6vmkl lvAinan-Anhvvri.lvm1v01,Pi O N55 N5a ype y A0209276 WRMSCM1560BiL A71 HIP 1 1 lob Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34W6, des,gn@al trvss.cam Run: 8.210s May182018 Pdrt 8.2 ID:Id_OOXyyT61 Bi_TXc 1 7 I 254-0 9 30.449 4-4 113 6x8 i 4x8 = 2x4 11 5x8 = Dead Load Den. = 71161n ,n 11 10 1b 3.6 = 1.5x4 11 3x6 _ 3x4 = 6.8 = 2x4 11 4x8 = I 612-0.' 1474 .. 24141-93 I32:0.361--15-2 8-1-0 6M746-6-15 Plate Offsets (X,Y)- r4:0-1-120-1-12L 3:0-3-8 0-2-01 P:0-6-0 0-2-81 r9:0-1-14 Edeel rl4:0-34 0-3-81 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.66 Vert(LL) 0.55 14 >823 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.01 14 >452 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.58 9 nla n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight• 2151b FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 -Except' T2: 2x4 SP No.2 BOTCHORD 2x4 SP M 30"Except' B1,B2: 2x4 SP No.2, B3: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' W6,W5: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148610-7-10 (min. 0-1-12) 9 = 148610-7-10 (min.0-1-11) Max Hom 2 = 114(LC 11) Max Uplift 2 = -353(LC 12) 9 = -353(LC 13) Max Grav 2 = 1486(LC 1) 9 = 1486(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2707/1667, 34=-2174/1417, 4-5=-2078/1470, 5-6=-5401/3107, 6-7=-5423/3114, 7-8=4051 /2320, 8-9=-4688/2791 BOTCHORD 2-19=1324/2358. 18-1 9=1 324/2358, 17-1 8=1 324/2358, 16-17=-897/1868, 13-14=176613661, 12-13=2406/4245, 11.12=241014226, 9-11=2397/4219 WEBS 3-17=568/504, 4-17=1931375, WEBS 3-17=568/504, 4-17=-193/375, 7-14=1104/2163, 7-13=-189/380, 8-13=-583/620, 5-16=2175/1164, 14-16=1375/2799, 5-14=-1883/3819, 4-16=219/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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) Beating at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should very capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 2 and 353 It, uplift at joint 9. LOAD CASE(S) Standard fvmlboN,gYltnumQ'41n01I�n(IIIID•yalYLL199ir(pQ1ALn06PJYjWIO)WIT,fligll'6n Ietll trePPoWn W rtdrMn4,4min4 fi^40aidbl,CollldtQll ldam4W Ymu PdmEatl,rbWlnbeID0.W1 GlRmim!=+v9dlh,ulhebRlbQNi A,mLrulnbfpan0+-SNn%4b bbtlngR6npmEsnm¢R,mtlblbn,I JWbcvl n,ry,tllgtrbin4tlbsnjalnntgwlebi[4Wr.tleR4l.Nbspwg.,4brgm9vm,no-JiVp Anthony T. Tomb0111, P.E. v.dArO flw'W'aft.'&LQ dit.'NO.br,ebTtl,,�nQMYgan{a,mQmbntlb0l.blYdbtrdbYgMeedpl Tn ggntldbb nl&'WWbM'"kY'm.MW""bbm'mgd V80083 bbbg0m{smlrmrOn.rum,WWbQR4dblmmv¢IpbdantlbkHgfryamYglismmvOnIIMIAdlhbdfWmudxmJQpmtl}imPflfiln6,ymHvsWNndbLmingv.InssQvp(gmrvlimsrs+Nv, c4u 44515t. Lucie Blvd. bemlmleretl)p,a¢W,pul,rybNPoigdllmm,ma'rtL Idrnuauplgbmnlp(QlPilglnpm.rtlnn SMmlgtrutlorMlLq IlgQmdkosmml3adb11N. � Fort Pkrce,R 34946 4ppip8�71hbl Wdr,mssem-Am6avpLTmmpIlll,rL Qpndtlaiomdlilsdvmmee4mmmplm,m,ilpiaE3ihdeinoNlhrrdrtempeemifsiom6moA-I ImALnus-LiEmvri.immlmlO,PI Job Truss I ms5 I ype ty y A0209277 WRMSCM1560BIL Al2 Hip 1 1 Job Reference (optional) Sx10 --- 4 Sx10= 3x411 5 6 7.14MT20HS> - - - -- v Dead Load Defi. = 5/81n lb 10 Id 3x8 = 3x4 = 3.8 = ex8 = 2x4 11 48 a 11-0-0 1 18-2-9 2153 1 2741.0 38-0-0 fla ]-2-9 , MN 5.B.13 11N Plate Offsets (X,Y)- f2:0-2-12,0-1-81 I5:03-8 0-2-81 17:0-6-0 0-1-81 f9:0-1-14 Edgel, f11:0-3-0 Edoel 112:0-6-0 0-3-81 f14:0-1-12 0-2-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.78 12 >584 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1.42 13 >321 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Hom(CT) 0.75 9 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 202lb FT =10% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T2: 2x4 SP 240OF 2.0E BOT CHORD 2x4 SP M 30'Except* B3: 2x4 SP 240OF 2.OE, 132: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5,W6: 2x4 SP M 30 W4: 2x4 SP 240OF 2.0E - WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 4-6-8 oc bracing. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1486/0-7-10 (min. 0-1-12) 9 = 148610-7-10 (min. 0-1-11) Max Hom 2 = -101(LC 10) Max Uplift 2 = 337(LC 12) 9 = -337(LC 13) Max Gmv 2 = 1486(LC 1) 9 = 1486(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2680/1699, 3-4=2320/1458, 4-5=-2438/1649, 53=8063/4506, 6-7=-8265/4633, 7-8=-4248/2403, B-9=4721/2886 BOT CHORD 2-16=-136412363, 15-16=-981/2013, 14-15=981/2013,11-12=-1904/3870, 9-11=-2492/4264 WEBS 3-16=-404/444, 4-16=126/438, WEBS 3-16=-404/444, 4-16=126/438, 5-12=3209/6316, 7-12=-248614674, 7-11=77/369, 8-11=398/571, 5-14=3350/1837, 12-14=1988/3869, 4-14=345/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat..11; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterlcg2) 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 = 7.Opsf. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 2 and 337 lb uplift atjoint 9. LOAD CASE(S) Standard benrrbo,m,aMm..mxtrurtrmafvlutmautome[wdn[armtoufrmn7muaum•be tnhbPnmmmdmanm.mumonPN�'4l�ide.smnt.t.mars_bomsmhra,:> �rm.b,mxnatw. 1 N�inmm,lYx4mnmelhrbaObb Wd lnimeWPbpeeN•1Fmillb¢'4mW ngNJnpesmnoYryootlblmmMtlgsmblmrmaWpfaminPJmsm7elmlbrMmmlOBery.dvlFl.lYlnPbm{nm.Y®mpmbeRaslmp Anthony T. Tombo III, P.E. d,n4hblmrtrgmburhb,uN>6�%tl6NeN0.ev,embtl9aemlwmiEoke.Y@nemdbOC48[vfhYmmWti Med0.L1b0Yd�m R4desGl,xtl4fmcY9fAW'+4 u9RYMEo.1MidAbbmRemME 380083 bulgiamdrr . arum Wm mbtvedb ri wpd4 dw ba, wpm seq, mpatr tl raw 0mrmbmmebnvtlptlm teltlnbrryemWmedWymblfwbup,lmrky,fepxedlmelslub4e4a 44515LLucle Blvd. ema,mibdllebmm PdP,Ydmrl(mrmamtld hlmi hApfgn,nWbldyksPc,rlw SlmebPWtmrbl6p 1p,ga d4mxem14elbinl. • Fort pierce, FL 34946 (vp}1i9ht®lhlhkl lvAimssn�Imhovpi.pvmhvl4 P.E lepwdvmae dlhislvmmev4bvgfvm,isryah3nedxiRemlhevMevpemissinhvm A -I IoAlnsses-Imhvvp7.Ivmlvm,Pi Job I was I russ I ype ry y A0209278 VNRMSCM156031L A13 Hip 7 1 Jab Reference (optional) A-1 Keer i resses, con t'IerCe, FL 3494b, aeslgn(gal W ss.cOm Run: 8210 s May 18 2018 Print: 8.210 a May 18 2018 MiTek Industries, Inc. Thu Feb 21 14:44:55 2019 Pepe 1 ID:ld 00XyyT61Bi TXoliwHHzefvK-x7t6cVdxEx6paOkTk9MCpH58h8HK hYi5bCkBY7Jur6 7A7 7 14-211-0-0415 I 24 a9.14 I 24 1445 1-04 2 112 33-0-0 38-0-0 a9-aq 0-7-9 6x6 0 6.00 2 3.6 = 1.5x4 11 3x6 = 3x4 = 3x10 = Up II 2x4 II 2x4 II 5x8 = 6x6 C 9 >3x4 1 0 co P as 15 14 13 a 3xfi = 1.Sx4 II 3xfi = Us= 9-0-0 214L3 d415 ]d] ad-T 15-M 19d-0 7Od-d 29-00 33-0-0 38-0-0 4.0.15 I M M 65-0 111-a N-0-0 i ]- 12 a-0-0 SOO 0-7.9 1-3-12 Plate Offsets (X,Y)— 15:0-1-12,0-1-121 19:0-1-12 0-1-121 118:0-5-12,0-2-81 123:0-5-12 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.13 15-16 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.36- Vert(CT) -0.11 21-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 11 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight:224lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except' B5,B2:2x4 SP No.3 WEBS. 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc, bracing. Except: 9-11-0 oc bracing: 22-23 10-0-0 oc bracing: 23-25 WEBS 1 Row at midpt 9-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 76510-7-10 (min. 0-1-8) 16 = 1728/0-7-10 (min. 0-2-1) 11 = 512/0-7-10 (min. 0-1-8) Max Horz 2 = -84(LC 10) Max Uplift 2 = -203(LC 12) 16 = -664(LC 9) 11 = -328(LC 8) Max Grev 2 = 776(LC 23) 16 = 1728(LC 1) 11 = 538(LC 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shaven. TOP CHORD 2-3=-1241/710, 3-4=1179/671, 4-5=948/590, 5-6=-509/344, 6-7=509/344, 7-8=-509/344, 8-9=296/626, 9-10=349/696, 10-11=686/1049 BOTCHORD 2-26=-489/1070, 22-23=-355/1013, 21-22=233/858, 19-21=-625/645, 18-19=5301808,14-15=-815/565, BOTCHORD 2-26=-489/1070, 22-23=-355/1013, 21-22=233/858, 19-21=-625/645, 18-19=530/808,14-15=-815/565, 13-14=-815/565,11-13=-815/565, 4-23=136/258 WEBS 16-18=1572/1194, 8-18=-11231774. 9-15=-549/309, 15-18=-197/339, 9-18=-950/1096, 5-22=-1761405, 23-26=441/946, 4-22=-313/239, 6-21= 384/330, 5-21=-429/271, 8-21=-742/1283, 10-15=-357/560 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint 2, 6641b uplift at joint 16 and 3281b uplift at joint 11. LOAD CASE(S) Standard fveq�llmGmSNiemnm'Ht$in6n(fWFr16E1:-0llfa11IW0AC6®1W(Nq'lIpI1:F�e1'�n Wlrhvp w.emdn�eerte�tmvkuplveq{ItCom4lgl. Lrsm4tELIem SLMMmex ItlnfRaMEmlem6Aa1 umemmtmumh.almamonxmv.es.u,noogegpuePe.ycml6srm udaglmnpame.aueamrmnnms9mryvyawugmmmPamujau,sstgad.muaeh. a+ml mhpvweyevmclmcew,�lat Anthony T. Tombo 111, P.E. eduel6'ufinebgmL+3hmrtiryp%R9m0ea2m0avi�rLstrdWe6 W0iEuV.emMmdh4.m4.Im4aileYryMe¢10.L 1MP9eN4mt0.1dmEep,vEmin�cvl la04ee9,.¢99.Tadhu4�FANmrtWOifld A! a80083 mmY9ta4adfvma. aavmfeWvml@edmt�nmlpl4vnpmWAyfwtsefBgLMem(mWPXeYI%teed SYJmMemlmrmelpif 141Cumey,m4feum16m6tlLeeMppa.Ime0e4rKvetllna Yandg4u 4451 St. WCIe 61vd. e0vvivtdedllefrsmePdepdmiathAiwvmdmmv. mlms4:p lmammIP1611Ygddlm,vinnhma4e,edvrkaq WmtWvdpmmml4ale1141., 0 F02 pierce, FL 34946 (eppi9h1A71PI6MI Ivolinsses-Anlavyl.lvshegb P.E. lepndvaive drd'niv®em,ievgfvrm,ispio65klxiMvnMe erivee pnmusivvhvm A�l lvolinsus-AvOoo(i.iomEoOl,ri. Job I russ I russ I ype ty A0209279 WRMSCM1560B1L A14G Hip Girder 1 1 Job Reference (optional) A-, rem pusses, Ion 14erae, ri.: o, aesgnt9!a lwss.00m stun: a2 5x10 MT2011S= _ i.S_ _ x4 I 6.00 12 4 5 3x4 3 w 2 1 27 26 43 44 23 45 46 = 3x6 = fixfi = 3x6 II 25 4x10 8x8 = 1.Sx4 11- -- - - Dead Load Deg. =1181n 4x1 = "'B - 4x10 - Sx6 = g 7 3 9 0 1.5x4 G 6 V 0 1_ V O d 05 m 9 72 22 1$30 47 qa 1.6x4 II 21 18 19 IN 50 51 16 1552 53 14 3x6 II 5x6 = 3x8 = 3x6 - 2x4 11 2x4 II 5x12 = 214 3 480 ]4F0 8:" 11-11-15 13.10.) Is- 19 7 0. 26312 2 2 31-0-0 3360 d-0-0 380 1-46 3)-B 1-10.8 2-11-10 2-66 4]-6 4-7-14 ]4F0 1313 Plate Offsets (X Y)- 110:0-3-00-2-01 116:0-0-0 0-1-121 r16:0-2-0 0-3-01 r19:0-3-12 0-2-81 124:0-5-12 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.13 23-24 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.2423-24 >999 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.07 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 2181b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W7: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-2-15 oc purins. BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. Except: 10-0-0 oc bracing: 24-26 WEBS 1 Row at midpt 6-19, 9-19 MiTek mwmmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1293/0-7-10 (min. 0-1-9) 17 = 3946/0-7-10 (min.0-4-11) 12 = 720/0-7-10 (min. 0-1-8) Max Horz 2 = 68(LC 7) Max Uplift 2 = -044(LC 8) 17 = -2040(LC 5) 12 = -581(LC 4) Max Grav 2 = 1299(LC 19) 17 = 3946(LC 1) 12 = 731(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-2366/801, 3-4=-2612/916, 434=2208/808, 3435=-2207/808, 535=2207/808, 5-36=-2207/808, 36-37=-2207/808, 6-37=-2207/808, 6-38=94812144, 38-39=-948/2144, 7-39=-948/2144, 7-8=95012159, 8-10=-950/2159, 9-40=-950/2159, 9-41=-792/917, 41.42=-792/917, Continued on page 2 TOPCHORD 2-3=-2366/801, 3-4=2612/916, 4-34=2208/808, 34-35=-2207/808, 5.35=-2207/808, 5-36=-2207/808, 36-37=2207/808, 6-37=-2207/898, 6-38=948/2144, 3839=-948/2144, 739=948/2144, 7-8=-950/2159, 8-00=950/2159, 940=-950/2159, 9-41=792/917, 41-42=-792/917, 10-42=-792/917, 10-11=-928/995, 11-12=1131/1050 BOT CHORD 2-27=706/2072, 24-43=-796/2393, 43-44=-796/2393, 23-04=79612392, 23-45=-96/604, 45-46=-96/604, 22-46=-96/604, 22-47=-96/604, 20-47=-96/604, 20-48=01700, 19-48=0/700,17-50=-1077/394, 50-51=-1077/394, 16-51=1077/394, 15-16=1077/394, 15-52=376/0, 52-53=-376/0, 14-53=376/0, 12-14=895/985, 24-26=-45/409, 4-24=156/780 WEBS 17-19=-3668/1868,7-19=-497/314, 5-23=586/357, 6-22=01320, 6-23=756/1878, 6-19=-3202/1305, 9-15=-248/335,15-19=-747/1036, 9-19=-2436/1603, 3-27=-400/174, 24-27=623/1886, 3-24=-254/365, 9-14=-567/1059 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wiind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonwncument with any other live loads. 6) • This truss has been designed for a live load of 20.(Ipsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 2, 2D40 lb uplift atjoint 17 and 581 to uplift at Joint 12. 8) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 239 Ito down and 249 Ito up at 7-0-0, 106 Ito down and 116 Ito up at 9-0-12, 106 Ito down and 116 lb up at 11-0-12 ,106 lb down and 116 to up at 13-0-12, 106 lb down and 116 lb up at 15-0-12, 106lb down and 116 lb up at 17-0-12, 106lb down and 116 to up at 19-0-12, 118 to down and 1291b up at 21-0-12, 44 lb down and 71 lb up at 22-11.4. 44 lb down and 71 Ito up at 24-11-4, 44 lb down and 71 lb up at 26-11-4, and 44 to down and 71 Ito up at 28-11-4, and 152 lb down and 194 lb up at 31-" on top chord, and 311 lb down and 69lb up at 7-1-12, 84 lb down and 21 Ito up at 9-0-12, 84 lb down and 21 lb up at 11-0-12, 84 lb down and 21 lb up at 13-0-12, 84 lb down and 21 lb up at 15-0-12, 84 lb down and 21 It, up at 17-0-12, 84 to down and 21 to up at 19-0-12, 77 to down at 21-0-12, 145 lb down and 139 lb up at 22-11-4, 145 lb down and 139 to up at 24-11-4, 1451b down and 139 to up at 26-11-4, and 145 lb down and 139 lb up at 28-114, and 399 lb down and 393 lb up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-10=-6i0, 10-13=-60, 26-28=-14, 25-26=14, 20-24=-14, 18-21=14, 18-31=14 Concentrated Loads (lb) rveq�lLusmQMmvrm'Ht$'rliffia(flWrl�tlltlBllSpp6`JRa[41pI1rIN4')SieC4FiilfRbm leiibqlvrdmrfMnMmorLmWpM1aq�CR,dMLlnLlcb4rtLN,m4n�w p3u,NeM�JaM1[m.wy Ieielmm.blbtil916mlbbmpmbe0m liehru�l,arnrpm,SkiL114yvsl,NulnryllGnpe�Cn,,sapdrinftrtlm¢es0ivymtlEgbm,Inp965tje4ns 69nieAepaF.oty PA rYM¢wapetn:alm9fa5 wA00 Anthony T. T 111, P.E. 'kemnmmmawemav,bpmddumYHalmxd ML6, 4mimHugxmltlm, ap W We'd dnetlOmfmrber Som6o 0083 I ftW,,"Wemem. ivehulnYhxO mlmelamm,miPi'LnaW btlOq(n![vS1G)fdvaa:aLfgiYftrlllmtllxintdu�fhpmdp,dau llHp4a,Gregt¢itlb, elYAtl6lns[etlpc.LeupNp4pvnml imsYm"r4µa4fi bd515G Lune Blvd. efaelo1R6tl1ia45meFxiN^Y.+ag11dl1mxbN,d 6im;kuprq'wuolplhlOYgM,gv,uNnfiilaryLetlot4dAy ipq:Ladbnnmi3vd Y4N. � FOR Pierce,ft 34946 (e h1®P011 Ed 1evllnsses-Amhvv l.ivmhel41.L re nlvaiva vleillpmmem,a to pPh I P vq,m,ispm1,73eEa"ahvel�ex,ineapmm�sivv6vm A-Ileof rneses-Imhovri.lvmlvW, Pi. O rUss russ ype ty y MSCM7560a1L A14G Hip Girder 1 1 A0209279 Job Reference (optional) A4 Rswl Trusses, Fort Pierce, FL 84946, design@a18uss.mm Run: 8.210 a May 18 2018 enau 8210 s May 18 2018 MTek Industries. Inc. Thu Feb 21 1d:44:56 2019 Pape 2 IDJd_0OXyyT61Bi_TXO1jwHHzefvK-PKQUggd24FFgCA10stRMVeFwX W Rj82rKFyHLv ur5 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=192(B) 8=-31(B)10=105(B) 26=-311(B) 14=-399(B)22=73(1]1) 6=-106(8)34=-106(B) 35=106(121) 36=106(S) 37=106(B) 38=-106(B) 39=118(B) 40=-31(B) 41=-31(B) 42=31(B) 43=73(B) 44=-73(B) 45=-73(B) 46--73(B) 47=-73(B) 48=56(B) 50=-145(B) 51=145(13) 52=-145(B) 53=-145(B) m.or.rmne.mmyma.m•uuorlrmaryuu}�a6mnitwsmwfmml(mm�jminwulmers 1,mltgrn�mmm,«evx,no6lnum,ymr.ellM;mdwsl.lmmnrr.lm imrslr,rse mmmn.mmdmdlaa.mr CNimxwlbvililmemmbIDObpKilseumeuWtgmeN.Wd!o�urymud.nloefprsm�o.npmaadya,mJgsabinywlmlo-drngsamsµmncptlummon}.mnAtnt pnnn{nwbdgo'�4eu,ned➢� deeem.rmrdglumledmw>suhddme.da..rreaadas.erlwnlwa...mwevadotde;mdxyl.r.tommmrttiwrmddmemore•mdolrs.mrynmab,�dbemr�ml.dnr+,wrd Anthony T. Tombo IN, P.E. ddd9Mpimoeme. mmd Wrobdl[9mmPmesmtnleNesdmdlPymermvYmltmnmpllvMlk@mflGmrMialYlmNpdas ml6hssmmyailm,sNiM/mLmdapn.lmsksp ganmiou Wf.Cau,ngst tkmuldmlle4mbtgm.pbmnlh4iMmmedl Ihlmsm;9fq'anns 10ld11tlgkµ+n.ainnll+A.Gn�admrmL4y. NgMlvtlbrsmnitlad611N. Z89093 LUd2 • reRrilb®POIA411oofLvsses-AmiogLiocholll,Pl tepmdeaiordmisdomvevl,mmlfoim,ispmdadediuEemtle.dveepnmissiwfiomkl leolLesses-IMoori.lomloOl,Pi Fort Fort Pierce, R. 349d6 Ner. 3494 job Truss TWSS Type wry Fly A0209280 WRMSCM1560BIL 801G Hip Girder 1 1 Job Reference (optional)i n-i Roor Truasw, ron Pierce, FL. xsao, ceslgngaluvss.com Run: 8210a Meyy 182018 Print:8.210 s May 182018 MiTek Industries, Inc. Thu Feb 2114:44:572019 Pagel IDJd_OOXyyT61Bi TXoljwHHzefvK-tW 51AeBmYNXgJtsrsOgvlBTnxgpSjE_YvhrFOziur4 -1.4-0 7-0-0 124-0 18-11-12 i-0-0 7-0-0 5-4-0 6-7-12 3x4 = 1.5x4 II 4x4 = 3x4 = 4x6 = LOADING(psf) SPACING- 2-M CS]. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 6-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.20 6-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.07 5 We n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1389/0-3-6 (min. 0-1-10) 2 = 145410-7-10 (min. 0-1-11) Max Hor2 2 = 80(LC 8) Max Uplift 5 = -475(LC 9) 2 = 502(LC 8) Max Gmv 5 = 1389(LC 1) 2 = 1454(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=2594/887, 3-15=-2196/826, 15-16=2196/826, 4-16=-2196/826, 4-5=-2535/868 BOTCHORD 2-8=-763/2244, 8-17=763/2264, 17-18=763/2264, 7-18=-763/2264, 6-7=-763/2264, 55=-702/2177 WEBS 3-8=-7/601, 4-6=-7/578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwnrent 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 475 lb uplift at joint 5 and 502 It, uplift atjoint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249lb up at 7-0-0, 118lb down and 129 lb up at 9-0-12, and 118 lb down and 129 lb up at 10-3-4, and 239 lb down and 249lb up at 12-0-0 on top chord, and 311 lb down and 69 lb up at 7-0-0, 77 lb down at 9-0-12, and 77lb down at 10-34, and 311 Ib down and 69 lb up at 12-3-4 on bottom chord. The designtselection 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) r Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-0=-60, 4-5=-60, 9-12=-14 Concentrated Loads (Ib) Vert: 3=192(B) 4=-192(B) 8=J71(B) 6=311(13) 15=118(13) 16=118(13) 17=56(B)18=56(B) Load DeB.=1/161n PLATES GRIP MT20 2441190 Weight: 81 lb FT=10% Iedrh9ppoemel,efat5MunuMp trsoderst hWflmvuEtlahIDcak Wduarru0mlarmRrh'411YPfI®a(WR{GriLLNritlC6111C61RIW(r.9a)WN14HNrhm anu®v,Iro,mmwbmruLeb�eu.Imumuupr4sreN.ycvq lgzsshvxogrton,comb.ymiehpenmeyvsyny.nuvlmo,mPao-se}ernaquvummompwmL ln[wpbvapam.Ysaxm2+ess�m; rI11 numaWe WLrutm Anthony T. Txxnho tll, P.E. daed9ulmtrghbgnhage�qW;lm0.m,60mif fSbWpYrlbhlfm Eaba,aGMeAhvlhi:elhebtlHtlgMe¢11M.1Mga,Nlb104tlmGtlrbdLlmremYiq GdlryhppbnMindhep J£GM,upN3ard 580083 ' hhYalG,pmdfmo.. Wbesmm.bl[OdbpoummtpY4m4a, pJpgfmlmml4arl nma6114G`41r1adfel rtafAnealxvpmYp4m lMtPssL,gmilifisbi6mitlOrlmfGape,rrmfGf4LAmbllmfra4nrt,akv 4451 St. Lucie Blvd. MIul4W Irr44sOgW wmmmvhnlm,erY^L 61nss Gayrgm 4lmhlLLgypegm,rtim,lyn6pmibrht9A emLrcMbmmm14tlY11VL � Fort Pierce, FL 34946 G BDIOlAA4l holinsus-Amlav Llvmdv lhl.L le 2rNmdlliclammem,mov Iw rs mlahedeJPvnldlpinea nmufivvhem Ll4rofLvsses-Ar%vv LivvdolB, PL Pnil I Pb I v4 P P i o Truss mss ype ry y A0209281 wRMSCM1560BIL B02 Hip i 1 Job Reference (ootionall A-1 Rom1 Trusses, Fort Pierce, FL 34945, desBnQaltruss.com 0-6-0 416 _ 1.5x4 11 4xfi 2 6.00 12 Dead Load Defl. = 31161n l'1 2A so 7 44 = 5x6 = 4x6 = 9&0 18-11-12 94813 I 9.3-12 Plate Offsets (X,Y)— 13:0-2-3,Edael, f5:0-2-3,Edge1. 16:0-0-0,0-0-151 f7:0-3-0 0-3-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.25 7-13 >929 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 7-13 >525 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 691b 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 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-11-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 699/0,M (min. 0-1-8) 2 = 789/0-7-10 (min. 0-1-8) Max Horz 2 = 95(LC 12) Max Uplift 6 = -176(LC 13) 2 = -215(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1012/619, 3-4=-806/675, 4-5=-806/675, 5-6=1017/622 BOTCHORD 2-7=-394/806, 6-7=394/806 WEBS 4-7=-8/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rechangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 6 and 215 lb uplift at joint 2. LOAD CASE(S) Standard (crq'MulvnlMrmnh'411xf aasnluwrA �iLLN4S1[NAIICn(DlW(IAIp'JYaCxkEolfll'WnleAltrnAla,mimd,dtlnsM1�lm:Amp FMgIRC,dhL]vI1.WhgtLhLu�9MMs, ca WwoOerly ClJnkW.N! G1,kmm9tt6m WAb:ultrbmOYMLl:r4m Mq,igavpa.yeu]Ib¢u}bvYngNOnRnmtmau8matlbptl��ual rqup0ingv�AAgWdh�4Yh�ey:lnultvtluNlWAry.dvlM1l htnpmnaln�glCaymAw.vu1�41 Anthony T. Tombo ill, P.E. du,4Aalm�hgNYape6amp�bAgtl6P¢6Nm'rdmCd g4eb1aYal WAa.ePsmMYAaCNCWLhdAC+idenlPi➢,p6r,tldd04dwEe'latl4lmitim94O6im9tlRAnuWbn4YAmdnF+ulield *80083 &W,WgaWf. 44515t. W[le Blvd. naaiu WWIn65Ur9e9ryaec®glrJllvh; mtlrzt TmlmiGm�fgmm AIAIh IPYgMyv,mrnu SrylafgmaimrYraq AA�SfuNbo:mml4NYltn' Fort pierce, FL 34946 H® ppip 1A16Ai lodLossa-AmlAori.lnm5A lry/.l. bpiAlAoiaedlhirdommem,aoolh�m,ispral3BedxrthvNMvxdmvpe�missioA6AmA-I loolinno- AoRvorl.lamlclll, P.F. Job I was Fruss I ype Qty Fly A0209282 WRMSCM15WI31L B03 Common 2 1 Job Reference (Optional).i 4x4 = ------- Dead Lwd Det.=118 In fi� 3x4 = 5x8 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (Joe) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vart(CL) -0.14 7-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 7-13 >848 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Hom(CT) 0.03 6 n/a n/a BCDL 7.0 Code FBC2017[rP12014 Matrix -MS Weight: 84 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 69910-3-6 (min. 0-1-8) 2 = 789/0-7-10 (min. 0-1-8) Max Horz 2 = 100(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11751797, 3-4=-866/597, 4-5=-863/595, 5-6=11597782 BOTCHORD 2-7=-631/1022, 6-7=-610/983 WEBS 4-7=-2861491, 5-7=-328/363, 3-7=-364/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=151t; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;G-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180lb uplift at joint 6 and 219 lb uplift at joint 2. LOAD CASE(S) Standard {veq�lemm,evrmv.m-ura[note(stumA¢wluo<.rv¢mcsrmtw(wMuncsurrcn•ma r.rycnvr.,*+moyen.mtwoe¢ee.vlmlwewmrttmp4ltlm,®anA,s.,ee. mm,mv.wvmr,.mul. 1 Mmlmst'o,aysmrmmnoex.m.s,nm,k¢fyunN.f�wLorve/mwloerlN«um,om,,m+fmMwm�o-melnyaboryrmin¢dmsvprrmNpW.a,moep,mWtmn¢cma+vmAdgmvms.m'q Anthony T. Tombo]it, P.E. d-ddd I-'& ma0m h hngsa-n dit , oho.mi,.tmhdvma.mreuyoaq.,.hm,edh tl.mama h Mrgdev HIL In p ldrtopma@amaalmemagC!&gmgpevaoem W" hmh bruull, d t80083 ' uhw'!,s¢uvlrmfwn.N,en,nm.6loUdbhreasmfyJmen164ohqfxla2Wegmmm(OrhIdLJNM�6d9f1medv fbpmddpvY�mm lttlk9mhnymlNuh¢1mdlM1mhdPe,Lmvn¢Vprtmllm,rmfpe; ek+ 44515L Lucie Blvd. hSnixlRdlr.fgbq,dy s.6gry•rNn Mrcl lhtnuhugfµ,e,xrol6lnar K.ga,xl„ssirylmfgh,ddmrbllry eg3lalYammltlalbMl. Fort Pierre, FL 34946 bp}rill10701Ab1lvettnsse-Amlmpi.tvmheQPi 4pndvmvvdaisdv,vmem,iv veplmgisp,ohl'ded.dhvmnv rrim.pnmissivvhvmld lvonn+us-Amlev{LlvmlvN,ri Job russ mss ype y A0209283 WRMSCM1560BIL G Half Hip Girder 1 1 �, �..,,,, ..,_... _ Job Reference o tional . ..,.... � ..�.. ,o.w, �,. wwv, uemyn,Lua,ww.mm Hun: a.z1u s Ma la Luta HnnL 8.210 s May 18 201a MITek Industries, Inc. Thu Feb 21 14:44:592019 Pepge 1 ID:Id_O�XyyT61BI_TXoljwHHzefvK-pu6dSsgSlAdE3d1 Ez7R8-7GglibgWUGHODAxKJzia/2 -1-4-0 7-0-0ID 14_0 7-0.0 4-11-12 31 3x4 = t.ox° ° 44 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.02 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matdx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-1-0 do purins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 80210-7-10 (min. 0-1-8) 5 = 1059/0-3-6 (min. 0-1-8) Max Hom 2 = 166(LC 8) Max Uplift 2 = -264(LC 8) 5 = -384(LC 5) Max Grav 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-1157/360. 4-5=•294/188 BOTCHORD 2-6=-377/959, 6-12=377/980, 12-13=-3771980, 5-13=-377/980 WEBS 3-6=-8/626, 3-5=-1170/453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with anyother 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 264 lb uplift at joint 2 and 384 Ib uplift at joint 5. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 260 to down and 270 Ito up at 7-0-0. and 118 lb down and 129 lb up at 9-0-12, and 120 Ib down and 129 lb up at 10.10-12 on top chord, and 338lb down and 72 Ito up at 7-0-0,and 77 lb down at 9-0-12, and 78 lb down at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-60, 3-0=-60, 5-7=14 Concentrated Loads (Ib) Vert: 6=338(F) 3=-213(F) 10=118(F) 11=120(F) 12=-56(F)13=-57(F) Dead Load Den.= 1/16 In PLATES GRIP MT20 244/190 Weight: 571b FT=10% rmyra�,r,�Prymm.a-unomalrsiwrrtsriunm6men¢am16m(fomlunma;rartm tme�trear+nwnmms�.msl�m�onpdmyPucwate.rl.tannriu.mnmu.,ea e�nm.gnwnmmo.ay nhtdcmlk,+dAh,dllsaPuib Y,I4 helmvpJplgwN.WmO!bPe<IaudanlWnRm�empm,tlal�m�mdr9'+m'mlaymBflpmrm Y,pda,e},anl.5mhealW t-mafiL meYpb,npua Ymrym9oa;noalBp Anthony T. Tombo ill, P.E. ' mdmedlplmr6mmraLLmlbart,ryf6Jmtlbmm.a0mitvE,:mdsmleaaYarOuqa,mamledanCalala4dlaVga4elp{Ilep�,N/aID4mIgEYmdatmtmKqLYyteq,,Mtl[edt@yAAYm,rgacCLrd *80083 abegMSsq(Fw.tC.fsNmmaIDl,tlaraIDrolpaYanrfhrtlA{fap2Kgrvs©vlWp.tlNdhadnflmmlumlhpmdpao nnmdurampa41muelbevt4eMfAspm,ImrWepfgammlfnvlzNm4v5ft 44515L Lucie Blvd. OaauW'stllleemmryMrynY.rmghr6rmre,m+iM minuhu}fgmirr0lalatlgMspm,nLrufinmfga,v(mrM6ry aq�TJmuoem Lhdbfil. Fort Pierce, FL 34946 UppilM®2616b1 tunner... Awiayf.h bm W,PS repro6mdicmdtlislommnd,'mmryforgispm63'ael�nbed%mxnnevpermiemimm6emlllodbnum AdiIrT.TIahM,PE Job Truss Twss Type ty y A0209294 VVRMSCM156031L 805 Half Hip 1 1 Job Reference(oefional) ' .. , —. P..—.aI ran r„ I —I r,- , — . . uvsyu�,u P mu.a.—... 5x8 1.Sx4 II _ _ _ _ _ 4 _ _ - _ — - Dead Load Defl. = 3/161n 3 _ 4x4 = 1.5x4 II 4x4 = LOADING(psf) SPACING- 2-0-0 C51. DEFL. in (loc) Udell Lid 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-9 >566 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.33 6-9 >425 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 2 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matdx-MS LUMBER - TOP CHORD 2x4 SP M 30 `Except• T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6,4M oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2 = 52710-7-10 (min. 0-1-8) 5 = 43310-3-6 (min. 0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 2 = -137(LC 12) 5 = -137(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-434/146 BOT CHORD 2-6=-267/290, 5-6=269/296 WEBS 3-6=-49/323, 3-5=-572/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 lb uplift at joint 5. LOAD CASES) Standard PLATES GRIP MT20 244/190 Weight: 60 lb FT=10% mvq.rammwvrme.mxlur: amutmlmy®SIfNYf ltWGilCm(n10Y(u3trlemrcnauurm¢ Im0le0prmrnmmdM,mnamdiww Onp YmgOnjdY44ryt1=bn1214mm9:eVmeu OdaaAmmCmtlnbtp.dr INelmmamlhar44m.dtrml9mY,tl4 bahnf Rrgf pxePn.Lemet htlny{0.u1mNRI,NmmtomWimJmFrMmlm Y-^mgn4mi0e1YMlm@16uhNuN'WeM1WmV,mtrlRl Ta h9+wRm4hCmlmhanElOtl Anthony T. Tanabe 111, P.E. dladh hnsb gkU7ghftruV mu!tlm0.vm.b0ad�rdamticx.a hloU,, Nor,,.& rift KG Italhe h2q,%aWML nn,nWelm a0dvmb ue 4ovrmt.dtmllmmgrep,, mNlY rdhx Anlad nw wqd Y80083 ' mr9lglegsdf seo..OabvlN.mlad0amassmSpUUaa4MWNyhgxmSelAmeoem'Jd7PWbahwdpumemrmmimymapnma lM�rCrt9emi0fuedhles6M4nsmup®.tmvh>rytgmermimeWmb®.:ems 4451 St. Lurie Blvd. MAu1BW11amA.lgMvp 4 eM, h dp MA Nlnm mVlnnah101m I1U9i1sq R. %Snba 6lLuda, WE% a gUtl =anldulhla' Fort Pierre, FL 34946 (oppri1h191Ohbl bellnssu-AWov LIomDH41i 4 advaiavdandommem,imm J p q(nm,isprdadd.JhoNer rdlu peemufiwhomkl ledLnmo-AomwrL14a11,41. Job Nss mss ype ry y A0209285 NRMSCM1560BIL B06 Monopitch 2 1 Job Reference (optional) n-' n. cusses, ran Warta, " 34946. eesignrmatnuss.mm Run: 1.5x4 11 4 3x4 = 1.5x4 II 44 = 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 0.46 Vert(LL) 0.06 6-9 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 62 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP Nc.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2 = 527/0-7-10 (min. 0-1-8) 5 = 433/0-3-6 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -117(LC 12) 5 = -200(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-605/196 BOTCHORD 2-6=481/483, 5-6=481/483 WEBS 3-5=-549/547 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 2 and 200 lb uplift at joint 5. LOAD CASE(S) Standard r.w�wmmw'bmo.c,•Rrmmmnlmvtlarmtnwrm¢mpncmax(n+u1m!rmpuru,m rehmsap,.emmmra,,,,mu,,,m,�u,.wlnp:ddmant.t=aertta�,wnv..n. pae„m.wmxeatou,dy mn<tacxmtmnama.utmanpmnm4 n.u,um,py.eN.Y mm4muaentnu o�nman pm„vmnymropu,yam,mmmq,u„ep,ruuyml.e,mpmt.wmi nm,pnn.F,m,xmgwmmxeammy Anthony T. Tombo 111, P.E. d,vapelylnq MVryn6mta,mprabpm.60rm„4ndya�bla'tgpegs,x4iwntldp,mrt:ddYyl.YgommiRt n,pmJtlmip9tla6�Je,EMimsrl.SgbCq m,q,.av1"mdtrgY9Ybmr.Mlryd 380083 ' Ukz'in"enmhar. lwpd loadin .unlw lu`dp�Wm OuR lftnWmeftLa,0.9pe imvp¢prgavN rms/M.,ac,aka 44515t. Wde Blvd. Mwulaa9ryd@el,y,agamx,®gryllrvm,Y,d,vi minudaptga,urplhlexgm,pe.atnufln.[gmaorWpl e,gav:lbnmmla.amml. Fort Plerce,R. 34946 pp'ry 7pllkl lootlrvsses-Avldagl. io¢be81, p.Etepmdvmv.ol0ildpnmev4mmrfom,ilpmliBedrilhoOMnimopemisvw6am41 Reoltnssev-AvmvprLlpmlo01,P2 oTruss Truss Type ply A0209266 WrtMSCM1560B1L CA Comer Jack 10Qty 1 Job Reference (optional)' A-1 Roof Trusses, Fort Pierce. FL 34946, design@altruss.mm Run:8.210 s May 182018 Pdnt:8.21a s M 182018 MTek lnduT5'" s, Inc. Thu Feb 21 14:45:00 2019 Page l ID:Id_OOXyyT61Bi_TXoljwH�zefvK-15g7fCg43T15hncRXiyN W Lp8k94Zf6XRFswVsl2lurl -1-0-0 0.11-11 r 1-40 F 0.11-11 , LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Mabix-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-11 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/Size) 3 = -5/Mechanical 2 = 181/0-7-10 (min.0-1-8) 4 = -21/Mechanical Max Hoe 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -71(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 20(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7A 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; UP B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncumant with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5lb uplift at joint 3, 71 lb uplift at joint land 21 lb uplift atjoint 4. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight 6 lb FT = 10% 6aq eaa f'a4a �Pmmdn9mnnMlrm4ro4dwl4smtrAemllce4P1erm9alKarn N -etr ONc kE h'lRl Egbu I-ne".s} mamaimPosambmotrni^asnw.u.im�kuPa?+uN.Su.yaPvlasuaunnrrtYemc amuan�mul=evin+wWoprmWWm:rdruruiTmlc�aoc}mmi a,t+PmnFn.Yammetit+a 'N'"hod b"'itla .'o, NNvnJ NpNk Anthony T. ll[. P.E. r�nmbbng aura dnku,la morm, 8Tombe sag063 0083 ' MieuONNaeem,mo.Wrldd,INhUgmpWa..ertemamm.mrr MWWmMaNuNNapO,asmm8mmfru,amal Ngdta.flkp.wu wo treaTP bS>emrn9m.Ylrhmmletrn4der�almtlrPJtlaaa�Ptl010etem L4ry6Yvm(mQplNahWdNAaevbmaYimopYvu RnhhrGmPmA9rumlaetleLrsrh9gra.lmsM¢repevmimsYarmv,Em 44515t. WCle Blvd. rfeavlbrmlPefd9gmgntdarryml.m NAd dim:0eap[gewur4rtrraagbgw.eNufry.6lNuambAfi IDmb�a�nm4lalrmt � Fort Pierre, FL 34946 /v h107Pldbl lvvltnsses-AvRve i.ivmty lUPi le ndvoioeole&dvveem,ev 1m s mAOdedriMed MernDev aoissiw6eakl lvvlinsus-AvOv i.ivmlo W,PL PPiI I P vP Itl P P °t Job Truss i mss lype A0209287 WRMSCM166001L CJ3 Comer Jack 7 t Job Reference (optlonal) A-t Roof Tmsses, Fort Pierre, FL 34946, design@at Wss.ocm Run: RIM LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 7.0 .Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-11-11 cc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 64/1viechanical 2 = 21210-7-10 (min. 0-1-8) 4 = 23/Mechanical Max Hom 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -63(LC 12) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 63 lb uplift at joint 2. bvtl9-fuut.m4mbrb Yl 130F Wo pNujsdu(RHSLlFaI1ICa(61Nf(Ina1l:M.iinilFlll'Y¢IeniP.fvbtlmdMdn.e[inu Inp ho,Pwjdb Ybpl.laYGft6lnmaxnYk,nv FW[da.'nr dd.161R.1 Weuvafb[dSU MbIDurobwLYfi,mbdxpab:q[touf'oAra. coo'. Tutft-eLdmV Anthony T. Tombo 111, P.E. drutlon lm[Ym hib lsbmryiblq db b,n.h O+d[W9dyno% I",,p,.hrmCdfV.&1:dE,Y2NkmIMedON.%,Wd&DOW,N t80083 bbYy l,rpidfrOv. ueNmr�bmodbyamsmpdmtlmfwqugxLscgecvm,TT.,µwdfh�advuc�dSmfYtmMpax lYrlmae.mpmsdandwnelture�v.r.lm[rnp upvaln,uestcv4vvu 44515t. Lurie Blvd. rL.u14Wb1vuammBmb.vsahnrvme,tivt iYlnukvntgwbrPi6ld".yP gv,vinm SrybnfgnredolYtSy e�Hvdbnmebad.fil. Fort Pierce, FL 34946 � fv hl®10IDLI lwitrvnvo-lmhvv i.ivdvl4Pt. 4 mdv0av dlbi[dvmoem,u fm n ml3dedvitbvvl My vdnn emtinivehvm ARevllnuev-lWvv 1.1vmlvlll,li PP'I F F vvt w P F 1 Job Truss I suss I ype Qty ply A0209288 WRMSCM1560FIlL CJ3B Comer Jack 1 1 Job Reference (optional) e-1 pool pusses, fort tierce, rL a UVb, eealgn(Caimles.com 3x4 = Run: 8.21a s May 182018 Print 8.210 a May 18 2018 Mriek Industries, Inc. Thu Feb 21 14:4501 2019 Pe e 1 ID:ld_OOXyyT61BI TXOIMHHzefvK-mHENtYhigntyJx0d4QTc3YLKfYPiOZnaTWf2O8z1ur0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 3-6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vet(CT) -0.00 3-6 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 8lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/0-3-6 (min. 0-1-8) 2 = 67/Mechanical 3 = 27/Mechanical Max Hors 1 = 52(LC 12) Max Uplift 1 = -13(LC 12) 2 = -47(1-C 12) 3 = -1 (LC 12) Max Grav, 1 = 95(LC 1) 2 = 67(LC 1) 3 = 41(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 47 lb uplift at joint 2 and 1 Ib uplift at joint 3. LOAD CASE(S) Standard urwFvum msym..m•Aux111;4n(so�vlm3um m drmnttm,4rtlaon,nu. .m.. oen,mb,b,mx.mscoe ".mlm,mceovd nulmmlm,aAmmlmmtePbaN4 e.u,mwPlGaa0.,.Ymaalro�..lb,w.nmammmaoaro.+amlmwmm?mq.v.aonme,Ammmm,bam�,�dmmmoW mxvu.o+avm.crm.AWma.�.wa®n P.4.4bp 46,W. raa,uom.lmhmhu, Anthony T. P.E. rmmmo.un.nemrm�mgms�myeveoa .awgamammFinadord .mm�eulm,mmrlewynma„=muneno,.r,mo..arr,�maa�a.ml.ubloupm.bammnamamcrmwxral,w.lm'w 8Tonabo 0083111, a eL mmbylnpn.lenm.ae4,sim.mIDbdmrymn�pCNn,Itl�kmgbgmmYeqb'aoeu'AYlwmkl4 Rld9(IoeKm lY lmNytlbu PHMin,tuynil9m�m1h]nE4LusgYpa,LasOnge6geeumllm,I.aEtlau,ebu uo I Lucie g4jI5C WdE Blvd. R.,NWvJ11b6metTagvmmmlryApMmKrcl aeiamku�lq'ambr01m1�ayWym,uNsslyaEl�puYgMb1. N�mkita�nmldatlbllH. � Fort Piefce, R. 34946 4 i EI®1111A4 [oollrvsses-Amlb LibmEr06/1 @ mdb4iuol6islommevl,iobo 1 s rolldedrinomMrrdvev eemissielham AI lydUn,n-Aulw LirmloN, IJ. PYrI °P P r m4i v P r Job mss I rusa Type y A0209289 WRMSCM1580B1L CJ3L Comer Jack 2 f Job Reference (optional) A-1 Roof Trusses, Fort Pleme, FL 34948, deslgn(gallruss.wm Run: 8.210 Feb LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Wait Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 212/0-7-10 (min. 0-1-8) 4 = 231Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -74(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3, 74 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT=10% 6vq�hmdn,lYrrM.b'41np!➢Rffip0tflj F4i4NYi4N41A_e(41b(Ma11011r4�kBJf41'Mm IdIh9Plm®,m+rArttlrLrtutlnmern44MgIIW7dblAnl. rmb4r£4taw&Elfcenv WneNv.lmGMun,mr,mj NtlmmlYma®buN6,b➢9tlY.Y1I5.Ln,Wg,4pwN.S'mhrrYtl}butlmvrPvinpm,tcOmrymmtlGptl,ulvJYm'tllnynNOorb Mlnptlb,vj,lmllanbub➢9nr.mel4L lhkrWmWMm.YegaCmu�vAtlMr Anthony T. Tombo ill, P.E. vdmdlnimtfa,grolbrhb,up,pJettlbOw.bOrelvoC�¢tlgeebkYol Lmlp,tlbceNtlb IN.LL'ai6Mbl(mIM, mIp4t 4,pnNtlb➢ld,wetlm,tlbrmitb3trfq WglbYlbmYog Jibbrt!palL^re 280083 . ' bkligoo d4m,mAmtt�apm mlYa emrzgmWmn.famemtwrwnpr,um,wpr,y.vmrl.avnnerz,.w 44515L Lude Blvd. rxenuldutllrrt.amry,tl5va.mphmpwsmhi 4,tnuh;grynm¢r0lblevykgv.vinnsrmalgba/mtmffiC e�gml�m+,mmlem YnN. Fort Pierce,R. 34946 fappiSM®IDn AI IvvlLvssak➢agl.lamly W,Pl tepmdvaivYdRisdvmmem;mve/k,m,irp,ahih'tledrAh:nlErtlnnerpe�muGvehvo A -I lvolLmes�AcAiverl.Iomblq.P7. O 1 russ I runs I ype ry y A0209290 WRMSCM1560BlL CJS Comer Jerk 6 7 Job Reference (optional)" A-1 Roof Trusses, Fort Pierce, FL 34946, design@etnuss.com Run: 8.210 s May 18 2018 Print: 8,210 s Ma 18 2018 MITek Indusaies, Ina Thu Feb 21 14A5:02 2019 Pa a 7 ID:Id_0OXyyT61B1_TXoljwH�IzefvK-ETol4uiKb5Tpw5mpe7_mmuRLyh?701jiAPcxezi0url -14-0 4.11.11 1, I 4-11.11 � R 2x4 = 4-11-11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or4-11-11 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 quide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 27810-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -73(LC 12) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or lass except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; Cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 81 lb uplift at joint 3 and 73 lb uplift at joint 2. 1cwnnne.,qvs�„..mxinornasn(fo�troiurewrmcmcacmwRT411orruun•mc tfibrow�ma�a..munma�wl�dm+ewt.uzmnllta.n.leett.,m mmm..nmm.mloa, ry YneYmmnnAn J9Wwtrmimap,Ole.unmgzrrwecN.LrMMa}bnlnmtmmmmve�memrweuiwmslnvnev^11.olemAmzrkumNmxe4, noM.mawt rs4uPunyr�,vcwmmsaaNa Anthony T. Tomho lB, P.E. Eiunimlmvbrmleni;9&rt,p�hstlbOm,tlO+d�sLnPdgSvm MN'+p4nga,�m�¢,CAm01.6,Cv1mMm5�u6silFL bypNGm144dmfeYn6bimtW5gk.1'igzmye,melhfselfndytlflhmnratldytl ¢80083 ' hmwapm¢mrlCvm.NanbmrmIDpdmpmtmfltltlounv4ugnepmSmgh3oma10pP8�>d4rRNlxlnrtmmEbpv4PM1+u 1M1IWn�rzgeaYe+naaW�Lun�mpa.umttup[gmnmr�mrmtnceku 44515t. Lucie Blvd. MNul4udlrrt�'�4�rinl,^®Ibmr�mrmrc4lkim:haPbl'm Xror6kggpcp,c,elm�ir3®Fgme4m(1,a�NgsJv,IbnnnWNlml. � Fort Pena, FL 34946 (vppipEl®9p14 A -I molinssu-AvtivgLlveLell4 Pibpnlvoiuvleisdomarm,uvgimgisproh3uedrraEvmlhr.nneepvmisrivahvm A -I lvdrnays-AvAvvri.ivv1o81, PL Job I Russ I rues Type ty y A0209291 WRMSCM1560B1L CJSA Comer Jack 1 1 Job Reference (optional) , � nw, „umea, rws nn aK, re araao, mesignLaJatwss.wm Run: a.zio 5 2x4 = 4-2-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc)/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 16 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 99/1vechanical 2 = 250/0-7-10 (min. 0-1-8) 4 = 39/Mechanical Max Hom 2 = 106(LC 12) Max Uplift 3 = -66(LC 12) 2 = -68(LC 12) Max Grav 3 = 99(LC 1) 2 = 260(LC 1) 4 = 63(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=1511; Cat. 11; Ezp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 68 lb uplift at joint 2. YCYq.lbu4mdllmbrb-Hnpfllffi6 jxltfrA Pliitlmo{mmmcn(4lObF4lfr}!m:'ilaaarbm Ietll6Yplvm4rstlrtiHnrmnmf In4km90CNtlb WmLImb4114hm4af(nnv rdmNnmvminbmA.mr Ieet�m�Ibtd4pmlbminvkN44rLmpmp4smvN.Y<mpfbeWnglCrnmtnbmrrFm JbpYnY¢iy'.vzbpnymtlm(tr0elnpJhsaj,Nn Umivb140 nh.dvfiLiblwpvnvPanNgmBnnLreJOp Anthony T. Tombo IN, P.E. dustlWGm�trgWYqumrt�lr>mI01EbOw.hO.rfveiaStl¢Irtrle�Lgpugr,ehogndblCNCn1AMMkgMeelRL MginWJbiW'dm6tlwJEeimtGi3q 6+.,6gp0A0CmvlkvlpdeNtrrt!p�iieltl 280083 b bYgle4ntlf�mi.menwebtrmorbl�'v+e1v✓�mvnbmlbquq,mvm er.ew imrpw,WpmdmcrdnmlYpsapJmml a%rsen�pnub�efim[bimvu�gr.Mvwqupvwmssemtrv,.im 44515t. Lucie Blvd. . MluiJbtlpefatYryeJgrYemppJpmn[Mrt RimshsrFgwLLWlbbfglvgar,aNUSryu6lLvagMAly NgMxlbmmelE�ds1R1. Fort Piero, FL 34946 Oppilhl®IpIAAl lodlusses-k0veyi.lom0o06Pt&pgdv4ind0isdommm,'mvrylrm,ispevladedr9Aemne nmeepnmisdoehooAl ledGnsmAmhovTT.lomly N,PL Job TMSS I rues I yf18 ty y A0209292 VJRMSCM1560BIL CJSC Comer Jack 1 1 o Job Reference tional ' A-1 RWF Trusses, Fort Pierce, FL 34946, designCgatuuss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc Thu Feb 21 14:45:03 2019 Page 1 ID:Id_0OXyyT61 Bi_TXo1jwHHzefvK-IgL71EjyMO7gYEL?CgV48zRaMObsTHtcg89T4ziur i 4-7-7 r 4-7-7 1 3x4 = 477 4-7-7 LOADING(psf) SPACING- 2-M CS1. DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC. 0.33 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matdx-MP Weight: 15 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 4-7-7 oc pudins. BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 169/0-3-6 (min. 0-1-8) 2 = 121/10echanical 3 = 48/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -27(LC 12) 2 = -83(LC 12) Max Grav 1 = 169(LC 1) 2 = 121(LC 1) 3 = 74(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=O.18; MWFRS (envelope) and C-C E te0or(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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-U wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1 and 83 lb uplift at joint 2. ewy.nwmrmry^n.m•Atlenlnm¢n(vuulmsunw.mmmcmtmlmlwn'IuuerJlmm•mn Fnhearr=ravmdbm^amlm,coma.411u;mm+evrtlme4uu^mrtrnerm^. [anlmnmmx.mme.ary minmmmlbrmax.armmconaw.ln*mrxupf,.vPa.spghpm}mw^nlmrw^rmompm.empann^fw'+^a1^4�fimha:pamlgau,ugaaummoap.mamtuMpwvBum,tegmaea^abmr Anthony T. Tambo 111, P.E. ",aim hakq Wxy 4m roptiAgdhm arum}rtapdgf.mNYyAnryz..nematlm atmcdmb4 WyAne aAW Ibnrmim Uhwghuu'Wan, vmal balsa, .meemrtl6mgYdhm^yae>fltl m80083 ' mm0,11ta"mrm,u.m.nmmib=dmpmmmp,m,amm9ymmnum^madia"as.^Irumrcrr aarr.lea dmuatia�^,ln:,crmF ^mn,xe�,m.,.a, 44515E Lucie Blvd. Maul6dll,rd.,d'ad wh.0,hmrvar Wd^i lalnuaatFgm,UlpltrlWgkrym,u1ms11Wv6rYre dm,aJ� Wpvlmli. a.uhdbR.1. Fort Pierce, FL 34946 6 rb®lalAAl l.lin.es-k1Eo i.iom0o0, p.E. le deaiaoclaislomve pr•1 % pm m,W Wplor..isprolIDeedxffirmWr.dmv permieuwbomli&dims.-1mhwFLFomto III,LL Job Truss I russ I ype ryFly Aa2tl9293 WRMSCM1560BIL CJSL Comer Jack 2 1 Job Reference (o2tiona0 A -I Rddt IMeet. con YlerCa, FL 3494e, dealgn(maltrdss.wrn Run: 3x4 = 411-11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 4-7 >563 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >648 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We We BCDL 7.0 Code FBC2017/fP12014 Matrix -MP Weight: 18 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 122/Mechanical 2 = 278/0-7-10 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -102(LC 9) 4 = -51(LC 9) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(LC 3) FORCES. (fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIY-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3, 102 lb uplift at joint 2 and 51 lb uplift at joint 4. LOAD CASE(S) Standard O0narcmnn r ,-Hlppf Ivry vvn 9M Nsux prm�ewvEtlmmon0.mj pNrltrld."hab U W"Setfrl@r94NYf fflh dtirdKeaslq Wsatt NMMd WWL Wo Mq�myx 1' Cebalkft 7 4qv36ej..ftJrt{rud&M&uvtl4rMx>Ddu{IwNlnye VIN,4l 4 UW,&1a1LM1ItNIi WRKmMP ,tlilrlL,uft Anthony 116, P.E. TV. 0-6wp4,Si" Aeuftr'WA,m d,mtlm44ar6u1kY+1b6,upbh!,160rM.60rd�NvRdyfv MlnlW DeIR.iGrrtMddP bRdbYdM1Y+ivr,el0.L NGTNtl6104,ilwfv9,ntlNrmcliNllrlR R+061N�ISvoibr'9�htart9saL7A du,eft ' ,mddbM W,j0,ndli I., ld49M1.d ", V 80083 tr M1Y9Mv1s¢Y(®W.1Asbme4Yblf-0rltrpamvef6M,ImtrlbkGgfulmflYfJYNvm/IN)plNtlplRdSlUmn1 44515L lure Blvd. rSerW�d1114mw ge4MYr�mglrr4lttm Mnf.INlmrdvyfq�0lpltrlvglegm.vinn S�Oabrvvtlmlb9lq NgLvMYmmmihdbllN. Fort Ferce, FL 34946 (oppilb®1p16Alteofimsses-Amdoeri.iomdl0l, Gi Arpm{eaiveoldisdommem,IDeglwm,ispmladed Yiidom Oe rtiEeope�misGw6eml-I Aoalirmses kflmyLTomdo0,r.L Job Imes I was I ype Uty ly A0209294 VVRMSCM1560BIL CJ6 Comer Jack 1 1 Job Reference (optional)" A-! Rmm, ,,ua�ae, yen mono., FL .waam, Vesngnirgalwss corn HUn: a.Z1U a May la ZUla Pnm: a.210 a Me 1a 201a MITek IndYelnes. Ina T0u Feb 21 14:45:03 2019 Page 1 ID:Id_OOXyyT61Bi_TXo1JwHHzefvK-IgL71EJyMO7gYEL?CgV48zRatM?XSTHtxg89T4nur_ 1-0-0 5-8-0 140 I 5-8-0 —' 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.07 4-7 >897 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 408 4-7 >803 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-8-0 oc pudins. SOT 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 guide. REACTIONS. (lb/size) 3 = 141/Mechanical 2 = 302/0-7-10 (min. 0-1-8) 4 = 56/Mechanical Max Hoa 2 = 137(LC 12) Max Uplift 3 = -94(LC 12) 2 = -77(LC 12) Max Grav 3 = 141(LC 1) 2 = 302(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 77 lb uplift at joint 2. LOAD CASE(S) Standard Lum,&,—rtf 6rtm06M,Enp fPtlBVIdgLL—b 4114bm9MYmu tlu,r�vb YEtlmbIDi,ny iont.Ev,qlhmevb'4ltlpflfflol".1}64:i4R111f1[4WAC4rR10lfiuuO.,rooW'I oa,n mogthTn,lrm4kwmb.11"9.artm,ky,t¢maN.i�ttl pr e,,,eonaa,mmm:m.,ebmmwmy,marmymaa,rmamgeruf,-Wrnmmomg.mmimn,pmmyrm.oeymwsm,mp e,4,1 Anthony T. P.E. d,nmvY4n,trgNLghEsm lbA,¢h0.vh,ffiRd,,dmhkily4n�.iba0eDd5,BI.bCdbYibYupN,m!@4Lbp,A,IblpBrlmklu,ibimsWCyloGgRgs�mhtdtdhayJStrb 8Tombo 0083111, II89Va3 bAY;ptl{mNfbgb. asbWmlvbIDUtlbF�,rmlpmW,4W kl�wpmfmilthommgar:W�kJgmdfFJ en,Mmlppptlpfa�IMtM1s[b„y.LqS,[vfCamk4ntkpp.lmrk�p4¢^valrmsFffi 48.a4IIm 445t $t. Lucie Blvd. ,me.blbmh,uvmm4W� Tahmlmxwmi lkiw0.umFq�IVIp1blcYgkgv,vinslpevepmfmlk9y m9iavavmv,ml.Mm1M. Fort Pierce, FL 34946 fappilhl®1076A 1lo,tinssel-palEovpl.iomS,RpE repmdodiuoleisdommeebmbrfo`m,ispm63cedr�emWrmnneeperminioe6om A -I loAirmo AA.,L1,.bHLVE Job 11loss toss ype ty y A0209295 WRA1SCMi560B1L HD Diagonal Hip Giber 3 1 Job Reference o tlonal ,,—„v .ren me,e, IL 3x4 = 1.5x4 II 3x4 a LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 VB t(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 4 = 159/Mechanicel 2 = 442/0-10-6 (min. 0-1-8) 5 = 274/1viechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -180(LC 4) 5 = -64(LC 8) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-734/174,11-12=-684/191, 3-12=683/181 BOT CHORD 2-14=266/679, 14-15=-266/679, 7-15=-266/679, 7-16=-266/679, 6-16=-266/679 WEBS 3-6=-717/281 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 180 lb uplift at joint 2 and 64 lb uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 77 Ib down and 90 Ito up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 Ito down and 41 lb up at 4-2-8, and 66 Ito down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 12 lb down and 40 lb up at 14-9. 12lb down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (Jolt) Vert: 1-4=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29)13=74(F=-37, B=37) 14=46(F=23, B=23)15=9(F=4, B=4) 16=56(F=-28 • 8=-28) .aa•wn�srm,�,.m•r.uxrmnsrs(smm�ulmuumemcumlarfu7atl:onwlrurmm lepewwnm,mnena<.mnn„oem,a�{m�ae.uwl.t.mnrtmoma,�6m.m. me„m.mminkma..ry mnmmlYv„mdwmmmooxma.1,Mum�pYemaC+.Y�nmu4•�nm,wugmona<vmwmpgaamrmmvir3 mrnvnilummmaoam,q+mu Mmlummomc.Beth-t.mw4�nualnmaesyvv�nus„rttio Mthony 7. 7ombo 111, P.E. "taftGIMmirvlmli,m, OlgribMI. N,,nIddMal,lY,ntlbrmv4659 km[h,, mW. M]WwzO 4Nptllmmn4aWeld II60963 \J\\ hbxq Onfnd4n,a.N.et,ere�piWdmrnly,mlytl,buJM4A4g4gxeY.q Mom,AVllrWdtl„pollmaenMmfY�vtlpyulMESe;bmpsdle�, mlNe[4Umk,�,Im,Mp4¢,vedfimrah,se.e4n 4g515L Wde Blvd. /`//—•■ saxM4lva1/r�M^uWM^m94ar•mMtl,at§inuhvptgaemrJimlaxgM®v.ntw Spx6nwegMuy ICo(amiMovema4Wsm1. � Fort pierce, R 34946 6yp4ul®1111A1Iv9lnsses-Avllavyl./ovDv N,Pi Pepudvmvr vldislommsel,'mvglmm,IspiahiEhedviOeNOrniRnpnminieehamkl lvdimus-Anmveyl.Ivmlvl0,li Job russ I russ I ype ty y Wf3M5CMi5fi0a7L HJ7A Diagonal Hip Girder A0209296 7 7 _ Job Reference (optional)" nun: 3x4 = 1.5.4 II 3x4 =" LOADING(psf) SPACING- 2-M CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Hoa(CT) 0.01 5 n/a n/a BCDL 7.0 Cade FBC20177rP12014 Matnx-MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. 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 guide. REACTIONS. (lb/size) 4 = 180/Mechanical 2 = 45310-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Hom 2 = 182(LC 4) Max Uplift 4 = -125(LC 4) 2 = -185(LC 4) 5 = -67(LC 9) Max Grav 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-777/214, 11-12=-727/231, 3-12=-726/221 BOTCHORD 2-16=288/720, 16-17=-2887720, 7-17=288/720, 7-18=-2881720, 18-19=2881720, 19-20=-288(720, 6-20=288l720 WEBS 3-6=-760/304 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 125 Ib uplift at joint 4, 185 lb uplift at joint 2 and 67 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 It, down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, 54lb down and 69 Ib up at 5-10-11, and 66 lb down and 88 lb up at 7-0-7, and 76 lb down and 103 lb up at 8-0-2 on top chord, and 12 lb down and 40 lb up at 1-4-9, 12 lb down and 40 lb up at 1-0-9, 16 It, down at 4-2-8, 16 lb down at 4-2-8, 24 lb down at 5-10-11, and 30 lb down at 7-0-7 , and 40 Ib down at 8-0-2 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-14 Concentrated Loads (Ib) Vert: 11=57(F=29, B=29) 13=-14(F) 14=-37(B) 15=56(F) 16=46(F=23, 8=23)17=9(F=-4, B=-4) 18=19(F) 19=-28(B) 20=36(F) rwqAwNgllr�Mr6'41tlCf40iM1(SNpl6ffiLLN6Y�I11C4[�bNY(INfrfImGCJAJtG'Ym 9mC16Y�poYmml,Wdrtgtlllmllmq&ngPP4",tl64AplfrM 41L1A,m9MYi utlm, @a+ln 0@ImNiCLm'1 YrlNmznnamtlflMmlF6iklYMnlibrimlpo¢OpWpLAmtlA4pv4,Gf ulugilrrtp,tm,m®pt 4gpqubl q'.vnrpmyN4Pkp W}al6lFyeimtl tlmY,idl¢�r. dv94Y M1Mpb9.ipayYSaalmMp,�ebl27 Anthony T. Tombo III, P.E. dmvdNlmsbgkYry6bwla,hl;duO+m,MO+mrrrls M d.bwu'tre s,+6mmdgo6leCdo,MMKgo4d0.11hQgntl,1609dm4HrrdbimcWfi,r�YLgryYYmOS el6U{J�Ybnya®cold I 580083 M1YYaiBnpitl(mrm.N¢b,ea1YQ14rordfapaIIetmip,lam9W pegYgam�Agffmv¢aitl9,'pk&11PIIIdiW q„Wutlb{mJpd>�Inlh5mrl,rymlimgHSa/b4m0.tlpe.Im,AvpfyavmlrmsYalm4 'm+m 44519t. Lucia Blvd. . samvlBwryrtunq,a,p•.mggmpmsmrdmtnmdva[µm,oroinlavpougm,vu,ssfyubpwem:e¢agvdvdYmnelidefit Fort Pierre, FL 34946 0p/rivM®106A�1 tvelirvssn-Av11vyL7vvLe14Pi Irpmdvoivvddislommem,rt vvilum,isP,dLLitedvulvvtde udMvlermissier5e®A-I lvAinnes�lvmvvrl. iomlvlll,PS Job I russ Truss iype y A020929] WRMSCM1560B1L HJ7L Diagonal Hip Girder 1 1 Job Reference (optional) nn nooi cusses, con vierce, rl coati, oesign(glatvuss.com Run: 2x4 = 1.5x4 II 3x4 LOADING(psf) SPACING- 2-M CS1. DEFL. in (too) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.11 6-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 me me BCDL 7.0 Code FBC2017/TPI2014 • Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 641-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-6-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159/Mechanical 2 = 44210-10-6 (min. 0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -110(LC 4) 2 = -271(LC 4) 5 = -229(LC 5) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-734/451, 11-12=-684/468, 3-12=-683/462 BOTCHORD 2-14=-523/679, 14-15=-523/679, 7-15=-523/679, 7-16=-523/679, 6-16=-523/679 WEBS 3-6=-717/553 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; CaL 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 271 lb uplift at joint 2 and 229 lb uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90lb up at 14-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, and 66 lb down and 881b up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 51 lb down and 40 lb up at 14-9. 51 lb down and 40 lb up at 14-9, 10 lb down and 40 lb up at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29 lb down and 71 lb up at 7-0-7, and 29 Ib down and 71 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-14 Concentrated Loads (Ib) Vert: 11=57(F=29, B=29) 13=-74(F=37, B=-37) 14=46(F=23, B=23)15=9(F=4, B=-4)16=-56(F=-28 , B=28) a PLATES GRIP MT20 244/190 Weight: 43 lb FT=10% rctl9�der+4mryrmn.m•udoormm�flolmt�u:lscecauornrmlar(cra)emornoourrma car(erowmnd�dnn.bd�vonvo�alxcdr+Mi.l�0.rtrmo.,amamrm. mwrrm.m mamam>,n1 qna®mnvasrmMcammnvsp,tlibN,con:r..WacN.Lrn%rrpe4cue.nlnmmenovupmttlbpm,amens,ngn4msv0mbmgnabrapermshmdua,mrey.aewlhns, m,vrvmr,Mym>owuw�vp Anthony T. Tombo ill, P.E. dmtl4blmrtr RkYyirmmPdJnl[bb,w.rOMrufnRdg9vrlavy W¢x.srmand4/GmCdrYdAxr r,4ef 0.L 1b11utlirID3de.EAJnrdmimvGGilcfalfa9s EdOCmd4rmi�bdm %tl ..$0083 bll'Wwdr� 44515t. Lurie Blvd. Mmr4vrhr6smvge9Wr^r4hdllmenbmLL hlnuhµFfgmrb 1plbbM9kqu.uMrSrmf fgbntivrr4p Nga2lmnmuldmlmnN' Fort Merce,R. 34946 (v M1I®tO16Allvdinsses-Anhav i./vmlvN,PJ. 4 dv4ivmdnisdvmmeN,uv Ivm,iv rvlit8ed.iRvmPoenieev erminivv6amMl lvdLnus AvbvvP LivmbUldJ. PPiI P Pm 9 P P o russ Was ype y A0209298 WRM$CM1$6eB1L J] Jack -Open 9 1 Job Reference o llonal ' 3x4 = 7-0-0 q Dead Load Den. =1/8 In LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rPI2014 CSI. TC 0.86 BC O.64 WB 0.00 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.17 -0.20 -0.01 (loc) 4-7 4-7 3 Vdefl >478 >413 n/a Ud 360 240 n/a PLATES GRIP MT20 2441190 Weight: 24 lb FT=10% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 178Mtechanical 2 = 34910-7-10 (min. 0-1-8) 4 = 70/Mechanicel Max Horz 2 = 164(LC 12) Max Uplift 3 = -118(LC 12) 2 = -85(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 3 and 85lb uplift at joint 2. fdoq�rmepv,ylhmpr6Y111Ci1046fSFllir{gLINC1INMA016nSlpx(tlAR)llpClllpatrry¢IeClbppuwnd¢tlwnnb�L,¢MPhv,q(ICCdbldmrLlmtl�41E1dmm9Mkoem 9tlafrRe�wa9leE,1C4� L1ekvWnlAwtl0haelhhlnObNil�rl,nlbw LpbvPr.SpeE14 b¢dvgIDlnpesmoalb YbinMrtdq'+c�,prc{mYM�bM4�ptlhwjei„ulgwln41Wi1.mlemLlb M¢rme{v¢bvl5w-T'+l+mwSi mthony T. Tombo 111, P.E. dmipulm�kapbGghbmlvYBglbbucba,m'1MmLtlRweY Wfy htip,tlh¢brtYhrY{,OrC¢1trINMYq¢hmlmL Nplm,ItlbIDDdmEdlmG4lm�tbbPtrlvyypeCfie®dheq J€hhn�lCryd 180083 b Wl;Octwdfrsw. wenwwmbRmdbpnardpiJvutlWhdfl�frlxoYeg6keEm�;pS¢b%MdlYlve�Artvfbimdpfm mltis4regeaWazctlbn@N4mhYpv.imr4ap4pwdlm¢lsEme.e'm I Lucie Blvd. 4d rinwlNtlhr�w9almAwsihml=+�bdxl IbLruba}5pa�¢rahrfyECBa.aimvsswafgaveorbdy mq�nmlbewmHmnmL w FortPierce, FL 34948 Pier (vppirM 01076A�1Iwllwsses-Ao16vo i.lvmivPUE 4 dvdiwvlaislva�m,w 1 p Pw °n v�ispmUTndmuEvvlbrmrubvpenvissievhvmbl leNLrswrAvbvvri.tomEo N, Pi Job Truss I was I ype y A0209299 WRMSCMf560BIL J7L Jack -Open 5 1 Job Reference (optional) e-1 rcodr i russee, con tierce, FL sdade, des1gn(ma1nusS.com Run: 4.4 = 3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.18 6-9 >460 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 6-9 >542 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Hom(CT) -0.00 6 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 30 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-1-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 91/Mechanical 2 = 349/0-7-10 (min. 0-1-8) 6 = 159/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -69(LC 12) 2 = -134(LC 9) 6 = -125(LC 9) Max Grev 4 = 91(LC 1) 2 = 349(LC 1) 6 = 165(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-323/338 BOT CHORD 2-6=582/283 WEBS 3-6=-307/633 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 69 Ib uplift at joint 4, 134 lb uplift at joint 2 and 125 lb uplift at joint 6. LOAD CASE(S) Standard mveyNeumnq!}mkvm'AI@f Inffi(1NIfe®lii!IBI6![[�111p6pSIW�Ia'l1O';T.ElorF11'Sm Ivtl�64/poWnmrcleYnptlslnuRy�h•gil[4]mh4lmll¢b4114kmf1Mbla'em pilu��rm mtlo4�IN.etr WA anxeem9t•emtrmIDrmMNL mvim�bipf¢ep.e.�nEry6pMmutl.etlAUnpmNfnv¢paitltlp4 mIgsmnfnyevirOE�Evmla�getlmsYjvNsslgmtlmm N4v¢.v1eDFt lb LwpnnvymuYtlgm.nxSvaim'f Anthony T. Tombo III, P.E. do, OU beet m lvWpmm,mr.sWgdh mm.hmmle.4vdgmmm 1W,W¢r.avenvm4h mtma mbkdkWtgmA mml A'" dmwad'wu, dmtemmrt,heP, mme Yf due!"Yp hn nbd 0 w80083 hhYnPmpmdam•n. amnmmmmsommgmsmpmauamua5arvyax�re,.m;cPpuYepudswmrdhre°apm v,lalcmm,.ad+msmswahnwdsyr.tmsWpuyvemtnssraema,.em 44515t. Lucie Blvd. A..reel¢vdh•rmevgmamY.®ghevRvmm2dtxtnuhv�tqumYrplbtwgkya.elmiSpu6ryre4mMl4 aw mvmmfimemt Fort Pierce, A. 34946 LppipA109pIAAl �od0vsseo Amhny LivmAolq P.E Gpmdvmvv d0islvmmem,avrylmm,ispmlTdedmuAvNke•rimepe,misdo•hvm A -I lvdimuv-Actuyl.Pvmh0,1`1 Job I russ I was lype y A0209300 WRMSCM1560B1L J7T Jack -Open 6 1 Job Reference (optional) ' .. , rw...m '. w'y.wm, IN 3M = 1.bx4 II d --- --- - - - Dead Load Den. m 1/81n [o LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.22 6 >384 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.23 6 >359 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MR Weight: 271b FT =10% LUMBER - TOP CHORD 2z4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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) 4 = 166110echanical 2 = 36010-7-10 (min. 0-1-8) 5 = 87/Mechanical Max Hom 2 = 164(LC 12) Max Uplift 4 = -105(LC 12) 2 = -78(LC 12) 5 = -7(LC 12) Max Grav 4 = 166(LC 1) 2 = 360(LC 1) 5 = 118(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load noncencument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 It, uplift at joint 4, 78 lb uplift at joint 2 and 7lb uplift at joint 5. LOAD CASE(S) Standard rmin�Pon<lmg4lmp�p'41 G0in4f6j'Illfl}HILtNYfr[L6nICnmllB(4R4)al4ila'eparb¢ {eEi6Y01ao9molMtlnmMlmi Mrphngll[Pd640¢rllabBtll Wem,4f.1/nm 0kv0nu,9Nm41C9.a} dllekmnnAa�dfltrnmtrb➢omtrmaolimr M3.upmdP,.spurn;mmsmn>D'+m�m�+aMi�a�ada,amn,vy aaoitaM�,am�rgn,ssganmmmemry.meutnMpmmiem, p^ymeeammiat Anthony T. Tombo 111, P.E. durdon I-'*Wldhlam.1�,Ift(WhprnlRmtd¢aMk164M4s,khm,addW,mCa144iH0'gN,W0.1.Ng8ntldbIDBelareNm dB,rm�tb0l1¢�bgy�v9�tlYmiiiNdnmie 33ryd *80083 ' YWfgMummlfevm�. mmnmmip,mordal.�osml pddmvudrprLq uapsSdM e4wsllH,paPolrymm9ammuvamlmdptm mlmrstinym�mmmeamue,Nuprt„u Mpapmmllwdr�eacmM 4451 St. Lucie Blvd. nmald,dhrtamnaas ��nhmwMea�a bimruuaadae LLlp(6Ysa9Myamims5imatrpmdmrtrAlq Ngsdmlmmnmidmdbnn' � Fort Pierce, FL 34946 (e i M09b16A�l loolinssm-Amboo i.iomte N,Vi le doaio�olnirdnmme 7F1 / Po m,aoviimnisprd3GedruEodelmd4evpe�misdovhomA�1 &d7mses�Aabmrl.lomboN,lf. Job I russ Truss Type Ply ry A0209301 WRM9CMI560BIL T06 Common 4 1 ' aReference i tional A-1 Rool Trusses, Fon Pierce. FL 34946, tlesign@altruss.com Run: 48 = 6.00 12 1.5x4 It 3x8 = 1.5x4 II 3x8 = 1.24 9e-0 M1-0 8 7-312 7-118 a H 6-7-a D1 14'' 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 0.24 Vert(LL) 0.09 9-10 >915 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 We n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 69 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 10 = 415/0-3-8 (min. 0-1-8) 9 = 415/0-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-95/251. 4-5=-95/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extericr(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 10 and 1291b uplift at joint 9. LOAD CASE(S) Standard rmdq (61 ajL'O F. Id=dbF 4ndrtfR1ft"Wvinp Cmgll4t)db4MrLimARlFbmm9M6h'erx O�s2nd�bn41G&mj 1L.4WO ftvnr.6mMWb1 %k WS PiILLa q,Ibs56NwIbbPJ0YMb1Ue4v4niplµmmP.r.S{n�N O9s 0!sstlmm�'lnRomvmmpmddpAukul�9'+nmin+reul0gbtrh q,tlbell,dv ou WVE"a 4;m4b UM SD Anthony T. Tonto 117, D.E. dwamt,vstrml.rwuma�w�a,n7aao.n,.tre.vtvvxvndyanak�lws+.vamm+emecao;wmxmSnvnm,viml man,aammldPua,memimxmWm4r�Pxwo�md�I.lman�mm+aavre s80083083 M1Yx9le4mdfem®. NvN2sIYbI1Dd®Pam�vJptl.�itltl,Idpq La{mmShq LMcv,1N,'p69tlNmdlQlmMv®iNlmnlplannlatimpalYhtdA1Y[Gl,rulY{te.lmtM4aysnmfrmsYSN9Kekv 4451 $L Wda Blvd. vfvnurdaVNvtmmgraip�.®gNmlmuM^L Mlnubpfgw441(hleaplmpn,rtt,m Stmakp,vaarwaa am�mipomnddd�nN. Fort Pierce, FL 34946 � 4 d1m 7016AI lam Geurs-INhnv i.lvvielO,Pi le rvdetiovrJeisdommem,mv Imm.is iol3ded vinemaevn6n nmisliwham Ml Pvdimseo-Av%oo 1.ivmEv6l,ri PnII r P % P P r Job Imas I ruse I ype Qty Ply A0209302 WRMSCM15fi0a1L TOfiA Common 1 1 Job Reference o tional " A-1 Roof Trusses, Fon Pierce, FL 34946, designCgaIm,ss.com Run: 8.210 a May 18 2018 Pnnt 8.210 a May 182018 MRek Industnes, Inc. Thu Feb 21 14:45:07 2019 Pagel ID:Id OOXyyT61Bi_TXoljvvHHzefvK-aRbe7bmTPdd6lsenRgaOJpbLmOmGsTsS6Mbaiugw 1 1-21 4E-0 1 ]-9-12 19-0-01 1-2-4 3-3-12 3-3-12 i-2i - 4x8 = 6.00 F17 3 4x II ;a o 5 N 1.5x4 II 3x8 = 1.5x4 II 3.8 = 1-24 9-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(-L) 0.09 7-8 >900 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 7 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 65 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8 = 322/0-3-8 (min. 0-1-8) 7 = 322/0-3-8 (min. 0-1-8) Max Hom 8 = 135(LC 11) Max Uplift 8 = -98(LC 9) 7 = -155(LC 9) Max Grav 8 = 322(LC 1) 7 = 322(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-129/283,3-4=-129/283 WEBS 2-8=-208/305, 4-7=-208/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 8 and 155lb uplift at joint 7. LOAD CASE(S) Standard 4'vWr�lbutvryYrmerh'411x!p'ffin(161�rA:-0IIdYIIfpM11C6®tOYiNn}!Ie[aOabPHn LOArtraaimmJm�rcJ emaEYlmrOnppMlPp[!tlblGaytidrv41E1JvmrHalVsevr. ptlusderlu L•JnYiN,efi Ndam:mlhn4dlhMYmra YYr4l Airimiblpb{meA+-4mr11aP'M1trrutlngl4D rzpumsoagmtlYpduWrgmgn4m3'leltrYrn¢Y6ibermilyvNxNiWvp.dm0.l.bbgempmYGymSms,cs18q pony T, Tombo 111, P.E. dmdntlmrYvrlv@yhbmpvWm, dY0.ucY0vnfvuh4tlgdxYYLmp Yup,YbmlCdYVCYYuiYYd Yxgntral0.L Yp,mldmIDBvimEHmELrmcllCgbrgroye.YAOEmvfYtlrSilkbrcpd 980083 YgLq Y{adrmra-NaLWWY61iMdbyamtvlptlJmGmPOlkq Let m54q Mv2W :ptbtltl4lRdSW mMumlYpetlpia Al@brlerpmOYa�m6oat41ru hpxv,lmrEnq,fryxnmlLrslmmv,e4a 4t LucieLucie� Sierce, i4m1u1htllrretmge4geYermlhtllpm Yart lYLrupaT6gcvhvpt611Ynkga,xrnufl+ee6pwlmrbdfy N9=IvdbnmmHalORVI. Fort n P PFL 3494 3494fi fv AIO P016 MI Ivvllnsses-Avnov 7.7omhv04 PE 4 mdvciav vlaisdvwmrm,m 1 pph I P °R ws,ispmWdedadhmmee xnvevpemissivv6vm A�I tedLvsuo-Anhmvrl.TomOv III,PL o mss mss ype ry y A0209303 WRMSCM156001L T06SGE Common SWCWral Gable 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, oeslgn@a thuss.mm 4x8 = 6.00 F12 3x8 = 3z8 = 1-24 9-0-0 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L-) 0.09 9-10 >915 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a n1a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 84 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, except end verticals. 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) 10 = 41510-3-8 (min. 0-1-8) 9 = 41510-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 3-4=-95/251, 4-5=-95/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 10 and 129 lb uplift at joint 9. LOAD CASE(S) Standard rvmq.n,w6x�rme.m•alncllroffiCQOp'1�.vurtau.mmmm�(mO.l�Mmrrn:un•ber.hdv4w�vwrtaanem,IwPepaeglm!rdu+,l.M1lan 411•w,n, anu n. amnoEa.m uetluamo.:y usamamlmssana,mc,c,mono.nturin<,ewnsN.ruprrm.aonmoal,r,m,m.a,,memrm,,,rim,luuuhmmapoa:.yem„gmrree,moep.mmr.aap.,,eF.rssmymmn,.eam> Anthony T. Tombo ill, P.E. dru4mb MCYWWialea,ulwWREO,Au,.aO.m'setretlgsaal.Yoi PnZa..m,mn6mRal'dabmlta4dRL rnFnN/m IDlmlwreJ,vtl4rmtW9�W9,.ma�emvlhrq A9aanV+Aibd 580083 meagrnrmrdrmm.wmrum.amodmlmfle,,nmoagraP�nsmmm,;mppweymalmn�.�.maP..apaa mlea�e:,ymerme,mmaeaums6vP..rm,my,uP..mlm,u�u,.m 44515t. Lucie Blvd. rfa.ml4Wheatmrp,tlgm..mghrPleM n4nl rmlmri4ugFq®,b1016ivxglugr,nNVSrC. byavrarai3i eq'm.�rnnitld.ml. Fort Pierre, FL 34946 f E16]10I6Ad IoeHmsseo- Am6ao i.iomlo W,Pi & doamdiAisdommem,aoo loi n mh33e1.dheNOtemme. eimitsioofiom A4 teoiUrssm rorAmAm ihd.OI,P.L rh 1 Pm I M P P 1 Joe rus5 Inuss lype y A0209304 WRMSCM155ca1L VM08 Valley 1 1 Job Reference o tional n-i rteo� i cusses, con rieme, r� ,wsa¢, aesi9nLgeiuussmm 3x4 = 3x4= 2 3 4 2x4 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 H=(CT) -0.00 4 n/a ' n/a BCDL 7.0 Code FBC2017[rP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-M oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 193/5-11-8 (min. 0-1-8) 4 = 193/5-11-8 (min. 0-1-8) Max Horz 1 = 70(LC 12) Max Uplift 1 = -46(LC 12) 4 = -58(LC 9) Max Grav 1 = 193(LC 1) 4 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate SHIP DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf,bottom chord live load 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-" wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 58lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 201b FT=10% 'h9'Itr OnNlnmb'NWJi®ffiff5(idl0•FW¢RU6rlWPIa6aAClTMfnMl4fE3!iPEnlnh M4lT�mdrzdYs�nMbv[nO4aAf�dYWlWli,tl,4lE19e®Aalb�su 6lmOe.wa4�Y15vp 4idmrtY lid¢d[I ROdt C¢iM.@N4mmryYkdq¢K:a+¢e5!q (NthpBY T. P.E. We4b.1-4Al4tYm9rylqav(u,y,fAi[G¢tlj.Yud'gN9,�eM[¢vpta-,tlbrdsvN�s¢q¢pe®hlYbM¢dYa�eLmON1%, d,vd4�1,m4gbYgnY¢gNOrdYbm,mbrtd¢wlrym¢4MYgk,v,YmmaadYe(40IdYbd1d.�W,tliIN.Y¢lmdtlbi[Atlql,tlmd4lmtWg4MwG++m"vbdMYlh&4brtvm&Ctd A! 8Tmbo 0083111, ^80083 mWrpb,lPutlebuxr. ae6tul�aeYiWrblMmdl+c endmtxyogamSAghtemp9lpWedymd94wN¢edblulWba mlatrxo-numOiLadlamabi,r,�4�a,L.vbglgmrim�Y¢fN+e,a4s� 4451 St Lude Blvd. �0evb 46dN�IdrlAdys'¢¢SlyAptl¢s¢�iA ibimtdilp6pm6W]IYldbl4,yrt,vNxfNeLjndgYaL-y.uglmplhnnngmlh4lt 4 Fort Pies FL 34946 (.Milk 01011kl lodlmurJm6mrLloaEolO,lE lipmdvdmd4iNemmm,'vmrivatlP�ilmfv�ea4evmnpamvJeohvmlIlodlmuiMC,wlf.foc40,lE Job Truss I was I ype ry A0209305 WRM�CMi56011- VM10 Valley 1 1 Job Reference (optional) A-1 Roof-Frusses, Fort Pieroe, FL 34946, design@albuss.com Run: 8.210 a May 18 2018 Print 8.210 s May 18 2018 MTek Industries. Inc. Thu Feb 21 14:45.08 2019 Page 1 IDAd_OOXyyT61Bi_TXoliwHHzefvK-3d90Lxn5Axlze0Dz7O5Fr18U1 NnFXac46sw7Hziugv 8-0-0 8-0-0 2x4 5 ILA II 1.5x4 It 4 1.5x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC20171TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 8917-11-8 (min. 0-1-8) 4 = 11117-11-8 (min. 0-1-8) 5 = 33577-11-8 (min. 0-1-8) Max Horz 1 = 147(LC 12) Max Uplift 4 = -51(LC 12) 5 = -155(LC 12) Max Grav 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/117 WEBS 2-5=-272/418 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 4 and 1551b uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 31 lb FT=10% f�i'P �Ph!mnra'111CataSf6(Sflla'1®rJItTJKt(CrpQb6�IWITJe9)im16tFCWtRin l�Ar hgls¢9atdrctleYt�mttmtdup[h.q{InfaihlCml LInM41i r(em4lNmu YYvtMduMNarla,eq 111rYmM1d@rW4NMtrbIElaleMl arluv�gefgbnPa.hmyl5mv}bvdsalFr,T M1a tdbP��t,R'egnW�Yt'ElbhtluPdbYrhv imtbNdvb161Nr.�MINicOovaf 6k49�vd9R Anthony T. P.E. d,vdWMtbgbeyebrtgN4rydbbv,bOm iwbiivindxbW'gdrvraYbmmtlb Gbs(dbidoedlM, RgpntldblWtlgbll,vdbMtxGd;1v9g4r�:lh9JeslMgYeabrze+nblryd 8Tointho 0083111, B0083 b Ntut[4pvd4@Ni.YmNMYbi4ldbpsnodrMtndbtdbl6ryxeYwlbus{TA,p6ikIF111dS1mkaMkPtlp{o RlKmb, d6NdbC �pe,Nobtplgawd4mYvAtrv,elm A!* 4451 SL Wde Blvd. Tnmlddht(�dbrtdquiaa7hplv6vYNN.1YLm4tPtgm'¢t11m W'Sro,a�.Ylwirynbpedgwy wq&Udmnno4hdkRl Fait Plane, FL 34946 (vppipb0E11hk11mi4nntivtEnrl.Ivvhvm,P£tvpndvdavvl Oivdvmvem,uvvlkgBPvATfidxl6wlfiea3levrvoaumvtrvvHlvdlmusAVOvvILlvehv0l,P£ o Truss I suss I ype ry y A0209306 WRMSCM1560BIL VM12 Valley 1 1 Job Reference (optional)y A-1 Rwf Tmsses, Fan Pierce, FL 34946, design®a1buss.wm Run: 8,210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Thu Feb 21 14.45.09 2019 Page 1 D:ld_0OXyyT61Bi_TXo ljwHHzetvK-XWPYHnjxEtgG9o9Y5cUCEgeOn6XG9aIJmbTfkzluqu 10 0-0 10-M Y 0 2x4 4 5 1.5x4 II 1.5x4 II _ 3 4 1.5x4 11 LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) We - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.14 Horz(CT) 0.00 4 n1a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc puriins, except end verticals. 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 guide. REACTIONS. (lb/size) 1 = 12419-11-8 (min. 0-1-8) 4 = 14519-11-8 (min. 0-1-8) 5 = 414/9-11-8 (min. 0-1-8) Max Hom 1 = 188(LC 12) Max Uplift 4 = -67(LC 12) 5 = -190(LC 12) Max Grav 1 = 124(LC 1) 4 = 145(LC 1) 5 = 414(LC 1) FORCES. (fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-314/128 WEBS 2-5=-330/474 NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed 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 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 4 and 190 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244I190 Weight: 40 lb FT = 10% o.qr=um.Chlea.m•urcolmatmmimertmuuordluemne.pmultmatu®!rrtr. rdrhwdwhwammudmaa+•WIIRaa+emtlm,mrtla,msacm...u. mem.Ivma.rnA.h INeI®Uajim a9hezlmmiCieh�ml u.IwmptgmeP4Nmh ,5'�im�.gin . .asmivavgsYul.%WmhMW'M.d%m mimvh.h, mmpeomq m,vnmt AnMonY T. D.E. d,uamiLmm�ta5ghm,upmiGryd40.e,m Pm5 damlatlammMg0evra.amKmAbIX.m Ofdmhabe�drdim.bppMtlmipd�hH,vabimtWmirhd4>�F�a.dtmtJmhprcjaBPga Whit 80083111. 580983 ' mwmrowrvdtm.m.uc;w,nammodmymndpa5namuytspmuglt smmgpwadgmduna,�nmpfpi.. mlv maq=m�u.,dw�amLmmvax.u.vmvptea.dUa.udssrt..�u 44515t. Lucie Blvd. a�.'waa.l4.paavdw:.+�7apmaaid.ltossw4k'm:mmm�rapa..ualMeaP.aanman uwhadmm..hddeau Fort Pierce, R 34946 (oppipn Q1116kl /vddrmssdeiloer LlemEam,Pi IepvdeCwdiGrdommem,bml kea,upolmPvd xdEeaaenmupneisiahvm411uAMsn-Maafl.lvcEON, IE Job Truss i was I ype ryPly A0209307 WRMSCM15601311- VM14 Valley 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, Oesigncigaltnss.mm Run: 8.210 s May 18 2018 Pant 8.210 s May 18 2018 Mirek Industnes, Inc. Thu Feb 21 14.45:09 2019 Page 1 ID:Id_OOXyyT61 Bi_TXo1jwHHzefvK-XgjPYHnjxEtgG9o9Y5cUOEgcQn4WG9EIJmbTfl¢iuqu 12-M 12-M g d 30 > 1.5x4 II 1.5x4 If 3 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdellL/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 153111-11-8 (min.0-1-8) 4 = 174/11-11-8 (min. 0-1-8) 5 = 503111-11-8 (min. 0-1-8) Max Horz 1 = 229(LC 12) Max Uplift 4 = -81(LC 12) 5 = -232(LC 12) Max Grav 1 = 153(LC 1) 4 = 230(LC 19) 5 = 503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-363/149 WEBS 2-5=402/545 NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 Ito uplift at joint 4 and 232 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 48 lb FT=10% �, ravam,�arpmrb�u¢nnmm(swnlasouruoiardmnmmupma7momuos�.ura r.hLeac�drtd.awexmue,ss�Mllolmm�aumprtrmmaew,w. mmmenumd.r,ra,.h 1N,ImflWndmxadiamwahsdd btl,ouki4r9caW,N(l1trr*nV4ndeRhJT'eamovWuihiu�uclm�irtOmatmlMhta®tlb WN4m�bul.gl@I dLm➢4L OeF MuWm3��4`CA1 Anthony T. Tombo 111, P.E. WmdWs Tm lva,htq abwp &Jdblm,b pnn%r gwYWIh4 kgv.aba dW XbKwbWna'aLWML NVga1binW4edm db Mt mtgt�wq,. amtdeWkcydd kbe'nim'd •80083 ' bta'l,y,uwh aRnWYebIEBWbPrv9oWp4a�db1,1�0epWb�YxmYgp66JNnWZImKaedl�ilolsn lM1llA�b�rym6'6ftWlboibimtkrys.4mb�lp.mWLmkehJes.Wt 44535[. Luce elvd. m,�.l.adlhrunmgW,p:�bphapmmn,A tsurukapEpvktnr.krgkga,.l psNatyartdn�agegamllvga,mdaltlRt Fort Pierce, FL 34946 (omiptl �EPI6 A-1 Pad/ms111mEavpl.IlmAl OL Pt &p,duRmtllhis Eonpm,bmppmwkpeGbned.u6oddtlnNeapvmissimkvo4l WdLnlesAortogl.lmhl0l,Fi JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 y CORNERSET GENERAL -SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B,. C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 T72-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC ach Corner Jack's (2) 16d Toe Nails )) TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) AnUVWT.Tm bo 111, P.E. 9 80083 "Si St Bide Blvd. Fort Yierte, FL34945' FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 0 F_ 24' O.C. 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 (MIN.). ' PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IOd COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WINO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' O.C. - FOR WINO 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 6' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. AL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYEO \S ARE NOT ADDRESSED HERE. / STANDARD GABLE I TRUSS .,.�..,__ STUD AN ADEQUATE 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 A: �I 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. �I NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS. A-i ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772d09-1010 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 MULTIUSE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACKTRUSS 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. Anthany Ti Tomho 111, P.E. 4 80083, 4451St. Lucie Blvd. Fort Pierce FL 34946 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = WX 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 VALLEYWESS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES -1 E END, COMMON 'S. OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT =30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF ATTACH 2X4 CONTINUOUS#2 MAX SPACING =24- O.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4- X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. Anthony T: Tombo 111, O.E. :.60063 4451.5t. U R..34 Foot DIeRe, FL ,349,46. FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/TWO USP WS3 (114-X3-) WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3'X 0.131'= 10d 2. WOOD SCREW =3' W53 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL •A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 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 WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PEP MAX SPACING = 24' O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. Anflttm T' ombo111,P.E. S.80083 44515L Wde BIM.. Fwt Pkdo, FL N946 JULY 17, 2017 1 I I` (HIGH WIND VELOCITY) nlL STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 ATTA1 WIND DESIGN PER ASCE 7-98. ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT =30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24' O.C. (BASE AND V7 SUPPORTING TRUSSES DIRECTLY UNL�,. 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. 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 12112 PITCH) 000 T. ii as AM.honyl Tombo III; P.E. `60083, 44SI St. Lude Blvd. Fort Piece; R. 74946 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 - TYPICAL-2X4-L-BRACE-- - - NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERTII STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' OD. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4 = V * DIAGONAL BRACING k1F 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' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'O.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED S' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL ---- — -BRACE (4) - 16d NAILSl6d NAILS SPACED 6' O.C. (2) lOd NAILSINTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL 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) - IOd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS C4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX- _ � Xo B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. I0d AND 16d NAILS ARE D13l'X3D' AND D431'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 AT 1/3 POINTS MAXIMUM STUD LENGTH 2X45PID1STUD 12'O.C. 3-8-10 5.6.11 6&11 11-1-13 2X4SP431STUD 16'O.C. 3-3-10 4.9-12 6&11 9-10-15 2X48P#31STUD 24.O.C. 24L6 3.11.3 54-12 8-1-2 2X4SP#2 12.O.C. 3-10-15 5&l1 6£-11 11A-14 2X4SP42 i670.C. 3&11 4.9-12 6&11 10.8-0 2X4 SP#2 24°O.C. 3-1-0 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REOUIRE 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 G' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #R. ROOF SHEATHING (2) - IOd NAILS — TRUSSES 8 24' O.C. 2X6 DIAGONAL BRACE SPACED 413' 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 30 FEET STUD DESIGN IS BASED ON COMPONENTS INCREASE: 1.60 1 CONNECTION OF BRACING IS BASED ON FEBRUARY17,2017 I WITH 2X BRACE ONLY I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' D.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH FLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB %( NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION_ COMMON TO_ALL_SHALLOW_FRAMING_SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XE STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (OD NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) VEB WITH (3) - 10d SCAB WITH (3) - IOd NAILS (0131' X 3') `NAILS (0131' X 3'). r ATTACH TO VERTICAL \ I WEB WITH (3) - 10d NAILS (0131' X 3') IN sITI w �j• IN �� r■ ISMill BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING 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) - IDd NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - IDd NAILS (0131' X 3') TRUSS f 2X6 4' - 0' WALL STRDNGBACK � (TYPICAL SPLICE) I (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0216' DIA1 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) - IDd NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) -FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL WODO SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o.135 93.5 85.6 74.2 72.6 63.4 J in .162 1OB.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z p .131 75.9 69.5 60.3 59.0 51.1 J 0 .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 645 (LB/NAIL) X 115 (OOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00° ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FVT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.000 SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772<00-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TDE-NAIL WITHDRAWAL VALUES PER NDS--2005 (LB/NAIL)- - DIA. SP DF HF SPF SPF-S L7 ..131 59 46 32 30 20 Z J .135 60 48 33 30 20 U7 IT) .162 72 58 39 37 25 J = C0 .128 54 42 28 27 19 Z Z OJ .131 55 43 29 28 19 U1 .148 62 48 34 31 21 J Lo 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 .148 57 44 31 28 20 M NUTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FRDM 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' GIA. X 35') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF L33: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF LED: 3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN GRAVING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL �e+e USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR Sl )E TOP PLATE OF WALL VIEWS SHOWN ARE FDR ILLUSTRATION PURPOSES ONLY SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 0X4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0 Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST..LUCIE BLVD. FORT PIERCE, FL 94946 T72-409-1010 (4) 12d TRUSS 2419 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER a�hA•/s�ftnv�,ttc�K�s�MGY�.Itiystn �h. (�Gadm..�hmpmabl u (vyy�'pN®M164f IMLmm�.(,6mpl.lamlert4 P.f. e I 12 VARIES (4) 12d MAX 3011 (21_611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 MMM T. Tonnbo u1, P.E. own CGS( st W 1.6 W. Fm Plmrt , f U946 FEBRUARY 17 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTLI5 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 1 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE .BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C Y 9 •10d NAILS NEAR SIDE +10d NAILS FAR SIDE ,lI 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 S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 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 BROKEN MEMBERS. FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 < A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772409-1010 TRUSS CRITERIA: LOADING: 40-10-D-10 DURATION FACTOR: LIS SPACING:, 24' D.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' OIA. X 3') SPACED 6' D.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS 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 4 TRANSMITTAL LETTER To: LENNAR HOMES 8926 KINGSMOOR WAY LAKE WORTH, FL33467 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946-9035 PHONE 772-409-1010 FAX 772-409-1015 Attention: ADAM DWYER Job Name: ANDALUCIA- SF Bldg/Model: Lot:21 / Model:4504 / Elev:B / GAR R 26301 CW WE ARE SENDING YOU Q 3 Truss Engineering Raised 1 0 WetSeal 0 No Seal ❑ ❑ Rif ❑ For Approval For Permit Const. Issue 50ft Span Letter O As Requested ❑ Sales Agreement ❑ Sign and Return O Truss Placement Plans 0 Raised 0 WetSeal 0 No Seal ❑ 11X17 O 24X36 O COMMENTS FIELD REPAIRS SHIPPING INSTRUCTIONS Q Ground ❑ Alternate Shipping Address O Salesman ❑ Overnight(MngrApproval Req'd) ❑ Overnight A.M.(Mngr Approval Req'd) DATE SENT 06/11/19 SENT BY A. PINON Tracking # ❑ CC: g U.P.S. ❑ Fed Ex ❑ U.S.P.S. TRANSMITTAL LETTER M To: LENNAR HOMES 8926 KINGSMOOR WAY LAKE WORTH, FL33467 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946-9035 PHONE 772-409-1010 FAX 772-409-1015 Job Name: ANDALUCIA- SF Bldg/Model: Lot:21 / Model:4504 / Elev:B / GAR R 26301 CW WE ARE SENDING YOU Q 3 Truss Engineering Raised 0 WetSeal 0 No Seal ❑ ❑ Ef ❑ For Approval For Permit Const. Issue 50ft Span Letter ❑ As Requested O Sales Agreement ❑ Sign and Return O Truss Placement Plans 0 Raised 0 WetSeal 0 No Seal ❑ 11X17 ❑ 24X36 ❑ COMMENTS FIELD REPAIRS SHIPPING INSTRUCTIONS Q Ground ❑ Alternate Shipping Address ❑ Salesman ❑ Overnight(MngrApproval Req'd) ❑ Overnight A.M.(Mngr Approval Req'd) DATE SENT 06/11/19 SENT BY A. PINON 0 Tracking # ❑ CC: Q U.P.S. ❑ Fed Ex ❑ U.S.P.S. Job Truss Truss Type pry Ply 751Q3 FG03 FLOOR 1 1 A0200960 Job Reference(optional A4 Roof Trusses, Fort Pierce, FL 34946, design@ai W ss.com 8.210 s May 18 2018 MTek IntlusVies, Inc. Tue Jun 11 14:47:07 2019 Page 1 ID:9QnLiJSfN9MZR17_J RcilLy9nL4i7BYDBgOHEtlsewl OPPnTU52nmtCJ7uAgRD4koz7L7I E 70�- —4� Doe c .,, n m 1 w 1148 16-7-4 20-3-8 744 c3 ATTACH 5R' PLYWOOD OR OSBGUSSErHIM32- RATED SHEATHING 4W4 EXP1) TO EACH FACE OF .12 I 3_2-12 I 3-B-4 T TRUSS WITH (e131-X 25-) NAILS PERTHE FOLLOWMG NAIL SCHEDULE:2 x 4§- 2 ROWS, 2 x Sh AND LARGER-3 ROWS SPACED @ 4.O.L. NAILSTO BE DRIVEN FROM BOTH FACES INTO ALL OVERLAPPING MEMBERS. STAGGER SPACING FROM MOM TO BACK FACE FOR A NET SPACING OF 2.O.C. INTO ME TRUSS. USE 3' MEMBER END DISTANCE. Dead Load DEfl. =1l8In 1.5x4 II 1.5x4 II \X8 = 4.8 = 6.8 = 1 axe = 2410 = 3 4 5 6 7 _4 0 US 11 4x10= 10x10= 4.6 = 8x8 = CUMAND REMOVE WEB CLEAN CUT WEB PRIOR TO PLATES. DO NOT DAMAGE ANY PLATES AND LUMBER TO REMAIN. 10x10= 461 LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.36 10.11 >653 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.4810-11 >497 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.04 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 131 Ib FT =10% LUMBER - TOP CHORD 2X4 SP M 30 BOTCHORD 2x8 SP NO.2 *Except* B11: 2x8 SP 240OF 1.8E WEBS 2z4 SP M 30 "Except' W1: 2x8 SP No.2, W3: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-4 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M Gc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 1885/D4-0 (min. 0-1-9) 8 = 198810-3-12 (min. 0-2-6) Max Grav 14 = 1885(LC 1) 8 = 1988(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-14=-1634/0, 1-2=-3350/0, 2-3=-0738/0, 3.4=-6738/0, 4-5=-6738/0, 5-6=-6512/0, 6-7=-3664/0, 7-8=-1783/0 BOTCHORD 13-14=0/268, 12-13=0/3350, 11-12=0/6738, 11-15=0/6610, 10-lS=0/6610, 9-10=0/3664 WEBS 7-9=0/3759, 1-13=0/3391, 6-9=1822/0, 2-13=-1967/0, 6-10=013188, 2-12=013802, 5-10=532/0, 3-12=-525/0, 5-11=-147/581 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 stmngbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 1314 lb down at 10-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 4) This truss is designed for a Creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSl1TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 1-7=120, 8-14=-10 Concentrated Loads (Ib) Vert: 15=-1314(F) Anthony SERIAL, #: __.4d36b989999e20a51b6cde8e_ 03 1 FG09 I FLOOR 11 1 ATTACH PLYWOOD OR OSB GUSSET(19r33- HATED SHEATHING IBM EXPn TO EACH FACE OF Job Referenu Roof Truss,TRUSS NTH (o.131-X 251 NAILS PER THE FOLLOWING NAIL SCHEDULE: 2xs's-2ROWS, 2x6's 8.210 s May 182018 MIT( ANDLARGER-3 ROWSSPACED0VO.C. NAILSTOBE DRIVEN FROM80711 FACESINrOALL DLIJSM9MZR14_JRdILy9gL4 OVERLAPPING MEMBERS. STAGGERSPACING FROM FRONTTO BACK FACE FOR A NETSPACING OF 2-O.C. INTO THE TRUSS, USE T MEMBER END DISTANCE. 4-7-8 2-3-12 2x4 p3z4 7 32x4 Il CUTAND REMOVE WEB NOT AN PRIOR TO PLATES. DO NOT DAMAGE ANY 34 PLATES ANO LUMBEfl TO REMAIN. 3x6= 47-8 A0200966 s J LOADING(psf) SPACING- 2-0-0 CS1. DEFL in (loc) Ildell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 5 ••.. 480 MT20 2441190 TCDL - 20.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WS 0.31 Horz(CT) 0.01 4 nla We BCDL 5.0 Code FBC20171TPI2014 MaMx-MP Weight: 29 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* W2:2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-8 0o pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 992/0-5-12 (min. 0-1-8) 4 = 157410-5-12 (min. 0-1-14) Max Grav 5 = 992(LC 1) 4 = 1574(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOPCHORD 1-5=-280/0, 3-4=-861/0 BOTCHORD 4-5=0/1048 WEBS 25=-1256/0, 2-0=-1256/0 NOTES- 1) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSUTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Standard Vert: 1-3=-120. 4-5=10 Concentrated Loads (lb) Vert: 6=-997 7=-1027 SERIAL Job Truss Truss Type Oty Ply 751Q3 FG03 FLOOR 1 1 A0200960 Job Reference o [Tonal H-�, rtouc I cusses, roa rlerce, rL 4 u4t, aeslgn(m_aluuss.Com 8.210 5 May 18 2018 MITek Industries, Inc. Tue Jun 11 14:47:072019 Pagel ID:9OnLiJSfNSMZR17_JRcilLy9nL4-17BVDBgOHEtlsewl OPPnTU52nmtCJ 7uAgRD4koz7L71 0.7 P n e �� n �n �� ++ 4-8 16.74 20-3-8 7(�� :ATTACH SB'PLVWOOD OR QSB GUSSEr(19132'nATE05HEATHINO <824 EXP11 TOEACHFACEOF .12 3-2-12 + 3.6-4 T TRUSS MATH (0.131-X 2S) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x41- 2 ROWS. 2 x es AND URGER .3 ROM SPACED @ 4. O.C. NAILS TO BE DRIVEN FROM BOTH FACES INFO ALL OVERLAPPING MEMBERS. STAGGER SPACING FROM FRONTTO BACK FACE FOR A NET SPACING OF 2' O.C. IWO THE TRUSS. USE 3-MEMBER END DISTANCE Dead Load Oefl. = 118 In 1.5x4 II 1.5x4 II 5x8 = 4X8 = 6x8 = 1 Sx8= 24x10= 3 4 5 6 7 himFIR m 4 3x811 410= 10x10= 416=" I 8xS= CUT AND REMOVE WEB CLEAN CUT WEB PRIOR TO PLATES. DO NOT DAMAGE ANY PLATES AND LUMBER TO REMAIN. LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in floc) Well L/d TCLL 40.0 Plate Gdp DOL 1.00 TC 0.89 Vert(LL) -0.36 10-11 >653 480 TCDL 20.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.48 10-11 >497 240 BCLL 0.0 Rep Stress lncr NO WB 0.69 Horz(CT) 0.04 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2X4 SP M 30 BOTCHORD 2x8 SP No.2 *Except* B1: 2x8 SP 240OF 1.8E WEBS 2x4 SP M 30 *Except* W1: 2x8 SP No.2, W3: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-4 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 188510-4-0 (min. 0-1-9) 8 = 1988/0-3-12 (min. 0-2-6) Max Grav 14 = 1885(LC 1) 8 = 1988(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-14=1634/0, 1-2=-3350/0, 2-3=-6738/0, 3-0=-6738/0, 4-5=-6738/0, 5-6=-6512/0, 6-7=-3664/0, 7-8=-1783/0 BOTCHORD 13-14=0/268, 12-13=013350, 11-12=016738, 11-15=0/6610, 10-15=016610, 9-10=013664 WEBS 7-9=0/3759, 1-13=0/3391, 6-9=-1822/0, 2-13=-1967/0, 6-10=0/3188, 2-12=0/3802, 5-10=-532/0, 3-12=525/0, 5-11=-147/581 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1314 lb down at 10-11-0 on bottom chord. The design/selection Of such connection device(s) is the responsibility of others. 4) This truss is designed for a Creep factor of 1.50, which is used to Calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-7=-120,.8-14=10 Concentrated Loads (lb) Vert 15=-1314(F) Anthony 10x10= US 11 PLATES GRIP MT20 244/190 Weight:131lb FT=10% SERIAL #: -.Ad36b989999e20a51b6Ode8e_ 75103 jFG09 IFLOOR ATTACHS•8• PLYWOOD OR OSB GUSSET(1!VSZRATEDSHEATHING4 4 EXPI) TO EACH FACE OF A-1 RGDf Tru$$� TRUSS WITH (0.131-X 2S) NAILS PER THE FOLLOWING NAIL SCHEDULE:2 x4's-2 ROWS, 2 x us AND LARGER-3 ROWS SPACED 04. O.C. NAILS TO BE DRIVEN FROM BOTH FACES IWO ALL OVERLAPPINO MEMBERS. STAGGER SPACING FROM FROWTO BACK FACE FOR A NET SPACING OF 2. O.C. INIOTHE TRUSS USE 3' MEMBER END DISTANCE 2x4 II p3.4 = y CUT AND REMOVE WEB CLEAN OUT WEB PRIORTOPLNTES DONOTDAMAGEANY 3X6 PLATES AND LUMBER TO REMAIN. 4-7-8 7 32A II 3Xfi = ,f Y LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.00 5 "*' 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.31 Horz(CT) 0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MP Weight: 29 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5 = 992/0-5-12 (min. 0-1-8) 4 = 1574/0-5-12 (min. 0-1-14) Max Grav 5 = 992(LC 1) 4 = 1574(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 1-5=-280/0, 3-4=861/0 BOTCHORD 4-5=0/1048 WEBS 2-5=-1256/0, 2-1=-1256/0 NOTES- 1) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) This truss is designed for a creep factor of 1.50, which is used to Calculate the Vert(CT) defection per ANSITPI 1. The building designer shall verify that this parameter fits with the intended use of this Component. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Standard Vert: 13=120, 4-5=10 Concentrated Loads (Ib) Vert: 6=-997 7=, 1027 SERiATL ## : Truss Truss Type Ory Ply r7051b 03 FG03 FLOOR 1 A0200960 =Referen� al A-Z.KOOT I TUSseS, Fort Pierce, FL 34946, designpaltmss.com 8.210 s May 18 2018 MITek Industries, Inc. Tue Jun 11 14:47:07 2019 Pagel ID:90nLiJSfN9MZR1?_JRciILy9nL4-i?BVDBgOHEVsewlOPPnTU52nmtCJ?uAgRD4koz7L?I x a 11 n +n + 10 1a 4.8 76-7-4 2W Y 74 ATTACH BE' PLYWOOD OR OSB GUSSET(19r32•RATEp SHEATHING d824 E%P1)TO EACH FACE OF .12 i 3-2-12 3-e-0 TRUSS WITH (0.131- X25') NAILS PER THE FOLLOWING NAIL SCHEDULE:2 x 6s -2 ROWs, 2 x 65 AND URGER-3 ROWS SPACED @ 4. O.C. NAILS TO BE DRIVEN FROM BOTH FACES INTO ALL OVERLAPPING MEMBERS. STAGGER SPACING FROM FROM TO BACK FACE FOR A NETSPAOING OF 2. O.C. INFO THETRUSS. USE 3- MEMBER END DISTANCE. Dead Load Defl. = 118 In ILA 11 1.5X4 II US = 4.8 = US = 1 Sx8= 2400= 3 4 5 6 7 M US 11 410 = 10.10 = 4x6.= 8x8 = CUTANO REMOVE WEB CLEAN CUT WEB PRIOR TO PLATES. DO NOT DAMAGE ANY PLATES AND LUMBER TO REMAIN. 10x10= 4x611 3-6-8 3 6-11-0 10-1-12 ,0-.-0 16-7-0 20-3-8 3-6-8 0- -12 3-2-12 3-2-12 3-2-72 1 3-2-72 1 3-84 Plate Offsets (X,Y)— 12:0-3-8,0-2-0115:0-3-12 Edoel (6:0-3-8 0-2-01 19:0-3-8 0-5-01 f10:0-3-0 0-6-01 112:03-8 0-5-01 f13:0-3-8 0-2-01 - - LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.36 10-11 >653 480 MT20 2441190 TCDL 20.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.4810-11 >497 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.04 8 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix -MS Weight: 131 to FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP No.2 `Except` B1: 2x8 SP 240OF 1.8E WEBS 2x4 SP M 30 `Except' WI: 2x8 SP No.2, W3: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-4 GO pudins, except end verticals. 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) 14 = 1885/0-4-0 (min. 0-1-9) 8 = 198810-3-12 (min. 0-2-6) Max Grav 14 = 1885(LC 1) 8 = 1988(LC 1) FORCES. (D) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-14=-1634/0, 1-2=-3350/0, 2-3=-6738/0, 3-0=-6738/0, 4-5=-6738/0, 5-6=-6512/0, 6-7=-3664/0, 7-8=1783/0 BOTCHORD 13-14=0/268, 12-13=0/3350, 11-12=0/6738, 11 -1 5=016610, 10-15=016610, 9-10=0/3664 WEBS 7-9=0/3759, 1-13=013391, 6-9=-1822/0, 2-13=1967/0, 6-10=0/3188, 2-12=0/3802, 5-10=-532/0, 3-12=-525/0, 5-11=-1471581 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1314lb down at 10-11-0 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 4) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this Component. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=120, 8-14=-10 Concentrated Loads (lb) Vert: 15=-1314(F) Anthony SERIAL, #: _ 4d36b989999e20a51b6Cde8e _ 03 1 FG09 I FLOOR 1 1 ATTACH6/3'PLY MDOROSa GUWS (l9 TRATEDSHEATHING4 4EXP11TOEACHFACEOF Job Reference RootTruss, TRUSSWITH(0.131'X25INAILSPERTHEFOUOWINGNAILSCHEDULE:2x4'-2 ROWS, 2x 6's 8.210 s May 182018 MiTe AND LARGER-3 ROWS SPACED @4.O.C. NAILS TO BE DRIVEN FROM BOTH FACES IWO ALL nLiJSfN9MZR1? JRciIL y9nL4- OVERLAPPING MEMBERS. STAGGER SPACING FROM FRONTTO BACK FACE FOR A NETSPACING - — 4-7-8 OF 2. O.C. INFO THE TRUSS. USE 3- MEMBER END DISTANCE. ` V 2312 2x4 23x4_ 7 32x411 _ _ CUYANDnEMOVE WEe CLEANCUT WEG PRIOR TO PLATES. DO NOT DAMAGE ANY 3A PLATES AND LUMBER TO REMAIN. 3.6= 4-7-8 V LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ude8 Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(CL) 0.00 5 "" 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01. 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MP Weight: 29 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2'Except• W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 992/0-5-12 (min. 0-1-8) 4 = 1574/0-5-12 (min. 0-1-14) Max Grav 5 = 992(LC 1) 4 = 1574(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-5=-280/0, 3-4=861/0 BOTCHORD 4-5=0/1048 WEBS 2-5=-1256/0, 2-4=-1256/0 NOTES- 1) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Standard Vert: 1.3=120, 4-5=10 Concentrated Loads (lb) Vert: 6=997 7=-1027