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6.2A � 15AU I 22.11.13 30.9.16 I 3e-&12 � 8-2-0 fi10-0 7-11-/3 ]-iPt ]-11.13 Scale + 1ba.2 6xe= 30as Sx9-3W- I 4x5- aA0 12 13 74 /3 24 12 11 10 25 9 4x10 II 3N II axe= Lxe != am. Us _ nw _ aII LOADING UnU SPACING• 2-0-0 CSI. 'EFL In 000) Vdd UO PLATES GRIP TCLL 20.0 Plate Orlp DOL 1.25 TC 0.79 Ved01) -0.17 12-13 >999 360 MT20 24U190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Ved(TL) -0.40 12.13 >099 240 BOLL 0.0 • Rep Stress Inor YES WB 0.011 Holz(TL) 0.09 9 Is Na BCDL 1D.0 Code FBC2014/TPI2007 (MatrixM Wind(LL) 0,1613-15 >999 240 Weight 237 lb FT=20% LUMBER- BRACING• TOP CHORD 20 Sp M 30 TOP CHORD Structural wood sheathing direollyapplled or" 13 oc pudins, except BOT CHORD 2,4 SP M 30 and verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid telling directly applied or 5.0-2do bracing. SLIDER Left 2x6 SP No.22-6-0 WEBS 1Row at mldpt 8-9, 3.13.5.13,7.12,7.10, 5.10 REACTIONS. (lb/slze) 9=143TIMachMlcal, 1=1431/Machardcel Max Horz 1=445(LC 12) Max Uptift9=•916(LC 12),1-017(LC 12) Max Grav9=1607(LC 17), 1=1570(LC 17) FORCES. gb) - Max Comp.Mlax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-20=-61B(58, 2-2D=-614/60, 2-3=-2556/1935, 3.21=-2109/1615, 4.21=•2039/1638, 4-5=-1865/1590,5-22= la69/1541,22-23=1889/1641,6-23=-1889/1541. 6-7=-1889/1541, 7.8= 1285I1021,84-1457/1277 SOT CHORD 1-15=-216S2328,14.15>2168/2327,1344=•2166I2327, 13-24=1541/1089. 12-24- 1541/1889.11-12=-1021/1285, 10.11=-1021/1205 WEBS 3-15=0250, 3-13--589/701, 4.13-309/539, 5-13=-269/121, 5-12= 404/ow, 7-12=-773MB6, 7.10=•101111092.8.10=-1446/182D NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10, Vu1t=160mph (3aecond gue0 Vaed=124mph; TCDL=4.2paf; BCDL=3.opsf;, IK[4Ib B=150R L=1001b ea-11 It: Cat. II; Exp C; Encl., GCp1�.18: MW FRS (dlfectional) and C-C Fxtedor(2) 0." to 9-7-3, Intedor(1) 9.7.3 to 15.0.0, Elderior(2) 16-0.0 to 28-6-15 mfw,,C-C far members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconciment with any other live loads. 5) • This .. has been designed for a live load of 20.0pef on the bottom chord In all areas where a rectangle 3.8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10.0psf. 6) Refer to girders) for RUSS to buss connecows. 7) Provide mechanical connection (by others) of time to bearing plate capable of withstanding 10011, uplift at)olnt(s) except 01=lb) 9=916, 1-817. B) •Semi -rigid plichbreaks Including heels• Member and flxlly, model was used in the analysts and design of this truss. O WAfiNINa-VwNyoYxl3n paremerwamWaFAp NO]E40N TMe AND rNLLU0fe41/fEKaLfE6ANCE PAOEMLL]4n mv.laeYS414B60RF a3E �r Desl9n V011tl ld use oNywllh Mnekaconrieclors. atlsdeslps6Uosetl oNy upon paanelen6hoWit tx1tl 15la en MlNtaml budtlYpcomponenl. rot ®■ aInm aribm. aelote use. ine bAk1nR tleslDner must venNlhe opplkaDnryol de4Dn pa,ameters antl gopenY Incoryorole Iha tleL9n Into the overdl ++dho WflOn. Wnonalmkoteal:mprevenl bucWng ollndMdnarti:r web ontl/a chore membetsoruy. Addmona rempororr as pelmmenl WocmO MITek' hahvaysi•giiotl lot ston6:N arulto pev¢M crollapse with possbie persorxsl lnNn antl gopertytlomage. ro*1RnewlOudonce regutllnp Pa fadkolkn stores¢, tle6v¢,y, eiecllonaM Ixackq of Imsscaarxi Ima s/slemt se AN51/fPll CwYy Craasla, OSB-89 a,4 fiCSI WII41ng C4mWmn1 6904 A. aN4. 3361 Sor¢N lnlorma6on wdlaWo can 1� Rate taYlute.218 N. Lee S1iee1.3W:e 312 P1exaWta VA22a14. Tury6, FL 33610 4.6 = 3.4 = 3x6 = 84ak-1:73A 6.0012 6 2D21 7 a 7 14 " " 11 10 "' 9 3N = '�- 34 3x5= 3t611 3x6 = LOADING(psi) SPACING- 2-00 CB. DEFL In (bo) Well L/d PLATES GRIP TCLL 20.D Plate Grip DOL 1.25 TC 0.77 Ved(LL) 4.33 11-19 >999 380 ML20 244/1ga TCDL 7.0 Lumber 1.25 BC 0.58 Ho,(T) -0.6211.10 >612 240 BCLL 0,0 • Rep Suess Iner YES WS 0.89 Holz(TL) 0.06 9 Na n/a BCDL 10.0 Code FBC2014/TPI20D7 (Mainz-M) Wlnd(LL) 0.1211.13 >999 240 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD SlnKtural wood sheathing directly applied or 5.1-7 oc purlim, except SOT CHORD 2x4 SP M 30 end vadlcals. WEBS 2x4 SP No.3 SOT CHORD Rigid telling directly applied or 5-4-7 cc bracing. WEBS 1 Row at midpt 3-14, 6-11, 7-11. 7-10. 8.10 2 Rows at 113 pis 84 REACTIONS. (lb/size) 9=1172N7-10,14=1270/0-7-10 Max Holz 14=652(LC 12) Max UPII99=-821(LC 12),14= 713(LC 12) Max Grav9=1449(LC 17h 14=1437(LC 17) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 Qb) cr less except when shown. TOP CHORD 1-2=599/77, 2-3=.778/600, 3-18=-1971/1214, 18.19-1964/1217, 4.10=•1904/1227, 4.5=-184611241, 5.6- 1143/816, 6.20=•986/846, 20.21=-985r846, 7-21- 985/846, 7-B=.607/524,8.9-1332(1221 BOT CHORD 1-14-2301567, 13.14=-1864f2033,13.22- 1449/1581, 22-23-1449/1581. 12-23=-1449/1681,11-12=-1449/1681,11-24-524/607,10-24_--624/607 WEBS 2-14=554/889, 3.14-1425/996, 3.13- 323/521, 5.13-336/591, 5-11=-8901897, 7-11-731/850, 7-10-104211094, 8.10=•l 181/1368 NOTES- /) Wind: ASCE 7.10,. Vu9=160mph (3-second gust) Vazd=124mph; TCDL=4.2psh, BCDL=30pal. h441b 13=150ft; L=1006; gave=11R; Cat 11; C; Encl.. GCpl-0.10; MW FRS (direcllonal) and C-C Extedor(2) 0-0-O to 9-7-3, Intedoni) 9.7�3 to 22-0.1, Eldedor(2) 22-04 to 33-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Provide adagtlale drainage to prevent water pending. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument will, any other live load 4)' This Russ has been designed for a live load of 20.Opsi on the bottom chord In all areas where a rectangle 3-6-0 tall by2-0-0 wide wilt 8t between the bottom chord and any other members, with BCDL =10.Opsf. 5) Provide mechanical connecflon (by others) of truss to bearing plate capable o1 withstanding 100lb uplift at joint(.) except Qt=1b) 9 821, 14=713. 6)'Semi-ngld pltohbreeks Including heels* Member end fixity model was used In the analysis and design of this truss. A WANNp/e•Vb4y dBflen parom4rPra mMREAD NOTES Nw TH6 ANe INeIaDEDY?iK 96P6eAN0E PA0ENR)4T3 m. Iap.Vler. BEFO9E USE �R• Degas vaAtl tw use oMy zits Mlelt®coWseclaa.7Mided0n Slwsed on:Y s4sorspaamelersshown.adk(a on kY]MWdtxadllxl component, not l`� btn,:zsyrem. Befaeixn. Ilw DJd dasl9lsat must veillY lM1e appNcal4ilY of desprpaanetelsandrxop&IY lncomoral9lHS Uasl9n hlo the ovaaY Ultltrq deslon. 6ackg lraemed e"%pmvem WckllnD orlrwvaual l,usswenand/or clwrtl memcersarvv. Admeonal leml>aar aid pepnorenrlxow,o MiTek' h always iequketl br sltl1111ryand tolxeuenl collapse wllt,po::axe pelsoiwllnjry utW lxorRllyda„ Je. Wr 9enera19altlanco ronair4r,D the 6904 Parke Ent BNd. IoMY_allon. stom9e. tlelNary. erec6mand baGn0 of lniaes and lmasystems seeANSNIPlI Cually CMerlo, DSB-09 arW aC616W141ng ComponaN TenPo. FL 3361a I sarory INormadon avoaada hem buss %ale Mlilule. 21B N. Lee Srreel, Sulfa 312 PoexontlAa VA22314. S.1 - /:7.9 RM LOADING(psf) SPACING- 2-0-0 C51, III In (Ioc) Wall Ud PLATES GRIP MILL 20.0 Plate Grtp DOL 1.25 TC 0.09 Veri(LL) n/a - Na 999 MT20 24A/190 TCOL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a . Na 999 BCLL 0.0' Rep Stress Inc, VEB WB 0.00 Horz(TL) -0.00 2 We Na SCOL 10.0 Code FBC2014/TP12007 (&U(dll) Weight 5lb FT=2M LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2.0.0 oc puflire. BOT CHORD 20 SP N0.3 BOT CHORD Rigid ceiling direly applied or 10-0-0 ac bracing. REACTIONS. (lb/slze) 1=51/2-0-0,2=37/2-0-0,3=1412-0-0 Max Hoa 1=41(LC 12) M. UPINII -21(LC 12), 2=-45(LC 12) Max GravI=55(LC 17), 2=48(LC 17), 3=28(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7.10; Vult=160mph (3aecond gust) Vasd=124mph; TCDL=4.2psf; BCDL--aOpsL h=24ft, B=15og; L=1001g Save=11it; Cot 11; Exp C; Enct., GCpi=0.18; MW FRS (direcllonaq and C-C E#erhr(2) mwC-C for members and forces & MW FRS for reactions shown; Umber DOL=1.60 plate grfp DOL=1.60 2) Gable requires continuous bo0om chard 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 far a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstendng 100 lb uplift at joint(s)1, 2. 7)'Semi-rigid pitchbreaks Including heels" Memberend fixity model was used In the analysis and design of this truss. Q WARMIMO-VMrydeafgn penerWenend READ NOTES ON Tres AND MCIBDED-f REpERIIMCE PAQEM14T4TJnw. /6RlYAlS BEFORE USE. DexQn valtl for uaeanlY MlT MlelOaCOMBCbn.lMtlexptlibaed ONYawrs paranetersmown and h for al IndiNtlual buWNo cannonenl rot bbussawlem.aefore ate. the Duldrg tleBpner mull vedN ire OFglcddlly of design pa:cnule�soM wo ly hcarwrob 1Ns desgn Into Hx, ovadl �-�•YY lomddeuaT4 adChdlMkdletlktdprevMi MVO(hd NdUdtnnwebandi«cwdmemt�,seniy.{WditoalwnlmroryaW pert-t ClW MiTek' B dwdysregIDed fa tlatiffy to peveN cull¢ttrwllh poslda personal lilnY<nd penxrtry cl�mode. Foi aonaol UU'd3N_o legdrtllnO the Idxkdlbll StaO(1e. tlelvery.erecOm Ond bdekp of lnAses Ontl MKbYstemt 99BIW6VWn OUOIIty CAledq 06l-89 rind BC6l BulidlnpaalponeM . 1 Perko En.l BNd_ Well, lnna/mdien walaWa can truss Fidle 1,Ulll0e.218 N. We Saeet. WW312 Nelaxldg VA22314. Tenpe. FL 33610 U4 IE a4II Stele =1:13e LOADING"O SPACING- 200 CSL DEPL In poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Verl(LL) n/a - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Velt(TL) n/a - nra 099 BCLL 0.0 • Rep Sires. Incr YES WB 0.00 Hom(TL) 0.00 We n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight 14lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing dlredlyapplied or 4-0-0 oc purilm, except BOT CHORD 20 SP No.3 end verticals. WEBS 20 SP No.3 BOTCHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 1=120/4-0.0, 3=120/4-0.0 Max Horz 1=96(LC 12) Max Uplift — 49(LC 12), 3=-96(LC 12) Max Gray 1=128(LC 17). 3=145(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-second gusq Vasd=124mph; TCDL-4.2psh, BCDL:.3.0psf; h=24fC 8=15015 L=100ft; eave=11f ; Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (directional) and C-C EXted0r(2) zorwC-C for members and forces & MW FRS 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 pal bottom chord live load nonconcunent with any other live loads. 4)' This truss bas 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 1001b uplift at)olnt(s)1. & 6)'Seml-rigid pllchbreaks Including heels' Member end fbaty model was used In the analysis and design of this truss. Q WAXNwa•Varlly QavlynpwamaNH erW aEADNOTEa OII TNAS ANa IMCLaOEa MIIEK nEFEflANGE PA6EMIL14TJnv. 16eYAlb BEFOnE U.E ��• noslpn vditl Iw use oNywlin NJtekaconnecbrs. ARde4en a b¢ed orgy upon pamWtersshovm. mtlhttsdn xglvitlutl b4tlYx1 comPor✓nl. rot OfnaSsyslem.eer«eum.owa,ua�deskx,er mun w,nN me oppYcab11N o1dsrl�poromelers and a� lyrncapaafe rN. desklnlmolry: ovetarl Umllg dedar� acwr0lrxxtofeaufo lxevenr r4,tkllnoalndlws.s ws:webmw/orcnord memuer ly. Adtlnloncl lemporay aW cermacnla«kw MIT@k' s dvrun reovnetl fa sk>Dlilry ad w Pevenf collWur wnn possde perzttwl ye,yond wEpeMdomaoe. for oerwval0ddmce �e0oa� x,o fobxcalbn, sraapa, tlexvOrY, ereclr-and.stir.of lI 8 N.andrnia systems..Af. l/ Ouotly CResla, p9a-89 andBC51 WIWmy Comporrenl 69a4,FIL EWO SWIy Mratma9on wmade from iNss RaI0Im11Me. 11 a N. Lee Sheet. SWIe 312. AlaxMdx¢ VA2231E. Tartpe, Fl 33610 3x9 I S.W. -1:teb 3 5 4 3.4 i 2x3 II 3x4 II LOADING (PSI) SPACING- 2-0.0 CSL OEFL In goo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0130 Verl(LL) Na - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(TL) Na - rda 999 BCLL 0.0 Rep Stress lnor YES WB 0,13 HOR(TL) 0.00 ata Na BCDL 10.0 Code FBC2014/TPI2007 (Manx) Weight: 23 to FT=201'u LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (,size) 1--611 1-0, 4--W6.0-0, 5=243/6.04 Max Horz 1=155(LC 12) Max Uplllt4=-67(LC 12), 5=-198(LC 12) Max Grav 1=61(LC 1).4=100(LC 17), 5=295(LC 17) FORCES. (lb) - Max ComplMax. Ten. -All forces 250 (Ib) ar less except when shown. TOP CHORD 1-2=-286f112 WEBS 2-5--229/446 NOTES 1) Wind: ASCE 7-10; Vui1=160mph (3-second gust) Vasd=124mph; TCDL=4.2pM; BCDL=3.Opsl; h=241t; B=1501t; L=100ft; ea 1ltt; Cat. 11; Exp C; Encl., QCpl-0.18; MW FRS (directional) and C•C Exledor(2) 2one;C.0 for members and forces 8, MW FRS for reactions Shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beadng. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunanl with any other live loads. 4) - This truss has been designed for a live bad of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 lot l by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical eonnecllon (by olha s) of truss to bearing plate capable of withstanding 10011, uplift at joint(s) 4 except (Irdb) 5=196. 6)'Sembdgld pitchbreaks Including heals' Mamber end fixity model was used In the analysls and design of this Vuss. 0 WA6Na'O•vmryanrgn paremerennndaEA0 N07ES ON 1Hts4Ne wtLUOED MREKHEFEadNCE P4dEMaf4lJ m. UVDI 5WOEE USE �_pp 0Ogn wxidforoseoNyv4 Wlek®oomwclom tleslpna DOSeU ONYUPon ooromelea Ygvm.oadbbr on hdlvidual bldin9componant, nol �• '_dno stem. Belote use. the W rx; deil0nermusfvenNthe oppncaan of =/L Fora dmamMlNoceParrvhoo7M1aW 3VsdeSl0n into lha ovwd �-�•Y�� bK.4,1esl9n.&aclq lydM;atedhtolxevaM GSWnKl oIhWWW Ilussweb and/p ctwrtl mambas Iy. Atl'='. bmpaoryarMpeimawni aaclnp M!Tek' ka;ways reyu`redfa s1aWnY or1U to pavenf eenapse vAh posl0b peisarv4 NpnyxvgpropaM dmaoe. Folaaeraolxdancer ngCa10ma Icy ibn.#om0e, delNery.er¢cllanartl brachxiof husxesarW tanSys1_=NSI/rNI CUWIy tlaeda.a3&89 and aCL pulldlnptampaneN 6909 Parke E. ONd. sale, INormanxul a adoble horn Rua, Plena Inslnula. 218 N. IOa Skeet. Sale312 Plaxandsa VA22314. T FL 3361a 3.4 II Scale. 1:24.9 3 m o . 5 4 sx4 11 LGADING"n SPACING- 2-" COL DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) rba - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Ved(1L) rva - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.17 Horz(TL) 0-00 n/a Na SCDL 10.0 Code FBC2014(rP12007 (Marbo Weight 31 lb FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structure) mod sheathing directly applied or 6-0-0oc pudins, except BOT CHORD 2x4 SP N0.3 end vanicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP NO.3 REACTIONS. (lb/size) 1=89/8.0.0, 4=111/8.0.0, 5=335/8-0-0 Max Horz 1=214(LC 12) Max Uplltt4= 89(LC 12), 5=-270(LC 12) Max Grav 1=89(LC 1).4=134(LC 17), 5=406(LC 17) FORCES. (lb) - Max. Comp.Mlax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=368/143 WEBS 25=315r571 NOTES- 1) W Intl: ASCE 7-10; Vuk=160mph (3-second gust) Vascd=124mph; TCDL=4.2psf; BCDL=3.OpsF h=24tb 8=1501t; L-1001t; eava=111t; Cat II; Exp C; Enol., GC1g=0.18; MWFRS (directions)) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOLa1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 per bottom chord live load nonconcunent with any other live loads. 4)1 This Imss has been designed for a live load of 20.0psf on the bottom chord in all arees 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 100lb upilt at (olm(a) 4 except TAb) 5=270. 8) "Seml-rigid pltchbreaxs Including heels' Member end fixity model was used In the analysis and design o1 this truss. AWAIIxING•weary-91 pnxn M—rAr"D NO7as o,v x xO 49CLUDEO—XfifEAANOE PAOEW7473 140.L2ar69EPOM U4E. ��• Design vdldfor lea orYywlln MIlel�connaclors.11AS Qa31¢I k IxmeQ only Upon parameters rtwxn anQ klarm MNlQual dMlW componaat not bkiss system. BeraelAe. ire bullQxxl Qedgne mull venh the agJlcabah of Qeslenpaameterc and propeOyate-Q our, woe»oval I ildro Qod®n. OacYq kx/caledelo wavero Wckl:rq ollnQlvkluol kua wenontl/or chwQ membeD orJy.Atllallorol lampoiay mQ rRrmonenl b,-Iw MOW k r4woys neglect Im stab9xy WP-1 co9apse w9h Wadepe-1 hiW—l"Oxely Wrtuyxs. Fos DerseiDlaWtlo}co i'Wrdrn the tabdcOlbR steads. deNery. ereelbn acid bmclevld trusses arW kassyslams. ANSVIVII GuaIIM �Merb, e5H9aM BC5l Bull�n9 eolnpoDeni 69"PeAe Ee BMd. SmeN NrdmDaon Ovdbble 4orrr inns Plate InsliMe.21e N.lee SkeetS le312Adex0n aVAY2314. Tesrye. FL=10 Ttleei l<9� 3X4 II Soalo = 1:31.1 3 3N4 6 43x4'11 2K3 II LOADING (psQ SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL (M Plate OriP DOL 1,25 TC 0.86 Vart(LL) Na - Na 999 MT20 244/190 TIC ZO Lumber DOL 1.25 BC 0.43 Vert(TL) Na - Na goo BC LL 0.0 • Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 4 Na Na BC DL 10.0 Co de FB02014,TP12007 (Matrix) Weight: 39 lb FT=20% LUMBER- BRACING - Top CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directlyapplled, except and verlicals SOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0.0 CC bracing. WEBS 2x4 SP No.3 OTHERS al SP No.3 REACTIONS. (lb/size) 1=70/10-0.0, 4=185/10-0-0, 5=428/10-0-0 ax MHom 1=273(LC 12) Max Uplltt4=-141I 12), 5=-344(LC 12) Max" 1=78(LC 12), 4-224(LC 17), 5=518(LC 17) FORCES. fib) -Max. CompJMax. Ten. -All forces 250 (Ib) Crises except when shown. TOPCHORD 1-2=449/165,3.4-1701293 WEBS 2-5=-404/669 NOTES 1) W Ind: ASIDE 7.10; Vult=160mph (3aecond gust) Vasd=124Mph; TCDL-4,2ps1; SCDL=3.0ps1; h=241t; B=150fC L=1001t; eave=l lit; Cal. I,; Exp C; Encl., GCpl=0,18; MW FRS (directional) and GC Exledor(2).zane; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip COL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent With any other live loads. 4) • This Irtss has been designed fore Ilve load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 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 wahstanding 1001b up110 at joint(s) except gtdb) 4=149, 5 944. 6) "Seml-rigid pttchbreaks Including heels° Member end fixity model Ives used In the analysis and design of this truss. AwA--vulry4esfenpuemetarcen4RGpNOIE9daTalaANaxyeLUafLwlrExaEFFAANCEPA—71—v.t-6EFe-- Design wild toruse only Min M1ek®comwcmrs. aJad gl h Ixned only upon porarnelm siwvm. and k I. mIMMdud tx4ang Cr nenA rot bsAdigdaslgrt�aocF,g Yx3nakW lsb vent WCIASx1 datl o/ ne IndMtlual it swab W/a Cshadlmamber'Mdp Il lono kmpOr�UWnipe inalewni b g sal,-ar:Iegwadr«:waulrmwtowewllaollw�t,mnpns�rlepen 1e�.ya�A-Pemdgmwa. rorganarag w,pelegmanov,e MIT@k fall 1a stoxge.delivery. erecamaq dmmp of lnmes arvilms rystems. secANSI/riff QU.2yC,9algoa"9 and scar aNan9 C4mD4nen1 GSo: Paiko Evsl gN4. solely lntormalbn avdlobiofrom Truss Pilo exfiMe.218 N. Lee Meet sure 312 Atexon 81a VA22J14. Tn4111L 33Gto Sole. 1:36.3 im 3 4 5 a 43x4 II 2x3 II LOADINGOd) SPACING- 2-" CSL DEFL In Poo) Wall Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 VerIP-L) n/a - rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ven(TL) Na - rVa 999 BOLL 0.0 ' Rep Stress Incr YES WE 0.22 HM(TL) O.OD 4 Na I Is BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 481b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. Ptvslie) 1=15WI2-0-0, 4=174/12.0.0, 5=504/12-M Max Harz 1=333(LC 12) Max Upll[N4—141(LC 12), 5=-405(LC 12) Max Gravl=153(LC 1), 4=282(LC 17), 5=651(LC 17) FORCES. (to) - Max. CompdMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 1.6=475/158, 2.6=-457/162, 3-4=-182/167 WEBS 2-5=184!!35 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid telling dfrectly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160nph (3-second gust) Vesd=124mph; TCDL=4.2peg BCDL=3.0ps1; 11=2411; B=1501t; L=1000; eave=t 1 ft; Cat 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterbr(2) 0-7-7 to 10-2-10, Intedar(1) 10-2-10 to 11-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOIr1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pst bottom chord live load nonooncunenl 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 vatle will lit between the bottom chord and any other members, with BCDL =10.Opst. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at JdM(s) except gtdb) 4.141, 5=406. 8) "Semi-rigld pitchbreaks Including heels" Member and Oxlty model was used In the analysis and design of this truss, A wARNam- Ver Vd-rgn pxamefwx en—DN Off TRLSA 0NCLUOEO MREx REFERANCEPAGE M674M— 16e3R0169EEORE USE I �1, Desion wAd for UseoNY VAM NYIeMaernetlon. Ind clexpsbbasetl ontyepan paromelen Me— and b for am MiNtlud bulaUnn component 11 �f huss system. sefae use,the"aing designer mud verity the aaptcalAly of ci4n parameters arW properly Yscaporale Ind GeslOn t, mo 01.1 tx4@n0 des:0n.aa^.bsG(rWlcaletl is to gevent bucdYsg of kvfvkl5.nl suss sveOondlorcMxtl mamben oNY-AtloIIICnwllem5losaN Mdpermarsant bodng MOW S dwaK rC9dad for slaMtlyarWbgevenlcWarx¢with possiLle poswrwl WnY arsdgopeslY tlurnglo. fa punetal m.4donco tegurdnp the lab,kaxsxsstorage. tlelNCry. erCCtknact blIXlnpaf hoses and lm sKlemzseCAN51A➢tl Cudlytmerla,0�-69 and ec9liwASn9ComOCMrst� 6904 Porko Earl Bind. S,xeyleteen on avc➢ICWe fiom bust Plate Institute. 2laN, We snarl, 6ultc 312 Ateondda VA22314. T,w,rL 3361c g itstsl es) I. fssno I 'd3e1a I 20)< I 1Sf9 ]210 )33 ]-33 ae) 40 = Scale - h54.2 3x4 = 64 i°Oo his eao ( es°°ze I o-o-] l ssts LOADING 11,11 SPACING- 2-0-0 On DEFL in (loc) Ildell L/d PLATES GRIP TOLL 20.0 Plate GOP DOL 1.25 TO 0.59 Yen) -0.31 8.10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Ven(TL) -0.50 8-10 >680 240 BCLL 10 Rep Stress Incr YES INS 0.84 Hoa(TL) 0.05 7 rNa lVa BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) Wind(LL) 0.10 8.10 >999 240 Weight 159lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Struclumi mod sheathing directly applied or S-6 15 oc pudins, except SOT CHORD 2.4 SP M 30 and venicels. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6.10-0oc bracing. WEBS 1Row at midpt 3-11,5-7 REACTIONS. (Ibtslzo) 11=1139M-7.10, 7=1041/0-7.10 Max Horzl1-356(LC 10) Max Upliftl1-746(LC 12), 7=-630(LC 12) Max GraV11=11e9(LC 17), 7=1090(LC 18) FORCES. (Ib) -Max. Comi Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-517/162, 2-16=$81/600, 3-16= 554/614, 3-16=-152dg390, 4-16=-1445/1415, 4-17-137211403, 6.17=-145311388, &18=-ie2/m, 6-le= 23at276, 6-7-251/333 BOT CHORD 1.11-325/502,10-11-1158/1644,10.19=-59911050, 9-19= 599/1050, 9-20= 69911060, 8-20— 59Wl050, 7-6-1074/1281 WEBS 2-11--547/961, 3-11-1 MW995, 3-10.-414/579, 4.10.-607/740, 4-8-428I628, 5-8=-3081604, 5.7-137e/1170 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vuft=l6Dmph (3-second gust) Vasd=124mph; TCDL=4.2psi; BCDL=3L0psp h=24f; 8=1608; L=1ODft; aave=11It; Cat. It: C; Encl., 3CpI=0.18; MWFRS (directional) and C-C Extedor(2) 0.0.0 to 9-7-3, Imarior(1) 9-7.3 to 15-9-10, E1Mdor(2)15.9-10 to 25.4-13 zone; camllever left wgmed ;C-C for members and forces S MW FRS for reactions shown; Lumber DOL-1.80 plate grip DOt--1.60 3) This muss has been designed for a 10.0 psi bollom Chord live load nonconcuneni Win any other live loads. 4) • This Russ has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-e-0 fall by 2-0-0 wide will fft between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1 oD lb uplift at )oim(a) except at -lb) 11=746, 7=630. 6) "Seml-dgid pitchbrealus Including heels' Member and fixity model was used In the analysis and design of this truss. Q WARNWQ-w flyrW9fi creme e,,OREAb NO]Ea eNTINSANONCLaaVWEKREPERANCEPAOEMIF]ITpr 1N➢YMI6NFF0)rEUSE DeslenvdMf«,rseo,yuAh MHoMeonactors. TWdWgn kIoedonfyu orxxamaterssnown.a %for- nclM,;ibuUtllrg componenl.rwl abuss ry Iom.0ef«e roe. the b ieng deAaner muf verity the aWlCobnry of �slan gramete,x ail) gopeM hcamorde fhx tleslan into ha overa3 Aano aeven. aach9tx8coted lirope.«,fwallr,gerindl, am,aweborK.v«erordrnembe�:oNy. Adauor.nl »reo«erv-dP«—I bearre MIT@k' 6olways regJedbslaWlly«WlogevenicWaFse Xv0oa0,t�pe,sonol YyW OM MopaM d«nNe. Fer general puldu,ce,eQorI, a he M iTe,ke Eos+—. sw,ry lofmmtloneavclaVle torn ilus,i MOINle. 218 N. Lee Sf,eel,s5,.1. 312, A."N9y d VGuc1131 n1erto, e36A9 and BC510uIlElna ComponerY I Tarrpo. FL 338fo 5m1e - 1:65.2 4xe = &00 12 4 7 if 3x4 = 4.6 = U4 30 = 1.13 LOADINS0.0 SPACING- 2-0-0 CSL DEFL In (roc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO OS4 Valt(LL) -0.31 9-11 >999 360 W20 244/19D TCDL 7.0 Lumber 1.29 8C 0.49 Ved(TL) -0.51 9-11 >664 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 HorE(R) 0.0.5 a Na Na BCDL 10.0 Coda FBC2074RPI20D7 (MeMx-M) Wlntl(LL) 0.09 g-11 >999 240 Weight: 1851b FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purllns. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied a 7-2-15 oc bracing. WEBS 2x4 SP No.3 WEBS i Row at mldpt 3-12, 5-8 REACTIONS. Qb/s12e) 12=1128N-7-10, 8=1210N•7-10 Max Hors 12=-379(LC 10) Max Upliftl2=-740(LC 12), 8— 732(LC 12) Max Grav12=1160(LC 17), 8=1210(LC 1) FORCES. Qb) - Max Comp./Mex. Ten - All forces 250 Qb) or less except when shown. TOP CHORD 1.2— 510/161. 2-19=-677/599, 3-19=-550/812, 3-20_ 150wlM, 4-20=.1428/1368, 4.21=-1334/1272,5.21=•1413/1246 BOT CHORD 1-12a323/498, 11.12=-1030I1647, 11.23= 468/1051, 10-23— 468/1051, 10-24= 488/1051, 9-24=-46SM051, 8.9e-897/1208 WEBS 2.12-54SWS, 3-12-= 1023t933,3-11=-416/587, 4-11=-515R43, 4-9=-381/595, 5-9=-277/454,5.8=•1326/1267,8.8=-350/586 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=4.2psl; BCDI-3.opst, h=24fk 8=150R L=10MI; eave=l lfl; CaL II; Exp C; Encl., GCpl=D.1S; MWFRS (directional) and CC Exterior(2) 0-0-0 to 9-7J, ifdedor(1) 9-7-3 to 15-9-10. Extedm(2) 15.9-10 to 25-0-13 no: canlllever felt and right exposed;C-C for members and forces 6 MWFRS ter reactions shown; Lumber DOU--1.60 plate grip DOL=1.60 3) This toss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live bad of 20.Opst on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will Of between the bottom chord and any other members, with BCOL = 1 O.Opsl. 5) Provide mechaNcal cunrlecflcn (by others) of truss to bearing plate capable of withstanding 100In uplift at joint(s) except Qt=lb)12-740, 8=732, 6)'SemFdgid pitchbraaks including heels' Member and Oxny model was used In the analysis and design of this truss. A WARN/NO-V Ny tlaslanpvemefers a r READN07E90NTNr5 A1ID INCLWED MDEK 6Ef rnc5 OAGEtl Nn nv. 160N 5BEFORE USE DBslp11 load Ica use arJVw•11n Mnak9conneclors. Ihb OedDn abased oNy upon IZpneled h for an MMduol l mog component. pont. not nasasyaem. eomro use.Ihe anxano dexlpnor must venN 1ne appucaolsv olaedpn ashovm. anporomaters orw poperN Ixolporale r4s dasgnlnto a,o overdl b,IV,D design.&achdlrc4caledato peveni buckMrxl«trc,MduN uuss,v«,a,dforchford membom oMy./�dc3tlonol lempoiary a,d pormargntbr¢Ng MiTek' h dvrays reoWed far sktxllN and bpevenlrnll(pse calla posWe persond k4M Ord popeMOomcge. Fa perwrol Dulrbv:e repmotrq iMs IobMolbn slaapa. deWery, ereclbnantl lxo«rq«Inm¢saW uuasyslems. seeAN5VIP110w0N CRalo. DSB-09 and BC516u11ling Comrsonanf Wa POM1e Eoss BNtl. safety lMormaxon awtade Nam Lnm Rate ImxMe.2191J. We Stteet. SJIe 312 NaxaM46 Vp 12314. Tampa. FL 3361a I 4x6 = sefile - Um.9 Ga0 12 Bx1= Bx4 axe= &4 = 4x10 11 = �91 119> IMF Male 1 -?P � 1-0O 8&la 1 K-0 I osa Id LOADING(ps� SPACING- &0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O 7 Ven(LL) -0.33 8-10 >999 360 Mi20 244/19D TGDL 7.0 Lumber DOL 1.25 SC 0.61 Ved(CL) -0.54 8-10 >848 240 BOLL 0.0 ' Rcp Stross Incr YES WB 0.BB HOIz(TL) 0.07 7 rda rVa BCDL 10.0 Code FBC2014/FPI2007 (Mahix-M) Wlntl(LL) 0.12 8-70 >999 240 WelghL•1581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Siraelutal wood sheathing directly applied or 5-2-8 oc pudins. BOT CHORD 20 SP M 30 BOT CHORD Rlgld ceiling dlrectlyappiled or 6.8-9 oc bracing. WEBS 2x4 SP No,3 WEBS 1Row at mtdpt 3.11 SLIDER Right 2xB SP 2400F 2.0E 280 REACTIONS. gb/size) 11=1182/0-7-10, 7=10836Aechanlcal Max Horz 11=-368(LC 10) Max Upllltl l=773(LC 12), 7-664(LC 121 Max Grav11=1208(LC 17). 7=1142(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 260 (ib) or less except when shown. TOP CHORD 1-2=-522/164, 2-19=-677/605, 3-19=-557/618, 3-20=-1599/1444, 4.20- 1518/1469, 4'21= 1637/1525, 5-21- 1616/1500, 5-22- 1663/1542, 6-22=-17SWI530, 6-7=-83WB9 SOT CHORD 1-11-32e/508, f0.11-1170/1715,10-23-614/1128, 9.23=-614/1126. 9-24=-614/1126, 8-24-614/1126, 7.8- 1185/1486 WEBS 2-11-555/955, 3-11_ 1116/1033, 3.10=-40WS77, 4-10=301/738, 4.8=.5267758, 5.8=•443(6g4 NOTES- 1) Untlelarlced root Ilve loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-1.2psf; BCDL=3.Opsl; h=24f1; B=150f: L=100fl; eave=111t; CaL 11; Exp C; End., GCpI=0.16; MWFRS (directional) and C-C EJdedor(2) 0.0.0 to 9-7-3. Inarlor(1) 9.7.3 to 15-9-10. Erdertor(2) 15-9-10 to 25.4-13 zone; Cantilever felt exposed :C-C for members and forces & MW FRS for reaclions shown; Lumber DOL=1.60 plate grip DOL=1.S0 3) This truss has been designed for a 10.0 psi bottom chord live load nonconwnent with any other Ilve loads. 4)' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.0ps1. 5) Refer to girders) for truss to truss connectlons. 6) Provide mechanical connection (byothers) of buss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01db) 11=773. 7=654. 7)'Seml-rigld pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNWG-Va,Ky daslpnpuxmafen and READ NOTa ON rieeAN0 w VoEO WEKREFERANCE PAGE- rev, 14=2VIS BEFORE asE Des'On-"1«use oNy NABI MRekDconneclors. Bditled0nsl>sed anlY upon pwameters shown. mdk(otmE TAWaI [wFWp mmnalenA rot nNss s151am. Ear«e use, nie lwll,l,cl deskl�er mUSI venN rNe oMpdglcab111N otdeilpn p«anelen Andre openr lxap«alo mis dB519n lnlo ire oveldl dw�oK,amd� Not sfadllrYantd baa°ePrentw111 y,olw�IlaW�Ino!hw lNW /1,1CMdm9,' Wn*(. 0er�ano!W °`:°�"cw�'min n» nrtx«up MOW IGdkAiloR ilOrogo, delNery. tteellon and dadno of Inafesalxl lAAtawtems xeANSIRPl1 CuaNN dRab, D$eav arW BCSI eutldwgtbmponenl 69 P.A. East BNd. Sarah 1n aeaa wdlade fa in=Role 4 lule.219H. lee Vmt Wta 312. Ne�VAMIA. Tango. FL OS6fe 86-0 84-0 7S•13 7.2.1 7513 Bcale a 1:69.1 6.00 30= 34 = 3x4 = ,.s = 12 _ 16 16 U 26 1s 12 26 11 27 I 10 3.4 II 4a6 - 3xe - U4 = 4.4 = II US = LOADING(pst) SPACING 2-" CSL `EFL. In (loc) Wag Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 1117 VeQLL)-0.1613-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ose Vell(TL) -0.46 14-18 >999 240 BCLL 0.0 ' Rep Stress IN"YES W B 0.92 Horz(1L) 0.09 10 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Mamz-M) Wir1d(LL) 0.21) 14.16 >999 240 Weight 247b Fir =20% LUMBER- BRACING - TO P CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2�2-0 off puffins, except BOT CHORD 20 SP M 30 and vertic a WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. SLIDER Left 2x6 SP No.2 2.6.0 WEBS 1 Row at mldpt 9-10, 3-14.6-14.6-13.8.13, 8.11, 9-11 REACTIONS. (IWsize) 10=1431/Mechanical, l=1431/Mechanical ax MHorz 1=504(LC 12) M. Upllltl0=-92II &C 12), 1=.804(LC 12) Max Gray 10=1636(LC 17). 1=1582(LC 17) FORCES. (Ib) - Max Comp.Mlax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-612/135, 2-21=-2597/1895, 3-21=-2463/1920, 3-22=-1999/1402, 4-22=1977/1483, 4.5=-1910/1512,5.23-1755/1508,6-23= 1765/1508,6-7=-1650/1337,7-24=-1650/1337, 8.24= 1650/1337, 8.9-1087/671, 9.10=-1496/1306 BOT CHORD 1-18-2236r2309, 15-16- 22362389, 14-15- 223&2389, 14-25- 1337/1650, l 13-25=-1337/1650,12-13=-871/1087,12-26=-871/1087,11-26=-871/1087 WEBS 3.16=0/306, 3-14=-733/837, 6.14=-206/449,6.14=-275/241, 6.13=-495/851, 8-13- 78=08, 8.11- 106&r1140, 9-11-1389/1732 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=&Opst 11=24f ; 8=15011; 1-1001t; eavm111t; Cat. II; Exp C; End, GCpl=0.18; MW FRS (directional) and = Elnerfw(2) 0.0.0 to 9.7.3. Interior(l) 9-7-3 to 1700. Exteffor(2) 17-0-0 to 30.6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL-1.60 plate gdp DOL=1.60 3) Pro rlde adequate drainage to prevent water pondirg. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent wlih any other llve loads. 5)' This Imu has been designed for a Ilve load of 20.Opsi on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide unit Ol between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to Im9s connections. 7) Provide mechanical connection (by others) of Imss to beadng plate capable of withstanding 100lb uplift at)olnt(s) except gt=lb) 10=929, 1=804. 8) "Sam[. rigid gtchbreaks Including heels' Member end Italy model was wed In the analysis and design of this truss. 0 wA/iNM'a-VMQ-Mrlgn yoremolm enORGOHd1E50N786 AND elCLWED NIraX6efEMNCE PA6ENLLl4TJnv, reQVMI6eEF0aEVSE I �gimsptcar. BorwodUHt the Wltl gdoslgn8mUm5 vtla 11011io OgpNCmIIry401 tlo5�IglpUomegie ontlgopodY klOOlGoromdosbnll rib iha lova�61� ` Iwlidrp tle•.:grt &achgllMcatetl hlo gaveN Cackling ollndlvk.WN austweb and/or dwttl membersoNy. AdtAbrd lemporay ad petmareni baclrg MOW 6 otways roWmtlror slWllY aWlogevenl cdlgna iWlh posge pengrgl64ryandqoperhddnqle. For 0enerd OJtlance regartiglhe Wblk:gikx\elda0a.delNery, eloclbn antl Noting orlmaesa51-1,sue,31 sne4NlVIPII VA MCdlelb, D58.69 pIM BClI 6DIMIny Component 6e00Ped[e-1BM4. Saleh INormvxon avd:oblo tom imu Flab ImxlDlo, 218 N.loe Sllee4 Sale 312 Neear�kt VA MIA. Taupe, FL 3361D 1313 K7 15410 Oil ws-7 T 1 1313 73fa 733 Im 7-1-2 3 4;Ip = Scale-1:54.8 Ib 3x4 = Us = ox4 = 3x8 I 4x8 II 9114 = K19 LOADING(psf) 8PACING 2-0-0 CSL DEFL In (loc) Udell f/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.63 Vert LL) -0.25 9-11 >999 350 M1T20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 VerIR) -0.44 9-11 >590 240 MT18HS 2441190 BCLL 0.0 • Rep Stress Incr YES W B 11.64 Hom(TL) -0.03 8 Na We BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.35 9.11 >739 240 Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 294 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP M 30 DOT CHORD Rlgld ceiling directly applied or 4-105 oc bracing. WEBS 2x4 SP N0.3 WEBS 1Row at mldpt 3-12,4-11,4.9 SLIDER Right 2xe SP 240OF 2.0E 2-6-0 REACTIONS. (lb/slze) 12=95WO-7-10, 8=880/0-7-10, 7=62&Mechanical Max Hoa12=-368¢C 10) Max UpliRI2=-11 IWO 12), 8=-981(LC 12), 7= 284(LO 12) Max Gmv 12=959(LC 1).6=880(LC 1). 7=521(LC 18) FORCES. fib) - Max Comp.Mlax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=•468/972,2-20=-5S3M260,320=-42811273,3-21_1083/2177.4.21=988r2202, 4-22=-585/1385' 5.22-674/1360, 523=-470/605, 6-23=535/591, 6-7=443/157 BOT CHORD 1-12— 917/448, 11-12=-1826/1049, 11-24-794/595, 10-24=-794/595, 10-25- 794/595, 9.25-794/595, 8-9=-386/448, 7-8=-385/442 WEBS 2.12=-665/613, 3-12=-719/11OS, 3.11=452/581, 4.11-1424/590, 4-9-259/315, 5-9=-857/462, 5-8— 814/1720 NOTES- 1) Unbalanced root It" loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=A.2psh BCDL=3.Opsh h24fh B=150f ; L=10011; eave=110; Cat 11; Exp C; Encl., Ocpl=0.18; MW FRS (directlone) and C-C E awlor(2) oo-0lo 9-7-3. Inled0r(1) 9.7.310 I&S-10, Extedor(2) 15.9-10 to 25.4-13 zone; Cantilever left exposed: porch left wposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.eO plate grip DOL=1.60 3) Ali plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent Win any other lNe loads. 5) • This buss 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 et between the bottom chord and any other members, with 13CDL=10.Opsf. 5) Refer to gtrder(s) for thin to Imes connecliore. 7) Provide mechanical connection (byothers) of buss to bearing plate capable of withstanding 1001b uplift at jolnt(s) except 01=1b) 12=1115, 8=961. 7=284. 8)08emkigid pllchbreaks Including heck• Member and fixity model was used in the analysts and design of this truss. QWARNING-VaMx daUynyuemadarx end REAP NOTES ON 705 ANO WLIUDI —x REFERANOE PA6EY674TJT49•. faVVllV1S BEFORE USE ExxlM vdld 10 na-y with MrekO cone 1,xa lNSt Agt x rxaed oNyU porometea shown. aid Is fm on QldNduol lxAdkq component. not NN$Yw®Y� bhuaaystem. ealm0 ue.lhe txpM;np deslQdwr must verity the arxxkooRN o/de9on pags,atels osq n=! l� Ve ale 9dadeegslnto lM oveeo:I u0dn9 de9Sps aech9lgxcated Glo MOvent Weklkg of lndvWuol lnsaweb and/mchord membeaoiJy. AdflllagllBmporory slot pennOnentN.N Welk' k always regNnm., slob 1 axr bpddsvenlcoi of) pOssdepenodxltr4 SUMIeMdamaoe. kDS"9-1 X31 re9ottxrq lM k#kwtMt srorOoO. delWery. erecllon and Wadbg o(Imaes and hnmsystemi se1u1r451/IPII GuallN ddherb, D5089 mM 0C510u94bg CemOenenl T,0 ,. Fl. =1 BNd. SOreh WortneXon avoloitle from ima Role YatlNte.218 N. lee etleel, a4le 312 Alexatmb VA22314. Tampa. FL 31610 13131 03T ) 179 r INY H 26512 33t-12 '13t3 )RtO )33 362 B1D0 616a Scale -1:602 4xa = 0.00 12 P 3x4 = 3x6 = 4.8 = 34= 3.5 = 3xe II 30 = LOAOING(psf) SPACING- 2-" CST. :FL. In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Culp COL. 1.25 TC 0.66 Ved(LL) -02211-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL)-0,4211-13 >907 240 BOLL 0.0 ' Rep Stress Incr VES WE 0.94 Horz(TL) 0.05 8 Na n/a BCDL f0.0 Cotle FBC2014/TPI2007 {Matrix-M) Wlnd(LL) 0.1411-13 >999 240 Weight 200lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-9 oc puffins, except BOT CHORD 2x4 SP M 30 WEBS 2x43P No.3 DOT CHORD WEBS REACTIONS. (Iblslze) 8=1172/0-7-10, 14=1270l0.7-10 Max Horz 14�60(LC 12) Max Upllft8=a43(LC 12), 14=•792(LC 12) Max Gtav8=1276(LC 17), 14=1353(LC 17) FORCES. (Ib) - Max Comp.IMax Ten, -All forces 250 Qb) or less except when shown TOP CHORD 1.2=•545/160, 2-18=-753I5110, 3-18=-627/594, 3-19- 1877/1468, 4-19=-1797/1493, 4-5=-18M 565,5.20-1655/1332,20.21=-1655/1332,6-21=-165511332,6-7-1144/950, 7-6=-1157/1055 BOT CHORD 1-14-308/565, 13-14-1652/1669, 12.13- 1095/1315, 12-22=-1095/1315, 22.23-1095/1316, 11-23-1095/1315, 10-11-950/1144, 1024-95Wl 144, 9.24=-950/1144 WEBS 2-14=-554/934, 3-14=-1299/1084,3-13=-390/578,4-13- 5DSIW6,4-11=-633f946, &1L-•994/880, 8.11=-517/693, 8.9=•830/908, 7-9= 1272/1531 Rigid ceiling dlrectiyapplled or "-11 oc bractng. 1 Row at mldpt 7-8. 3-14. 7-9 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIU160mph (3-second gust) Vesd=124mph; TCDL=4.2psl; BCDL-3.0psf; h24ft; B-15011; L=t 0011; eave-flit; Cat. II; Exp C; Encl., GCpl-0.1e; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 9.7.3, Inledot(1) 9-7-31015.9.10, Etned0r(2)15-9.10 to 19.5-12 zone; cantilever left exposed ;GC for members and tortes 5 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water poncling. 4) Thls Truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' Thls truss has been designed fora live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0tall by2-0-0 wide will 81 between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1001b uplift al Jolnt(s) except Qtdb) 8=743. 14=792. 7) "Semi-dgld pitchbreaks Including heels' Member and fixity model was used In the analysis and design of [his truss. Q wAaN a-y rfr are pmmererom READ NOTES M TN49 AND MLUDED f4REK-ERANDE PADE4r674" n IDeT/Nr68-REUSE �� Om19'1 vdM Ip Use oNy wtlh1141 eonreclors. INstleayxlhbasedoMysxton Iwrwnelers snows, and is foson MINda1114d 9aompo-1 rot tmsxsysam. B¢IpD ssw. the bulxsM r4eU0rxv mudvsM1N the app9cnMiry to. deeps pasamaten osW pop4N Incoryorate Ih5 desl0n Into Ise overall Wldre dedg, Amgxdooted h to pevenf bssctding of k,dNo-lnssswe-1. chord members only. Addnoral lempwary ondf>3mMnBnl pach0 MiTek' k alwaysrequtotl for Eladllly mdbpevenlcdlapse with pOSIDle Persorx4 hFxv orxi porsedydars�e. Fa Daneral Ds4dasce reDarWsp Ilse 6904 Pete Eest BNd. fobrlool storage,d¢Bv¢ry.¢r¢CIIM arW baclrl9 of Insaesond irusayslems, seeAN51/INI 6UaeM CRw1409n•99aM BC51 BWIdn,9 CamponeM 9otety rftmoBon awllaNe eom 7-Nate xnBlule, 218 N. tee Street Site 31%Alaxand4m VA27314. Tnnpo, FL 33610 Soot.=1:60.2 M= 6A10 12 4 40a fiA = 4x4 = 7 aes _ 3" = 3x8 = 3x6 = Us = 3.611 3x4 = LOADING(psf) SPACING- 2-0.0 CSI. 'EFL In Qoc) Vdell I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.lf TC 0.64 Ved(LL) -0.141314 >989 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.51 Ve1" -0.3813.14 >999 240 BCLL 0.0 Rep Stress Nor VES W B 0.86 Horz(TL) 0.05 6 Ma Iva BCDL 10.0 Code FBC2014/TP12007 (Maldx-M) Wind(LL) 0.1311-13 >999 240 Weight 207 to FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-14 cc purlins, BOT CHORD 20 SP M 30 except end verdwls. WEBS 2x4 SP No.3 DOT CHORD Rigid Iling directly applied or 5.7.11 oc bracing. WEBS 1 Row at midpt 7-8, 3-14, 7-9 REACTIONS. (ID/si2e) 8=117210-7.10, 14=127010-7-10 ax MHorz 14=419(LC 12) Max UpIIit8=-755(LC 12), 14=-780(LC 12) ax MGrav8=1322(LC 17), 14=1371(LC 17) FORCES. fib) -Max. Comp./Max. Tan. -All forces 250 fib) or less except when shown. TOP CHORD 1-2— 578//34, 2-15=-7961564, 3.18=-66BI578, 3-19=-189WI454, 4-19=-181WI479, 4-rx 1680/1390, 5-20-150611235, 20.21c-1608/1235, 6.21-1508/1235. 6-7-1130/000, 74 1181/1077 BOT CHORD 1.14-294/602, 13.14=-1701/1872,12-13=-114511355, 12-22-1145(1355, 22-23-1 1 45/1365,11.23-114511355, 10-11=-930/1138, 10.24— 930/1138, 9.24-930/1138 WEBS 2.14=538M32,3.14-1276n070,343-387/574,4-13-50W618. 4.11=-518(844, 5.11-862/802, 6-11=4161501, e-9=-7881906, 7-9-125011529 NOTES- 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd-124mph; TCDI^4.2psf; BCDLL 3&Dpsf; h=24ft 8=15015 L=1001h eeVe=l lft; Cal. II; Exp C; EmL, GCpi-0.18; MW FRS (directional) and C-C Exiedor(2) 0." to 9.7-3. Intedor(1) 9.7.3 to 16.9-10. Exledor(2)15.9.10 to 17.5-12 2one; cantilever loll and right exposed ;C-C for members and forces 6 MW FRS tor reactions shown; Lumber OOL=1.60 plate grip COL=1.60 3) Provide adequate drainage to prevent water pending. 4) This nuns has been designed for a 10.0 psl bottom chord live bad nonormcurrent 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 2.03 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, upill al to nt(s) except fit=lb) 8=755, 14=700. 7)'Seml-dgld pitchbreeks Including heels' Member end fixity model was used In the analysis and design of this truss. O WMNMG-xeMyEsd2n pe,amaro»en4aGle MO1ES ONTa64NelMCWOED MIIPKFEPERANCE pA6EMIF)472mv. 16eY1a159EFDaEUSE. �� Oesl0 vrdforuso, oNY with Mlek®com,eclon Ws design a based ontyucon parameters shown, ondh f« Icl 11d11,rdlnOcomp«ont not Mhusrysrem. Before use, rM hWldhp tleslgr,er musivemy ina opplca011ry of tleslgn parameters «W «opsly Ilaem«al4 rhede4gn Yao 1 to ousted r� tlkllncdodan.$achpindkaled a to prevent buckling ollMfvldud RusweDarM/«dwrtl memb«sonlY. AdtalbmllemP«ary and Permanent pracln0 Mrrek' foblcalbm it«ageIXdelNery.e4cllan and LvaclnD ol�rr,mes�m Irvagslemc seeWl9RPIIOCw61Y GYes14 D58-09 arld BCSI OaII np Coimsas,ant ON Pn,ke Eoa BWd Sahaly Infolmeti--,*able tom Gus pMte ale institute, e Street..1.312 NexossdAa VA22114. Tssry .FL Me I I 1 SWe=n68.1 bB= 3x4= US= 4x5= 3x4 = 4x4 = 3ol= 3x8 = 34 = &S = 3x8 II ..- LOADING (Pat) SPACING- 2-010 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Verl(LL) -0,12 0-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Verl(TL) -0.30 S.9 >999 240 MT18HS 2441190 BCLL 0.0` Rep Stress lncr YES WB 1.00 HOr4(TL) 0.04 8 Ilia file SCDL 10.0 Code FBC201,VTP12007 (Maldx-M) Wind(LL) 0.1111-13 >999 240 Weight: 200 lb FT=20`1 LUMBER- BRACING - Top CHORD 2x4SPM30 TOP CHORD Structural wood sheathing directly applied or 50-10 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 20 SP N0.3 BOTCHORD IVgid ceiling direceyappBed or 6.6.2 oc bracing. WEBS 1 Row at mldpt 7.8, 3-11, 5-9, 7.9 REACTIONS. (lb(si2e) 8=1171/0-7-10.14-127107-10 Max Hom 14.478(LC 12) Max Up1918=-768(Lc 12), 14-787(LC 12) Max Gmv8=1331(LC 17), 14=1354(LC 17) - FORCES. (Ib) - Max. Comp./Mex. Ten. - All forces 25D Ob) or less except when Shown. TOP CHORD 1-2=-440/105, 2-18-1997/1443, 3-18-1865/1469, 3-19=1508/1147, 4-19=-1427/1172, 4-20=-1314/1177, 20-21=-1314/1177, 5.21=-1314/1177, E22-1064/899, 6.22=-10641899, 6.7-1064r899, 7.8— 1173/1111 BOT CHORD 1-14-272/500, 13-14=-914/865, 12.13=1790/1837, 11-12=-179011837, 11.23-899/1064, 10.23=-899/1666."o— 89B/10 64 WEBS 2.14=-1278/1384, 243=-67e/1178, 3.11=.614013, 4-11062/328, 541— 367/349, 5-9=-732/921, 7.9=4234/1459 NOTES- 1) Unbalanced tool live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu1 t=160mph (3-second gust) Vasd=124Mph{ TCDL=4.2PsC ps1; SCDL=3.Oh=24f : �1508; L=10DIC eave=l lit; Cat. II; Exp C; End., GGpI=0.18: MW FRS (directional) and C-C Exterlor(2) 0-0-0 to 9.7-3. Imerfor(1) 9-7-3 to 16-1.8, Exterior(2) 16-1.8 to 29.8-7 zone; cerdilaver left exposed ;C-C for members and forces & MWFRS for mactlons 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 psi bottom chord live toad nonconoument with any other live loads. 6) - This tows has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0ps1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD Ib uplift at (ofnl(s) except Otdb) 8=768, 14-767. 8) "Semadgld pllchbreaks including heels" Member and libty model was used in the analyses and design of this puss. Q WARNWG-Y4Nry de4gnp r,erse,WRE40NOras ON 1NLSINe WLLUOFa MrrERREFE",vcs vain-4TJrev. laDLPa15 REil USE ��, peslgss do b,sse.dZ,mtNtelt®ca»ecias. Atatlnd�bDoiedoNyu{ronl anetensMvns, ontllsfa on hdMOud WltlYg cromnonenl,rot 1`� DUAal,q tleslp Vo�nlntlkoledho geveN DucWYg of YtdvlO.xiD lm�sswefDa tl/o,dmtlimemben aN�y.�WPdtlll dtem(wmry and per�manen��i bacln9 M hclvroys,equhetl br doG'IINaWto prevent concp:ae w@,nos 2lo personal M.+y-1--v dcm . For Oen—purr m.r ,xdln, lho ,Y'ITek- k4vDatbn.sto,c0e.d¢Ilv¢ry, erec4onond Gacep oflmResatd tmsssMems 3e AN51/NI16WIry CMerb,DSe-69mdKSI8uMM9C1rxP nl 6201 P,,M East Md. -5ao1y Infosmd8on avodmte trait foss Pole InsBf rle, 218 N. lee Sheet Sui a 312 Noxondao. VA27314. Tonga, FL 33610 .1313 0$10 "'AlSr-10 34-t•t2 t1-313 8414 1 a4-N 732 ] rd2 44 _ Scorns'' 1.61.0 3.4= 44= 3z4 = 4M= aB= so= a = _ 4= axe 11 LOADINGtl SPACING- 204 C81 DEFL In Qoc) Wait Ud PLATES GRIP TGLL 20.0 Plate Gnp DOL 1.25 TC 0.69 Ved(LL) -0.10 9-11 '999 WO MT20 244/Is0 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Verl(TL) -0.2911.13 >9919 240 BCLL 010 ' Rep Stress Inor YES WB 0.81 Horz(TL) 0.04 8 Na Na BCDL 10.0 Code FBC2014/fP12007 "Wix-M) Wind(LL) 0.1111_13 >999 240 Weight. 209lb FT=2D% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing dired"loplled or4.10.10 oc purllns, SOT CHORD 2x4 SP M 30 except andvanlcels. WEBS 2x4 SP NO.3 DOT CHORD Rlgid telling directly applied or 5-5-11 od bracing. WEBS 1 Row at midpt 7-8, 2-13, 3-11, a-11, 6-9. 7-9 REACTIONS. (Ib/size) 8=117110-7-10,14=1271/0.7.10 ax MH=14=538(LC 12) Max UpllltB= 783(LC 12),14=-751(LC 12) Max Grav8=1357(LC 17), 14=1364(LC 17) FORCES. gb) - Max. CompJMax- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-514/127, 2.18=-2007/1404, 348= IB58r1424, 3-4=-1385/t017, 4-5=-1292I1047, 5-19=119511082, 19-20-119511082, 8.20-119511082, 6-21-879/755, 7.21-879/755, 7.8=-121511146 BOT CHORD 1.14=-3431593, 13-14=1022f778, 12-13= 1811/1858, 11-12-1811/1 Of%, 10-11= 755M79, 9-10=-7561879 WEBS 2-14-1303fl452,2-13=-834/1081, 3-13_-OY283,3.11=-7651840, 5-11=-1 f280. 0-11=-520/503, 6-9=-789/977,7-9=1180/1382 NOTES- 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7.10; Vult=180mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL--10ps%h=24tl; B=150h: L=1008; eave=11it; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (dlracllonal) and C-C Extedor(2) 0.0.0 to 9.8-10, Interi0r(1) 9-8-10 to 18-1-8, Exterbr(2) 18-1-8 to 31.8.7 zone; cantilever left exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 3) Provitle ad equate drainage to prevent water pontling. 4) This lmss has been designed for a 10.0 pat bottom chord live load nonconcufrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on tree bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will III belwean the bottom chard and any other members, with BCD L= 10.Opsf. 6) Provide mechanics] connection (by others) of truss 10 bearing plate capable of wlthslandng 100 lb uplift at )olnt(s) except 01=lb) 8=783, 14=751. 7)'SemFrigld ptchbreaks Including heoW Member and fixity model was used In the analysis and design of this truss. Q WARNWa-V,,*d.V. pmammtM✓MREAO NOM ON MS MD INCLNOEO tlREK REFERANCE PAGEMLL)4TJ.1.. 1fW 6BEFORE eaa. -•Y�• 0exOn vdMl for ute orYy wtlh MRekacorareclors.lhk deign kbOS 1c,.1 upon potameleRdxwm, Ondkloron n0lNdud bu�tlb0 comoonenL non ■.®Y® ituss tl dem. Befole ub.IM Gpldirp tledprer must ve0ry Ina rnnllcatAlry of daslOn nolamatert aW goparly NCoryIXore Ink dOSkMIMo Ins ovnoll b14Nrg deign. acchg lnrxcoted kto gevenl buckllMt orlMMdurd liusswal, m,d/or chord memborsoNY� AdDflloralWmpgory aM permOnenl txackp MiTek- ktlwapregAtedforskthllltyoWbgevanlcollopwtWlhPessduF+aiwrwl npey antl gopeM dnmOge. fat Oelwrd OlddOnCe re0uWglha bbk:alkx1 siwage, datNery, erecllon mx1 teadlq of tnlses antl tn� systemt seeAN3lJiPl1 Budllty CNxl0, OSe-49 mid BC41 WIIOwg Camponenl 6909 Pads E.. Md. Sdtcly IMmma9al wdbGe emn Lim pale 1ndIMe. 11tl N.lea Sheol, etllo J12 Neratdd¢ VA2RJ14. T¢rrpe, FL 33610 I 4xa = 3M = US = SYa14= 1,69,3 6 2122 7 a a = axe = 3x6 3.4 = am = 3.6 = LOADINGVQ SPACING- 20-0 CSIL DEFL In (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.79 Vert(L-) -0.24 12-14 >999 36D MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 V rtffL) .0.4912-14 >769 240 BCLL GO ' Rep Stress Inor YES WB 0.83 Hor2(rL) 0.05 9 n/a We BCDL 10.0 Code FBC20141fP12007 (Matrix-M) Wlnd(LL) 0.1212.14 >999 240 Weight: 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.0-14 oc purlins, except BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS. (Ib/s@e) 9=117210.7-10, 15=127010-7-10 Max Horz15=597(LC 12) Max Upll89=-803(LC 12). 16=-732(LC 12) Max Gravg=1421(1-0 17X 15=1433(LC 17) FORCES. (Ib) - Max CompJM". Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=482f76, 2-19=-685/434, 319- 575/445, 320--2024/1342, 4-20=-196511345, 4-5=-1911/1358, 5-6-128W54, 6-21-1120M62,.21.22=-1120/962, 7-22-1120W2, 7.5=-744/633,6.9_ 1281/1186 BOTCHORD 1-15-195/5f01 14.15-1884/2018, 1314— 151W/617, 1323=-1516/1847, 2324=-151611647,12-24=-1516/1647, 11-12= 8331744,11-25-633f744,10-26— 6331744 WEBS 2-15=514/776, 315=-1527/1099, 314=-249/466, 6.14=310/510, 6-12= �82/818, 8-12=33/253, 7-1Z--619!/06, 7-10;-928110p, 8.10=.1,179/1384 end verticals. Rigid calling dlrectlyapplled or 54.4 oc bracing. 1 Row at midpt 8.9. 3.15, 5.12, 7.12, 7.10, 8.10 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3second gust) Vasd=124mph; TCDL=4.2pslt BCDL=3.Opsl; h=241b 8=1501t; L=100tt; eava=l lit; Cat. II; Exp C; End, GCpi=0.1 S; MWFRS (directional) and C-C Fxlerlor(2) 0-0-0l0 9-7-3, Intedor(1) 9-7-3 to 20.1-8, Exrerlor(2) 20-1-8 to 33-0-0 zone; cantliever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp COL=1.00 3) Provide adequate drainage to prevent water pending. 4) !his truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent wish any other live loads. 5)' This truss has been designed for alive load of 20.0ps1 on the bottom chord In all areas where a rectangle 36-0 tall by 2-0-0 wide will ,it between the bottom chord and any other members, win BCDL = 10.Opsl. 6) Provide mechanical connecllon (by others) of truss to bearing plate capable of withstanding 1001b uplift at Jolnt(s) except gt=lb) 9-603, 15=732. 7)'Semi-dgld pilchbreaks Including heals' Member and fixity model was used in the analysis and design of this truss. A WAafIwD -VoHry tlaxlan prnrrrolarx mW BEAD NO7ES ON 1r113 AND INCLUDEDYII eK aEPPAANCE PAGE M141Q3 mv.1 M1DYIa16 BE£OKE UBE Design Wki fa toe only with MlleY®connectors. Rtls tle50nE txxetl aYytlpon lxnometers shovm.antl xfa mYstlMWal twOtlingcompma�t.mf tles'On @acNUlntlk;obl tl Prn�eni buCktlrp Ol lndlukAiN lsweb ew,tl/o crrwrtl membeA or�J�v aasYonm�ammporary b.Ddngmitl l'sem,oenenlltracl,. a always reoU:ee ror stadYN end to lvevemcwwpse unto possde pe,sonal wV,uy awl aePedrdarmage. ragenera giklvsce,egwMp nix MiTeW hxxk:albnslw,r4e. deMery. wectton w,tl Watln0 of Yuseswtd rtussystems. seeAN51/RII 4YWdky aa.da, D58-Y9arM Be5l auYtleg eempeneN 6904 PG.. East BN4. W.ty IMama9am ovaxable from I — Hate xssO ,218 N.lee S sot, Suite 312. Alemnd,W VA22314. Tmrpm,FL 3361D 6' - rWIFI 1'. LOADING(psQ I SPACING- 2-" CSI. DEFL to (loc)- Well Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.86 Ved(LL) Na - Na 999 MT20 2441190 TOOL 7.0 Lumber DOL 1.26 BC o.a2 Ved(TL) Na - Ne 999 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 6 Na Na BCDL 10.0 Code FBC2014/rP12007 (Matrix) Welghl: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3'Except' 34: 2x4 SP M 3D BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (IWslze) 1-109/6-7-10, 6-180/&3.10, 2=36216-3-10 Max Horz 1=50(LC 12) Max Upllitl=-109(LO 17), 6=-I OS(LC 12), 2=-261(LO 12) Max Gmv1=109(LC 12), 6=180(LC 1), 2=363(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 260 (lb) or less except When shown. TOP CHORD 14- 290/91, 23-232/543, 3.4=-178/448, 5-6=-160/409, 4-5=-125/412 SOT CHORD 2-5=448/178 BRACING- TOPCHORD Structural mod sheathing directly applied or 6.0.0 oc pudlns, except end verticals. BOT CHORD Rigid telling directly applied or 8.3-8 oc bracing. NOTES- 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2ps1; BCDL=3.Opsh h=241h 8=15011; L=1008; eave=2 t; Cat. 11; Exp C; End., GCpl=0.18; MWFRS (directional) and C-C Comer(3) zoni for members and forces & MWFRS for reactions shown; Lumber DOL=1.80 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 lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate dralnage to prevent water pending. 5) Gable requires continuous botom chord bearing. 6) ' We studs spaced at 6.O.0 M. 7) This truss has been designed tar a 10.0 psi bottom chord live load nonconcunent with my other live loads. 8) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-" tall by 2-0.0 wide will lit between the bottom chord and any other members. 9)Bearing at Jolnt(s) 6 considers parallel to grain value using ANSVfPI l angle to grain formula. Building designer should verify capacity of bearing audace. 10) Provide mechanical connection (by otters) of truss to bearing plate capable of withstanding 100 lb tplill at Jolnl(s) except fltdb)1=109, 6=108, 2261. 11)lgitl 'Sami-rplichbreaks Including heels' Member end Why model was used In the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified bullding designer. Q WANNINO--1), da4SepenmMmemINEAO 1OTES0N7N1sAN WW MNEraEFENANGE PAGEMUr4T— maYNrS BEFORE USE • Dasfdnvmcl for use anNv.4P, MIIeItlDcronnecbn. M3deL011bOs I"vpOn 4. pRon,eteaelwwn. ontll5 fa mhdlvxami blkNr0 cmmporent.not p■ bMdnodmion fx=r,, ndkdllodhbdprevent WCNArpolndl� Imav 1md/achatlmembe�swo 1 MldYo�ndlemxporary aKlpeirnonenVe '.. ae dnlea4ed« GNIIrGndtoPre�eM�9x�awlnP open x w�dpop«NdGmG,e.wrG9r widen 'e c;nglhe M7ek' b1xlCOlbn 0om0o,delivery.ere.ctlon an0 fxeexx)ot lnlse4 orW OW syFlem4 seeMIWMI 0.0h, CMerI.. DS"9 and aCSI SGddl.9 Component 6904 Perte EoM and. smeN Int—ft-o gcAxe Dom Truss Plete awdtule. 218 N.lae street. sdla]12.AlexalWa VA22314. Tenpa.FL=10 Srste:W.1' 4x4 3x4 II e 7 3x4 = 13 12 11 10 9 a W II axe = 24 11 23 II exd = LOADING (psi) SPACING- 2- IL DEFL in (loc) Udell Lld PLATES GRIP TCLL 20.0 Plate CAP DOL 1.25 TC 0.24 Ved(LI.) Na - n(a 999 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.14 Vert(TL) Na rJa 999 SCLL 0.0' Rap Stress lna NO WB 0.15 Hoa(TL) 0.00 14 Na Ma BCDL 10.0 Code FBC2014/IP12007 WRIX) Weight 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD ShWural wood sheathing directly applied a6000o Pudlns, except BOT CHORD 2x4 SP M 30 and—11cals. WEBS 2x4 SP No.3'ExcepC BOT CHORD Rigid ceiling directly applied or 6-0.0 cc bradrg. 7-14: 20 SP M 30 REACTIONS. All bearings 17-9-11. (Ib)- Max Horz 1=110(LC 12) Max Uplift All uplift 10 lb or less al joinl(s) 1, 2, 9, 8 except 13- 205(LC 12),10— 163(LC 12),12=-302(LC 8) Max Grav All reac0ons 250 m or less at)olnt(s)1, 2, 9, 8 except 13=319(LC 1),10dfn (LC 1),12=477(LC 1) FORCES. (lb) - Me". CompJMax. Ten. - All forces 250 (Ib) or less exoepl When shown. TOP CHORD 1-2=.259/54 WEBS 3-13=-223/409, 5.10=-225/328, 4.12= 35af490 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3—cond gust) Vasd=124mph: TCDL=4.2psf; BCDL=3.Opst-, h=2411: B=150t1; L=10011; eave=211; Cal. II; Exp C; Encl.. OCp60.18; MW FRS (directional) and C-C Comer(3) 0-3-15 to 11-7-2. Eldedor(2) 11.7.2 to 1 "-0, Comer(3)1"-0 to 17.7-15 zone;PC for members and forces 3 MW FRS for reactions shown; Lumber DOL=1.60 plate gip DOL=1.60 2) Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSVrPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom shod bearing. 5) Gable studs spaced at 2.0.0 tic. 6) This truss has been designed for a 10.0 Pat bottom chord five load noncancum ml with arty other live loads. 7) - This buss has been designed for a live load of 20ApM on the bottom chord in all areas where a rectangle 3." tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Bearing al Joint(s) 14.8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity, capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstan0ing 100 lb uplift at )olnl(s) 1, 2, 9, 8 except Qtdb)13=205, 10=163, 12=302. 10) °Sammgid pitchbreaks Including heels' Member end Wily model was used in the analysis and design of this buss. 11) See Standard Industry Piggyback Truss Connection Delall for Connection to base buss as applicable, or consort qualified building designer. O WApNWG-VeNy declenparamaren endREAO NO]ea ON THl3 ANOfNLLUe£aMlrEK pEFEIiANLEVAGEN61/JJ/w. /eNYMrSpEFORE aSE �� lbslpl wallPause oNy v4tls Milekecorx,eCfon.7Nstlasl0n kbasetl oNYupon pUomelershers.,d Is forly G1dNtluN busdlfp COmpanent not hIlussayslem. eetose see. Ire Wldl,xl deslpner mull vedN tl»opplooDYllvolde9enl>a' -. gopo. Addi wsale Gsk deslpnd tna ovelo9 ulstlRg design. aacsg l�letlkbpewnt bueglrq of YldMtlWllnmwebcrcl/oicfKKE membenoNY. PGdllotsd lemporIXY mtl Parmasenl McinO MiTek' aalwwrreatedrw alabEayersdtoPrevenfcosoPse w1lN possble Personal blury aMPr PeM d�ncye. Fa ennerW p4ldance re9trtlln9lho s9s4 PaiFe Ensi BNtl. fohtoaoN staa9e.delivery, eseC1{on and hraeln0 of imssesarsd lnrxtsyslemeseeANSIMI Qs r1l,ddledq D5a29 and lC5l hll®n9Cenx+onenr T. FL 336r0 soNry INamalbn wtlkde berm inn Rate InstiMe. 218 N. lee SlreaL3Nte 312 NexaM,b. VA2231A. ]449) PBC $cal.+ 131.5 05 - 12 11 10 e 8 2x3 li 3xe = 2x3 fi W 11 3x4 = LOADING (pelf SPACING- 2.0.0 CSI. DEFI- In (nod) Well Utl PLATES GRIP TOLL 20.0 Plate Grip DIJL 1.25 TO028 Ved(LL) Na - Na 999 MT211 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Ved(TL) nfa rda 099 BOLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 13 rVa n1a BCDL 10.0 Code FBC20141TP12007 (Maud) Weighl: 621b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pUrlins, except SOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30'Except' BOTCHORD Rigid ceiling direcllyappfied or 6.0.0 oc bracing. 6.9: 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. All beadngs 17-9-11. (Ib)- Max Horzl=173(LC 12) Max uplift All uplift 100Ito or less atjolnt(s) 8, 9 except 11_ 221(LC 17), 10= 248(LC 8), 12= 295(LC 12). 2- 351(LC 12) Max Grav All reactions 250Ib or lees at joint(s) 8, 9 except 1=259(1.0 12). 10=395(LC 1). 127137(LC 1), 2=443(LC 17) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-572/173 WEBS 6-10=290/375,4-12-3151535 NOTES- 1) Wind: ASCE 7.10; Vult=160mDh (3-sec0nd gust) Vasil=124mph; TCDL=4.2psb =3. BCDL0psf; h=24h; 8=1508; L=1001t; eave=2lt; Cat. II; Exp C; Encl., GCpl=0.16; MWFRS (directional) and C-C Comer(3) 0.3.15 to 13-7-2. Extedor(2) 13.7-2 to 17-7-16 zone;C-C far members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate gdp DOL_1.60 2) Tmss elestgned for wind loads In the plane of the Wes only. For studs exposed to wind (normal (0 the face), see Standard industry Gable End Details as applicable, or consult qualified building designer as per ANSVrPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0.0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem Wllh any other five loads. 7) - 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 tell by 2-0.0 wide WIII ,it between the bottom chord and any other members. 8) Beadrg at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer shoUd verify capacity of bearing surface. 9) Provide mechanical connection (by others) of trues to beating plate capable of withstanding 100lb uplift at joint(s) 8, 9 except Ot=Ib) 1=221, 10=248, 12=295, 2=351. 10)'Seml-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. AWAIWtlIo-Ysgy4etlgn panar,rtrtmMNEAa NO7EB ON 1N19 ANO bycIUDED fMEKNEFE/lANCE/AOENS)4TJnv. IOAiQ015 aEFONE USE nesl0n valid for use oMY v481 MIIaLW corvfecbn. iHs deslgfhbasetl Wsly whpotamel.rsshoun. mdhforan lnrYNdsnl b4clW compor»nL r»I huss system. Berge use. tl»Welk ll�dea9nen muA vanN O»4%Wcaaer oraesl(1s1=01amelen aM aop.rN llscoenrob UW oeslplNon»ovar1 p����� O awregm°nred®or tsOGlNarstl1edi aventc lNc�ps�elv�4Boifpo�ss1 sorpilnoMrpopenvdaeOU.pei ra e�dsnr- r�epmil»anonla�lnn I1rIITQ,W fadbatlors. starcge.de-Merectbn and br-tro or M-S and Must 1st- s NSNIPII CU.Illy crew DSa-89 and scu euBmn9 Ca rmnt 6904 Parke Eml Btd. ", INermmlwr a WW, to Buss Pbb MitlNle.216 N. lea Sneer, Sulte 312 P1-Wft VA22314. Ta .FL 3=0 S17.6 1]6-0 178-11 I Sit-IB I 118-1 031 3 We' 1:31.5 5.6 = ;RnH 4x5 = 11 10 9 30 . 7 2x3 6 2xe ll 30 = 3.= LOADING (psQ SPACING- CSI. DEFL. In goc) Udell Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.33 Ved(LL) rue - We 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Ven(TL) Na - n/a 999 BCLL 0.0 • Rep Stress lncr NO WB 0.10 Horz(TL) 0.01 12 n/a lVa BCDL 11).0 Code FBC2014AP(2007 (Matrix) Weight 721b FT=2D% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing direct"pplled or &" w purlins, except BOT CHORD 20 SP M 31) end verlicals. Except: WEBS 2x4 SP M 30 1 Row at mIdpt 6.8 OTHERS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6.0-0 cc bracing. REACTIONS. All bearings 17-9-11. (Ib)- Max Hom 1=173(LC 12) Max Uplift All uplift 100 Ito or less at Joint(s) except 1=-255(LC M. 9=313(LC 8), 11=-259(LC 12), 2a376(LC 12), 7�- 106(LC 8) Max Grav All reactions 250lb or less at Jolnt(s) e, 7 except 1=271(LC 12), 9=166(LC 1). 11=424(LC 17), 2=494(LC 17) FORCE& (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-661/179 WEBS 6-9=-35W478,3-11=-292J610 NOTES- 1) Wind: ASCE 7-10 Vult=160mph (3-second gust) Vasd=124mph; TCDLd.2pst. BCL- D3.0ps1; h--2411; 50i B=11; L-1001C eave=2fl; Cal. 11; Exp C; Encl., GCp1=0.18; MW FRS (diredlonal) and C-C Comer(3) 03-15 to 15-7-2, Exlenor(2)15.7-2 to 17-7-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind toads In the plane of the truss only. For studs exposed to wind (normal to the face). an Standard Industry Gable End Details as applicable, or consult qualified bulking designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requlre9 continuous hohom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 7)' This truss has been designed for a live load of 20.0ps1 on me bollard chord In all elects where a rectangle 3-6-0 tell by 2-PO wide will fit Carman the bottom chord and any other members. 8) Bearing at jolnt(s) 12.7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wilhslanding 255 lb uplift at Joint 1, 313 lb uplift at Joint 9, 259 lb uplift at Joint 11, 376 lb uplift at Joint 2 and 106 It, uplift at Joint 7. 10) aSemi-rigid plichbreaks Including heels' Member end gldty model was wed In the analysis and design of ins truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical puriin representation does not depict the size or the ortentation of the pudln along the top and/or bottom chord. Q WAXNMa•VedlyaeHefl peramasen erW flFAO NO]Ea ONTNK AND pICLUDED NnEKFEFEAANCEVdGENL74YJrev. 12E140159EFONE rIeE u��• Oedbn voptl for useoNyultn Nelek®cwlneCIo lhtsdexgn htme ycbxunwlpgranelersslro ontla(wan MlNduol W6ding composwnL notrun pa•��rq dhpdeslgn, aochglntl olatl4to prevanl blcYMO oItrgNN ItusN efban0/pchwd mambwsoNy.lYA lompw 9monenl ldadnp E Mvoys seQlied for dudllryondbgevenlooAapsewOhposshleWsanril htuy w,drgogxN dwnage. Fw genefd g�tdmr'o,ngonxrsg Ina WOW fabbaaon donxlo.deXvery. erecxon and Gackq ofhmesand trusssyalems seeAN41/IPII OuaYIy CRaslo, D99-99 and eCSI BUIkBngComponent 6e0�. P.-Ean aNtl. sarery blmmoxon wdbde Irani a15s Hale hs11Me. RID N.lae Slreel, adb 312 Plexw3la VARR314. Toaae. FL 33610 BSS 1301b I 190e I 257-13 I 32.1-1a I 39-9-12 � � 64SS 6G9 611.1 &)-13 661 6.7-13 3xd = 6s = 3x6 = 3x4 = 46= am 02 17 16 27 29 75 29 14 13 so 12 of 11 30 = I>A _ 3xB = 30 = 4. = ( ant If 6xe 11 3.6 = ' 3cele = 1:75.6 LOADING(psf) SPACING- 2.0-0 CSL DEFL in (loc) Vdell Ld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 IIII` TO 0.90 Vert(LL) -0.40 15.17 >999 360 MT20 2441190 TCOL 7.0 Lumbar DOL 1.25 BC 0.67 Ved(TL)-0.8515-17 >546 240 BCLL 0.0 ' Rep Stress Ina YES W B 0.96 Hoa(TL) 0.06 11 n/a rVa BCDL 10.0 Code FBO2014/rP12007 (Matrix-M) Wlnd(LL) 0.2315.17 >999 240 Weight 268It, Fir =20% LUMBER- BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 35-12 oc pudins, except BOT CHORD 2x4 SP M 30 and vedirals. ' WEBS 2x4 SP No.3 BOTCHORD Rigid casing directly applied W4.7.1500 bracing. SLIDER Left 2x6 SP No.2 2-6.0 WEBS 1 Row at midpt 5-15, 7-15, 7-13, 9-13, 9-12,10.12 2 Rows at 1/3 pis 10.11 REACTIONS. (Ib/slze) l l=143li Mechargcal,1=1431/Mechanical Max Hom 1=563(LC 12) Max Uplift11=.943(LC 12), 1- 789(LC 12) Max Orav 11=1704(LC 17), 1=1877(LC 17) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2---492M27, 2-22=-2821/1871, 3.22=-2744/1888, 3-23- 269611 a58, 4-23=-2647/1859, - 4.6=.2626/1872,"-1954/1440,0-24=-1717/1390,7.24=-1717/1390,7-8o-1496fll85, 6.25=-1486/1185, 9.25=•1498/1185, 9-26-947R43, 10-26=-947l743, 10-11-1577/1335 BOT CHORD 1-17=-2298/2600,16-17-19232207,16.27- 19232207, 27-28-19232207, 15.28- 1923(2207,15-29=-1185/1496,14-29=-1185/1496,13.14-11891496, 13.30- 743/947,12-30-743/947 WEBS 3-17-239/479, 6.17- 3871520, 5-15-= 764/825, 8.15= 268/650, 7-16- 377/406, 7-13-648R19, 9-13=61411012, 9.12- 1167/1186, 10.12-135611729 NOTES- 1) Unbalanced roor Ilve loads nave been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL-/.2pst,, BCDI=3.Opsf1 h=2411; 8=150fl; L=f 0011; eave=11It; Cal. II; Exp Q End., GCpI_-0.18: MW FRS (directional and C-C &l d t(2) 0.0.0 to 9-7-3. Intenor(1) 9.7.3 to 19-0-0. Elnedor(2)1940 to 32-6-15 zone; cantilever left and right exposed ;C-C for members and forces 3 MIN FRS for reactions shown; Lumber DOL=1.60 plate gdp OOL=1.60 3) Provide adequate drainage to prevent water pond,ng. 4) This Was has been designed for a 10.0 psi bottom chord live load nonconcurtent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsi on the boltom chord In all areas where a rectangle 3.6.0 tail by 200 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) R9ler to girder($) for buss to anin conlieckons. 7) Provide mechanical connection (by others) of Inns to bearing plate capable of withstanding 100 ID uplift at)olnl(s) except Otdb) 11=943. 1=789, e)'Semi-rigid pitchbreaks including heeW Member end kitty model was used In the analysis and design of this truss. Q W4RNald-warM4aalanp4rcmenm m46EAp Ntl)E$pN)MS4e0 rNGLlleaa blrlax aEFEH4NCE PddaWF71Tl raw. IOe3ZD156EFONEUSE. �■�' Ooa9n vdWla use oNywnn MlreLW camecb2 A.60eslena bored oNyupon paanela5 srgwn,mtlefa an eirneaud bu6tlh9 comiwnenL rot f�•gYFq pSuss tplem. setae use. the bWlmmi desl9rier man venNlne oallcabolryoldesgn poranetars rnd propalyhcapaale rNs deson Ina Ina ove�on ddligde50n wn�n0lwbmedl:rop�erenid,cNlrxlorintlM�ialmaweborid/aenactmamx Nr. atrnliawllemporon•aidPesmanenlh«:InO MiTek' tcdwayF rewlrealoi stmulry and aaevemconap:awlln passLile persa,nl lrluyaltl properly uznaae. ra oerserre oswmceieoaao ri» fOlxkalfoR ataWn.delNery.erecllon mtl baclrxj ollnmesmdlnissyslemsaae1W51/IWI Ouagly CraMa, 05e-e9 an48C51 WIkAng Component 6eW P.A. Eos1aW. eatery INamatlon awPaHe gam1�Nate Inslilule.218 N.lee $beet.W 312 ADexarrHn VA22314. inapn,�FL 33610 ID:04R7 Scale a V31.6 zxa it 3.411 4 6 6 E A IR 11 d d6= 10 e a 7 ass g 34 = W II 314 = LOADING:9 Sgi"p DOL 1.25 l. 9.37 'VeErtF(LL.L) n (c) pdeUPLATES GRIP TCLL 0 P999 MT20 2d90 TCDL 7.0 Lumber BC 21. -- NNa 999 BOLL 0.0 ' Rep Stress loon NO W B 0.24 Hoa(TL) 0.00 11 Na Na BCDL 10.0 Code FBC2014/rP12007 (Mama) Weight 06lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 60.0 oc pudins, except BUT CHORD 20 SP M 30 end vadicals. WEBS 2x4 SP No BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS, Allbearings .17-9-11. gb) - Max Hom 1=228(L0 12) Max Uplift All uplift 100 lb or less at joint(s) except 1= 227(LC 17). 2=-316(LC 12), 8- 288(LC 12),10=-312(LC 12). 7= 114(LC 8) Max Gram All reactions 250 to or less at Jolnt(s) 7 except 1.254(LC 12), 2=452(LC 17), 8-473(LC 1). 10=469(LC 17) FORCES. (lb) - Max. CompdMsx. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2_-757/200, 2-3--349/82 WEBS 6.8=-347/492, 3.10=-352=41 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wlnd: ASCE 7.10; Vult=160mph (3-second gush) Vasd=124mph; TCDL=4.2W. BCDL=3.Cpsl; h=241C B=150fg L=1001h eave=211; Cat. 11; Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Comer(3) z wC-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 (norms! to the face), see Standard Industry Gable End 0 tells as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequato drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable suds spaced at 64)0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonooncurrent with any other live loads. 8)' This truss has been designed for a Ike 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 arty other members. 9) Bearing al)o1m(s)11, 7considers parallel to grain value using ANSVIPI 1 angle to gralnlorn is. Bulldng designer should vedty capacity of bearing surface. 10) Provide mechanical connedlon (by others) of truss to bearing plate capable of withstanding 227 to uplift at Joint 1, 3161b uplift at joint 2 .288 1b uplift at joint 8, 312 lb uplift al joint 10 and 114lb uplift at joint 7. 11) "Semi-Hgid pitchbreaks Including heels' Member end folly, model was used in the analysis and design of this Truss. 12) See Standard Industry Piggyback Truss Connection Dated for Connection to base foss as applicable, or consult qualified building designer. AW4RNM6-VeNyy4,slgnprm,rareaWREApNOTESONTNSANpMCLU6EOM EKRFFERANCEp4aE4 FI4TJm.1"Mr5eEFOREUSE �� D0sign void rot use only v.4ln MIWW conned lhadesion a Oared only upon OosOmelers shown. and b fOr On hldlvk91ol buldnn component not bu'JdrylCMska&ocNpl Coledoprevenl mucNpnp ollnOMWal auswwchatlrtrembewYy Atldhculaiol lemnporary mdhpermareMbrachl0 c,fJdNslequl,sd for skip!ilyantlbpreventcdlgrewBhpossL�e pemahOl lryuryaW propeM tltanape. FOr menci[x ay.00nm �esprtlxg the MiTek' (O OIbn slora3a Ac —Y..Or 110, old b,atlhq Of rmsasaM In¢t systems. ceeAN61/iPll OuaOy Qiteda, WB-99 and BCV B,I!dmt C,mpo 1 6904 Pone East BM4. solely Inlorma6wn avdlOMe from Inas Rate x4BMa. 21s N. Lea street, a4te 312 N ,x,rda . VA 22314. Terry,, FL 35610 6W9=131.2 &a = era It 3.4 II a 4 5 12 6 ' I ppppp" pwr �a n US 10 e 8 7 2.a II 3.6= 2.311 aut= LOADING(psf) SPACING- 2-0.0 CSI. 'EFL. In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Or DOL 1.25 TO 0.33 Vad(IJa 'a - n/a g9g MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.16 Ven(TL) We - roa 999 BCLL 0.0 ` Rep Stress In" NO WB 0.17 Hoa(TL) 0.00 11 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Malrlx) Welghl: 631b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied a 6.0.0 cc pudins, except SOT CHORD 2x4 SP M 30 end Vericel& WEBS 2.4 SP No. 3 BOT CHORD Rigid calling directlyapplied or 1000 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. AI bearings 17.9.11. fib) - Max Horz 1=169(LC 12) Max Uplift All uplift 1001b or less al jDint(s) except 1=-263(LC 17), 2=378(LC 121, 8,306(LC 8), 10=-258(LC 12), 7=111(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7 except 1--268(LC 12), 2=519(LC 17), 8=495(LC 22), 10=395(LC 17) FORCE& (ID) - Max. CompJMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1.2=.656r181 WEBS 5-8=368/481, 3-10=278/584 NOTES- 1) Unbalanced rod live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psh BCDL=3ApsC h�411; B-1501q L=1001C eave=20; Cat. 11; Exp C; Enct, GCpl-0.18; MW FRS (directional) and C-C Comer(3) 0-3-16 to 15-7-2, Eoedor(2)16-7-2 to 17.7-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Truss deslgned for wind loads in the plane of the truss ony. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consul) qualifted bulkling designer as per ANSVTPI 1, 4) Provide adequme drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 cc. 7) This truss has been designed for a 10.0 put bottom chord live load nonooncurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at)olnl(s)11, 7 considers parallel to grain value using ANSVTPI I angle to gralnformula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 1, 3781b uplift at Joint 2 , 3061b uplift at joint 8, 2581b uplift at joint 10 and 111 to up8fl at Joint 7. 11) `Semi -rigid pitchbreeks Including heels' Member and Mary model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connecdon Detail for Connection to base truss as applicable, or consult qualified building dsslfine, AWARNWe•VeMy 4etlgnpanneiwx arMaEAO NOTES ONTNN AND BVC,.UDED efTEKaEFERANCE PADE4rR70TJ rcV. rW9Yl0IEBEFONE USE Iirmnsyalem.8efora NseWilpMCUUl==mlusiv Nthe appllcaoo iry a� ciu g arome,ers and uoperW lr�mmerofe pelts dd nlnlo�tl�eN- ,dI t ixnalrlg desp,. aowro l�lloolP klol�rewml OucNtlng dlndlNdxv llViswobantl/orUwrd mameersoNv. Adaiamal,em❑oraryondpemtonent aa;hp Wek' folulcoaawolbs jsrarWee, delfvM. Nanedlonaidb MlnaDp,dewnllshepos5xxe persOn0194+Yaq poDed9d22omC<KNler. l0ro, Dd SB-89 oodrMp,4BCqu81 weueiling Cng thewN Eeaw.. MoradvleW.1,10am ovdimol.1,cn lium2. Ale..x0. VA 314. T-0..R. 33610 ihSIIkl 3iA- 2411 6.oD 12 3 4 Pr• 24 11 5 12 4x4 = t0 a B A3 II 34= 24 II Ylate UlleelS lx.Tl- 12.LLt-12 V-WI IO'U+J•U WL•UI LOADING Lost) SPACING- 2.0.0 CSI. DEFL. In (too) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Ven(LL) Na - h/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(TL) rva - n/a 999 BOLL . 0.0 ' Rep Stress [nor NO W B 0.14 H-JI-) 0.00 11 rVa Na BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 5811, FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.$ -Except- TOP CHORD Structural wood sheathing directly applied or6-0-00o Purim, except 3-6: 2x4 SP M 30 end Vonicals. 80T CHORD 2x4 SP M 30 - BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No'3 OTHERS 20 SP No.3 REACTIONS. Al bearings 17.9-11 fro)- Malt Horz1=110(LC 12) Max Uplift All uplift 1001b or less at joint(S) except 1-175(LC 17). 2=-304(LC 12), 8- 297(LC 8), 10=-251(LC 12), 7=-118(LC 12) Max OraV All reactions 250lb or less at joint(s) 1, 7 except 2=423(LC 17), 8=489(LC 22). )0-39111) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 gb) or less except when shown. TOP CHORD 1-2- 431/125 WEBS 5.8=-360(456,4.10=-279/466 NOTES- ') Unbalanced roof Ike loads have been considered for ]his design. 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150tC L=10Uf1; eav"I; Cat. If: Exp C; End', GCpi=0.18; MW FRS (directional) and C-C Corri 0-3-15 to 13-7-2. Extedor(2)13.7-2 to 17-7-16 atne;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 3) Tm86 deel9rled for wind loads In the plane of the buss only. For studs exposed to wind (normal to the lace), ase Standard Industry Gable End Delete as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide ad equate, drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6.0-0 oc. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunenl with any other live loads. 8) - This truss has been designed for a live foad of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will 01 between the bottom chord and any other members. 9). Bearing at joints) 11, 7 considers Parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity, of bearing surface. 10) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 175lb uplift at Joint 1, 304 ID uplift at Joint 2 2971b uplift at joint 8, 251 It, uplift at Joint 10 and 118 Itt uplift at joint 7. 11)'Seml-rigid pltchbreaks Including heats" Member end fixity model was used In the analysis end design o1 the truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. �wdgNwd-Wray,feslynperemeroraaMAPdPwdTEa dRTa19 ANUWCLfH)Ea MREK eEFFAdNCE Pdy4EM674Amv. ideYx4f8B£FORE UBE �w- PedPnvofltltoruseaNymnmMlrew®commcbmrasde4gihbosedorNy Upon lx4rameted4lgNT.adl4for aledlNtluoltwWn9 cpnponenl. ct t`R pINss Sysbsttl, eolone use, me bull6xl tleslnoer must verify IM al�IcoMN of de9Un paranetem and poForly incaPornle Its tleslg4 bto me overall r9dYq deslp4. aadnV lr'�aaletl is to nievent drekaiU of sx4yaual lrusweb antlya Mordmembmcnly. AtldMnal lempwaryand pennanenl bacwl9 MiTek' obit anlrn4 Uo<aP , de1.N-11-andntx cure In and In,. stets -Mai -lily CRmIa. Psll6.W SCSI BYIIten�p CemDower4 6W Pak. Eesl OW. WW Wcrrnolbn avololxe ham Iran note InOV0, 215 N. lee 3hee1. SNIe 312 Plexa�"IA. Tempo, FL-1e Scala = 1:31.2 611 12 4x4 = 2.3 11 21u1 II &A II jjj 3 4 5 6 2 b 2 Id 3x4 = 11 10 9 8 7 aq II 2,3 II 3x8 = 2x3 II 3x4 = LOADWG(psf) SPACING- 2-0.0 CSI. DEFL In (too) Well Lid TCLL 20.0 Plate Grip DOL 1,25 TC o.a1 Vert(LL) rVa - We 999 TCDL 7.0 Lumber DOL 1.25 BG 0.19 Vert(TL) n1a - nla 999 BCLL 0.0 Rep Stress lncr NO WB O.14 Horz(TL) 0.01 12 are We BCDL 10.0 Code FBC2014/rP82007 (Malrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight 54 lb FT=20% TOP CHORD 2x4 SP No.3 'Except TOP CHORD Structural wood sheathing directly applied orb-0.0 oc Purim, except ". 2x4 SP M 30 and verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 1040 oc bracing. WEBS 2x4 SP NO.3 REACTIONS. All bearings 17-9-11. (Ib) - Max Hor21=50(LC 12) Max Uplift All uplift I DO lb or less at joint(s) 2, 11.except 12=-114(LC 12), 8= 30O(LC 12), 10.231(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 12, 2, 11 except 8=495(LC 1). 10=377(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 gb) arises except when shown. WEBS 5.8=360/487, 4-10= 27a/381 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst, BCDL=3.Opsl; h=241k B=15011; L=100tt; eeve=211; Cat. II; Exp C; End., GCpl=0.18; MW FRS (directional) and C-C Comer(3) 0.3-15 to 11-7-15, Exledor(2) 11.7.15 to 17-7-15 2one;C-C for member; and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp OOL=1.60 2) Truss designed for wind loads In the plane of the Russ only. Forstuds exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building deslgner as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This hues has been designed for a 10.0 psi bottom chord live load nonooneurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psi on the bottom chord In all areas where a rectangle 3-" fall by 2.0-D wide will (A between the bottom chord and any other members. 8) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity cspecify of bearing surface. 9) Provide mechanical connection (by others) at truss to besting plate capable ot withstanding 1001b uplift at Jolnt(s) 2, 11 except gtdb) 12=114.8=300,10-231. 10)'Seml-rigid pitchbreaks Inefuding heels" Member end fixity model was used In the analysis and design of this Imes. 11) Sea Standard Industry Piggyback Truss Connection Delall for Connection to base truss as applicable, or consult qualified bullding designer. Q WAaNWG•venly deeslgn pmrmatenm4RE4DNOTES ON I'xS ANO LVOLVOEa MOEx aEFEFl4NCE PAQa AN-74AwV. fa9J/M15 aEPORE USE. Oeblgn valid br use only w11h Mlekecorvwcbls. ihktleslgn kbased onlyrxxg paramox;rsshown, anti 61«on lxesx[Aul tw�'dxp aomPorseni. not deugmtem. ear«a lrsa, nee huldtrg aosl0wr muri wauy nw wPscaalry ordesm Peiameleg orcl r oopenvs+aalwreb ms sever, blo lneovera ,ndlxl dedon. aachg lndkmed4roPrevaM WWlnO orYMvdud kwswabwW«d,wd memos nv. Addnwr,al l«rll>o;«rmdaem�em br«+rw WOW 6always regxled brsldxlih atd to 1 e 1collac-WAh possrale pen-ol Nkxy<xd NopeM dosses. r« Wrxad 0lftlmce 1—drg Ins iobxcarbn slom0e. deavary. ereclbnond bIXblgof inlssasaW Buasyslemzse"N5I(MG 111Y Mena, 038-09 and 8t518ulbing ComporroM fi901 Parke Eml Btud. Safety lMwmaxon avdlode h«n Oua Plate YalilWe, 218N.lee Ml LShce312A1en lr VA22314. large. FL M. ID:04141 Stale= I:M4 4x4 = 2A II 3x4 II 6.00 12 3 4 a e 7 6 U4 2 If — 3K4 = LOADINGjpsn SPACING- 2-0-0 CSL DEFL In (too) Ildefl Ud TCLL 20.0 Plate GOP DOL 1.25 TO 0.76 Vert(LL) rva - rVa 999 TCDL 7.0 Lumber DOL 1.25 BC 0,31 Vert(TL) rVa - n(a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 9 n/a Na BCOL 10.0 Code FBC20U.'rPI2007 (Matrix) PLATES GRIP MT20 2441190 Weight: 341b FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 6.0-0oc pudins, except BOT CHORD 2x4 SP No.3 and vedicals. WEBS 20 SP No.3 BOTCHORD Rigid calling directly applied or 10-a0 oc bracing. REACTIONS. All bearings 114-11. (lb)- Max Hoa 1=64(LC 12) Max Uplift All uplift 1001b or less at joint(s)1, 9. 2 except B=-111(LC 12), 7-232(LC 8) Max Grey All reactions 250 Ib or less at jolnl(s)1, 9, 2,8 except 7--375(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. WEBS 3.8=.1251338, 4.7= 277/616 NOTES- 1) Wind: ASCE 7.10; VUlt=16011nph (3-secord gust) Veld=124mph; TCDL-4.2psf; BCDL=3.0psf; nd241q 8=16M L=10011; eave=21y Cat. 11; Exp C; End., GCpF_-0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces 3 MW FRS for reactions shown; Lumber DOL=1.60 plate gulp DOL=1.60 2) 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 ANSVrPI 1. 3) ProVlde adequate drainage to prevent water poncing. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6.0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord IIV9 load nonconcunent 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) Seadrift at loint(s) 9 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building desigrlersh-Id VBnfy Capacity of bearing surface. e) Provide meIb chaNcal connection (by others) of truss to bearing plate capable of withstanding 100 uplift at joint(s) 1, 9, 2 except 01=1b) 8=111, 7=232. 10) "Semi -rigid pllchbmaks Including heels" Member and Ibay model was used In the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualifled building designer. ®WdaNWlr-VarlyEaslgn pv�meteae,rEaFJe N,lTES ONTILLS 4Na 4VCLaaEb4elElyaEfkIWICE PIGENQ71TJ not. IaAt4!OISB2R0aa Usa �� gmigr vdM (a,ae oNYv41h Mllebaconnecbn.INs deSgl kbosetlonly upon paametersshown. ax1ls for on ExENdu01 GxWlr{I compxx±nl not bmiss sMem. Before use, he d cl�Ip designs, mud very iha t;)rxlmMlryofdeLgn pacmetersaq popeily noolpaola elk deygrllMOlheo Iel uloinpde9gA aocYg Yldcaledhbpevent Wcatg of htllvMual lnmwebaW/a cMe"donle Atlatkxwl le,npomry mdpertrlonenl boGlg WOW kaWbysmqutetl for slobllly ono to peverd coaccoe w6h Fos1tlle to, nd MaY and popeMdargle. For genera gl4dmce ia0aarq tie kxxk:0lbn, ;onco., dervey. emeton a Iodno of fmstes and llussswlem&SeeAWI/IPII Duefly W:lt .tmn9al Gull Butlwo C4mphneN BOO/Perke Essl BNtl. satey 10fomroti- awJl®Ie tan Teas Pki1e IWit-, 21a N. lee sl,eel. Salto 312. A,a daa VA 22314. Teape. FL =10 scale = 1:10. 30= >nm II U4 = a 4 5 e.GD 1R x R 1 °P 1c e � 7 a 4x4 - 2x3 II 3.4 = H-1-11 11.1.11 Plate Offsets (Xy)- 120-l-l2 0.601 13:0-" 0-2-OL ISEdge 0.1.81 LOADING(psf) SPACING 2-0-0 CSL DEFL. _ in (too) Well Ud PLATES GRIP TOLL 20.0 Plate G0p DOL 1.25 TC 0.58 Verigi Na - nfa 999 MT20 2441190 TOOL 7.0 Lumber COL 1.25 BC OA7 Veff(p Ma - n/a 999 BOLL OA ' nap Stress Incr NO WS -0.22 Ho2(TL) 0.00 8 rVa We BCDL 10.0 Code FBC2014/ P12007 (Metdx) Weight 3716 PT=2M. LUMBER- BRACING - TOP CHORD 2x4 SP No.3'Except' TOP CHORD Stmetuml wood sheathing directly applied or 6-0-0 oc puffins, except 3-5: 2x4SP M 30 end verdoels. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling direcliyapplled or 10.0.0 oc bracing. WEBS 20 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings l l-1-11. Qb) - Max H-1=113(LC 12) Max Uplift All uplift 100 lb or less at lolnt(s) except 1=408(1.0 10). 2-215(LC 12), 6-123(LC 8). 7=-265(LC 12) Max Gmv All reactions 250lb or less at joint($)1, 6 except 2=313(LC 17). 7=408(L0 1) FORCES. (lb) - Max. GompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-437/114, 5.6- 150/314 WEBS 4.7=-28W738 NOTES- 1) Unbalanced roof [We loads have been consldered lot this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=3.Opsf;, h--2411; B=150fl; L=100ft; eave=211; Cat. )1; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3) z ;C-C for members and tomes & MW FRS for reactions shown; LumberDOL=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 applicab(e, or consuil qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water poncing. 5) Gable requires continuous bottom chord beating. 6) Gable studs spaced at 6.0-0 oc. 7) This truss has been designed bra 10.0 psi bottom chord live load nonconcunent wxh any other live loads. 8)' 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. 9) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of buss to bearing plate capable of Wthstanding 108lb uplift at joint 1, 2151b uplift at joint 2 , 123lb uplift at joint 6 and 2651b uplift at joint 7. 11) "Seml-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detall to Connection to base Wss as applicable, or consult qualified building designer. AWARNING- Y<MyQealgnpoemaienmWaEAONencsONTMSANOINOLGOFGMOEKaEFENANOEPAGEW74T7rex,14eY1Or59EF Vuse. � Dsslgny fw use only WM Mlek6conneeloe. 9�design 5 hosed enyepo n paomelee Mown. otsdafa on MhdtluGl Ixatllrq comporsml.rwl bIruxsy4em.ae,ge use. Vre bua9n9 rJeskxler must vonN Ina oprxkabalYoldedgn parametersaM poPorlY Ncarporale lM aetlgn"Ilse 11 ;� 1' Uldrq design &achg lrYacGletlhlo geveni bucNing ollMNldud ins web and/or chord membersadY. Adtlllbral lemporory usd pem�arenl dacVg MITek' PAW'6aMoysfetaaedks sll-tind ton ovenlcolkps f 1 possdepe 1 Ir1uy andprop 0 dos age. L Dg 9 d11M6u n9C. ,xso sef.1, rbnstoragp, tlell.. machos ruff Mac;Us, imsses analnrts syskmrs,soAo-5 11 CuaYty14.". DIB-09 and BC51 WIIGng ComporwM 7,o ,rke MO Satory nlormalbn avalado frnm ima hate msL•Me.210 N. lee aeeat, Su:le 312 AlexanMa VA22314. Tenpo, FL 336,0 swo=,cos 46 = 8x4 = 4 6 3x6 II 3 6.00 12 a z ti 2 i`d s 4.= 7 a sas II 3.4= LOAOING(psQ SPACING• 2.0-0 c51. OEFL. In (hoc)/dell Utl PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 1.90 Ve,(LL) 999 MT20 244/190 TCDL ZO Lumber DOL 1.25 BC O.aB Ven(TL) Ne - Na 999 BCLL 010 ' Rep Stress [nor NO WB 0.25 Horz(TL) 0.00 8 Na Na BCDL 10.0 Cotla FBC2014lrPY2007 (Matrix) Weight: 431b Fr=20% LUMBER- BRACING, TOP CHORD 20 SP No.3'Except' TOP CHORD StnteNral wood sheathing directly applied or 6.8-4 oc punins, except 4-5: 2x8 SP No.2 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings ll-1-11. gb)- Max Herz 1=168(LC 12) Max Uplift All uplift 100 No or less at Jolnt(s) except 1=-160(LC 17), 7=.279(LC 12), 2- 267(LC 12). 6=-126(LC e) Max Grov All reactions 250lb or less at Jolnt(s) 1, 6 except 7=427(LC 17), 2=W8(LC 17) FORCES. (Ib) -Max. CompJMax. Ten. -Ali forces 250 (Ib) or leas except when shown. TOP CHORD ,-2=633/169, 6-6=-150/319 WEBS 3-7=307/629 NOTES- 1) Unbalanced root live loads have been considered forthis design. 2) Wind: ASIDE 7-10c Vuh=160mph (3-second gust) Veld=124mph; TCDL=4.2p3f; BCDL=3.OpsF h=24f4 B=150g; L=10Dlt; eeve=2lq Cat. 11; Exp C; End., GCpl=0.18; MW FRS (dlrecllonal) and C-C Comer(3) zone;C.0 for members and forces & MW FRS 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), we Standard Industry Gable End Details ae aPpll-ble, or consult cl ied building designer as per ANSV7PI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous boltorn chord bearing. 6) Gable studs spaced at 6-0.0 oc. 7) This W. has been designed for a 10.0 pat bell= chord live lead nonconcurrent with any other live loads. 8)' This truss 6. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.0 tell by 2-0.0 wide will fit between the bottom chord and any other members. 9) Beatlng at Jolnl(s) 8, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Blrriding designer should verify capacity of bearing suriace. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1601b uplift at Joint 1, 279 No uplift at Joint 7 , 2671b uplift at Joint 2 and 128 It,uplift at joint S. 11) -Semlot i-t pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Derail for Connection to base truss as applicable, or consult qualified building designer. wf,y OaNgn Nanam N/FEKaEfERANCE➢AGEMF1413 rev. rp93/Yef56EiOI1etlSE MIT cWrs.OTE90NTIa9ANelNLLUOEO Ce9gn sGMfa use ably v4lh MlleA®camectols. REdeslgn 6l NONyupon D,ggn vl wlalhl migu. nhse, edgatafaoecuSe.Ineabnl4fl�9 dnslplBr must v@nN 1ne applltab oaerosnown.antl 6fa mintllrAiwticronl:e [xriilbkAtlrpericxosmNpoalf,e o ahgedpbodwd memtw only - lewfd=nmuMyAdlond m abkfalaI➢lxnIlrwAlkmstthgBfdya ��• � MfTek to p-od odar. W ameonly-perl-coo. w genaNglkal ofndrta4esq dcWvciY, on-forand! Cache of lvssesond I.. Ygcm, seMNUMII OuaIIN e4lwla, DSB-09 anM aCSr sub'6ng Component zoo.N 6a01 P.,. E. 31W. Sdety Idormelian -,v. M1om muss Rate kelANe.21a N. Le95tteel. a * 312, AW-4 a. VAYL114. Tema, Fl. 3a610 PBN 94.7 �Bd3 /1-1-11 84-7 O6.13 25J 04 = scab. 1:26.0 04 = e 6 zxa 2" 3x4 = LOADING (Pat) SPACING- 2-0.0 CSI. DEFL In (too) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Ved(LL) rVa - Na 999 TCDL 7.0 Lumber COL 1.25 BC 0.07 Vert(TL) n/a Ns 999 BCLL 0.0 ' Rep Stress Incr NO W S o.22 Hoa(TL) .0.00 6 rVa rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 451b FT=20% TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied a6A-0 oc pudina, except BOT CHORD 2x4 SP M 30 end ver8cals. WEBS 2x4 SP M 30'ExCept' 80TCHORD Rigid calling dlrecllyapplied or 10-0-0 oc bmcing. 4-7: 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-11. Qb) - Max Horz lot62(LC 12) Max Uplift Ail uplift 100I1, or less at joint(s) 6, 7 except 1= 200(LC 17). 8=-244(LC 12), 2-281(LC 12) Max Grev All reactions 250 Ib or less at joint(s) t, 6, 7 except 8=373(LC 17), 2=388(LC 17) FORCES. Qb) - Max. CompJMex. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-2=-69WO7, 2-3= 312/125 WEBS 3-8= 286/748, 4-7-1411279 NOTES- 1) Unbalanced root live foods have been consldered for this design. 2) Wind: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TCDL=4.2psC BCDL=3.OpsF h=241t; 8=15014 L=10011; eave=211; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Comer(3) 7one;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the thus only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0.0 oc. 6) This truss has been designed Iora 10.0 psi bottom chord live load nonconcunent with any other live loads. 7)' This truss has been designed for a Ilve load of 20.0psl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will III between the bottom chord and any other members. 8) Bearing at joint($) 9, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beadng surface. 9) Provide mechanical connection (by others) of Imes to bearing plate Capable of withstanding 100 lb uplift at joint(a) 6, 7 except Qtdb) 1 =200, 8-244. 2=281. 10)'Seml-dgld pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. O WARK - V Myd"igpmam,lmsmd KEAOKO]E$ON1 ANOWCLr/OEOA KRffEa MPAGEWW3"K to=rofrrrr-1 US ��• Door void for Us¢oNY,AB1 Mlek@comeaWis.lhbdedpxBb0setloNYupon pammeiORdawn. andktoronI '-uol batlkg componen4 nil a I— sAlem. Bola, us Mebld1 99ner mW vexly lw, wplaocaN of cleSdn fwramelen aid PsoperlY IncaBrnala e,kd:s�n lnlolhe ovaax IwAta,d dex9n. BraclnOhdcatedls to Weveni blcYlFg othdVYJ11a11NU B always,ana,tl la slablOryarM bpevenlco2<role wllhpomBxle PeVnM n.1 Morino MOW rsawl't-0ZW-Pxly cl .a10CPU- Nxdbg m M4 Perk, EW ehd. INxkolbrtsMra(x¢.dWNeq'=Tgn and bracxq orhusses[md NM MY M&megN"-11 OO�IY COhd0,OSB-69 aM BCV BWWMaCor� nit Terry,, FL 33610 Sale1, Mlorm,Non wramle San B� Rate B,ANI.. 218 N. Lee street. Sint¢ 312, N¢xandxa. VA 2MI4. 4x4 = 30 II style=1:25.0 4 5 4x6 = e 7 e 2011 2 3 11 ax4 = LOADING(pso SPACING- %0 CSI. 'EFL. in Coo) I/dell " PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.77 Verl(LL) 999 MT20 2441190 TCDL b0 Lumber DOL 1.26 0C 0.22 Ven(7L) n/a - Na 999 BCLL 0.0 ' Rep Stress Ina NO W B 11.22 Hoa(TL) -0.00 6 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 46lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied a4-11-3 oc pudins, except BOTCHORD 2x4 SP No.3 and venlcal$. WEBS 20 SP Ni SOT CHORD Rigid calling direcllyapplied or 10.0.0 oc bracing. OTHERS 2x4 SP Ni REACTIONS. All bearings 11.1.11. Qb) - Max Hoa 1=232(LC 12) Max Uplift All Uplift 10014 ortens alJolnf(s) 6 except 1=-195(LC 17), 2=-285(LC 12), 8=-235(LC 12). 7=-129(LC 12) Max Grav All reactions 250Ib or less at Jalnt(s) 1, 6, 7 except 2=399(LC 171, 8=358(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=819/221,23=424/105 WEBS 3-8= 273/723, 4-7= 144/385 NOTES 1) Wind: ASCE 7.10; VuIL-160mph (3-second gust) Vasd=124mph; TCOIF4.2pst,, BCDL=3.Opst h=2411; B=150ft; L=100ft; eave-_2f1; Cat. 11; Exp C; End., GCpl=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;GC for members and forces IL MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOU1.60 2) Truss designed torwind 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 eolrsult qualified building designer as per Ali1. 3) Provide adequate drainage to prevent water ponoing. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6.0.0 co. 6) This truss has been designed for a 10.0 pal bottom chord live load norxwncunent with any other live loads. 7) 4 This Truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will Ol between the bottom chord and any other members. 8) Bearing at Jolm(s) 9, 6 considers parallel to grain value using ANSIi 1 angle to grain formula. Building designer should verify capacity of beating surface. 9) Provide mechanical connection (by others) of truss to basting plate capable of Wthstancing 1001b uplift at JOlnt(s) 6 except Qt-lb)1=195 , 2=285, 8=235, 7=129. 10)'Seml-dgid pltchbreaks Including heels' Member end fixity model was used In the ala"Iq and design of this thus. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base Imes as applicable, or consult qualified building designer. A WARNRIG VeRry 4eslgn DxedrgPrn wvd+leltlmfo.er eusroereautlwY w.1lp1lhwamMan7w4eokf®p odneuean1er smR101ineslineslEJdSkxalsRlpnRabxAnReeaIoNMCLUOpEe eRPEKmREPERARCE PAnQtlEhNf1,. -v nhcxofmNcauactde building ryIao—nnitlnprol thme lo. vqert NmgoPaBaavnnnee I4dl - pelmonenl braGlp MiTek' a olWaysregAed la slabllMarW to pevenl croBo{newMspesside perwrial mlury arxf f`wr�oM eomape, Frn eelseralquamce resKrarp the mbd-lbn.shade-tleMery. aealbn antl tracing of lnates antl t—rystems.s AN51/riQ,i, Bry Crumb, 0"Ir a1W Bt31 BWIdng CompeneN a—P.Ike Earl 6Nd. 5,041y IrdormoBon avol Dle non Bus Plate nsBtNe. 218 N. Lee $bars, sure 312 Never 1fl4 VA MIA. Tampa. FL MID _ scale =1:20.6 ad 21Q I dx4 d 4 5 6 34 = 9 a 2S3 11 2Q 11 M = LOADING(psp SPACING- 2100 CSI. DEFL in (hoc) Udell L/d PLATES GRIP RIP 20.0 Plate Grip DOL .25 TC 0.64 Vert(LL) nla Nor gg9 MT20 24VI90 TCDL 7.0 I LumbarDOL 1.25 BC 0.19 Vert(TL) nta n/a 999 I SCLL 0.0 ' Rep Stress Inor NO WB 0.20 Hol2(TL) 0.00 10 Na n/a SCDL 10.0 Code FBC2014/TPI20D7 (Matrix) Weight: 42 lb FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2.4 SP No.3 end "a"cats. WEBS 2x4 SP No.3 BOTCHORD Rigid telling directly applied or 10.0-0oc bracing. OTHERS 20 SP No.3 REACTIONS. Albearings11-1-11 (Ib) - Max Hor21=173(LC 12) Max Uplift All uplift 100lb or less at Jolnt(s)1, 7 except 2=-159(LC 12), 9— 224(LC 12), 8-169(LC 12) Max Grav Al reactions 250 Ib or less at )olnl(s) 1, 2, 7 except 9=336(LC M. 8=273(LC 1) FORCES. (lb) - Max CompJMax. Ten. - Al forces 250 (ib) or less except when shown. TOP CHORD 1 Q=551/143, 2-3=-31509 WEBS 3-9— 2551675, 5-6=-2021478 NOTES- 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCOL=4.2ps1; BCDI-4,0psh, h=24h; 8=1500; L=100g; eave=2ft; Cat. II; Exp C; Encl..GCpi=D.18; MW FRS (directional) and C.0 Comer(3) m e;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 3) Truss designed for wind loads In the plane of [he truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Detalls as applicable, or conwlt qualified building designer as per ANSVTPI 1. 4) Prwlde adegmle drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6.0.0 oc. 7) Thls tress has been designed for a 10.0 psf bottom chord live load noneoncugent with any other live loads. 8)' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas whore a rectangle 3-6-0 tall by 2.0-0 wide will III between the bottom chord and any other members. 9) Bearing at)oint(s) 10, 7 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) P—ids mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnl(s) 1, 7 except gtdb) 2=159, 9--U4, 8=169. 11)'Semi-rigid plichbreake including heels' Member end fixity model was used In the analysis and design of this I=$. 12) See Standard industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q w4RNWG- V" deal6npammefm ee RW MrraS MT MU p/pCUGEa—KREF NM MEM-74flfev. faelR616aFFORE USE Desssnm1rJforeceorJy WMN6lekWc—wclors.7NsdWrInkbamdoNY upon porrnrefen Nwwn. ¢rdhtorm lnUNdual dlrcgr compalen1, rot G�tl{f- dlrass5ydem. BefIXe Use,1. Lvlldlvdedg— Nllar venry ln9 opp—belt Oldedpn poromelBN aM w�M hcorpwate Pt des�jn into lfw ovemtl aaaing bWtlkp de4pn. BacNGInW�dl�talnwe„en,bg�GngarindM�al,lr�w�ab/IX�anrdmemb� ly. ,lbnal,emp«�yandpemt nl red rot aorwnrona m wevenl eMlgxe wlm p persoml uluyaw propedydomaee. nor g of glxdoI h. aalwall- MOW —I MdlnaCo, elNew.ornl'—rml Morelnnpp of hlmesmtllnnt iyslems AN.nchi QMIIy CdMd4 U3ad9 and BC51 Bu1dN9Componeni fobllc 0 49 6609, d. Salary Irdama6an wtllade from llw Hale MSIeb.216 N. Lee $Beet. Site 312 Nexaxip. VA 223I4. anon -icon Tango, GL 33610 Fl. 3.1. 7A6 WN7 21-0-0 2611-13 32A-15 39-&12 7-24{ 74M 6�9-9 511-13 570.1 5-i1-13 Scale=1;51.2 GOB ax, = 3x8 = 3x4 = 4,,5 = 6A0 /2 6 yt 7 a 6 'N 10 Idle II — axe = 3ae _ 3x4 = 4x4 = 3x6 II LOADING(psi) SPACING- 2-0-0 CSL 'EFL In Qoc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.60 Ven(LL) -0.42 1576 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 V811(TL) -0.821516 >588 240 BCLL 0.0 • Rep Stress Ira YES WB' 0.78 Horz(TL) 0M 11 We rda BCDL 10.0 Coda FBC2014/rP12007 (Matffx•M) Wind(LL) 0.2215-16 >999 240 Weight: 2781b FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directlyapplied or 3!83 of; puffins, except BOT CHORD 2x4 SP M 30 and verficals. WEBS 2x4 SP No.3•Except• BOT CHORD Rigid calling directly applied or 4B-14 oc bradng. 10-11: 20 SP M 30 WEBS i Row at mldpt 10-11' &15, 7-15, 7=13, 9.13, 9.12 SLIDER Leh 2x6 SP No.22-e-0 2Rows at 1/3 pis 10-12 REACTIONS. Qb/size) 11=1431/0-7-10, 1=1431/Aleohahioal Max Horz 1=623(LC 12) Max up1I011— 960(LC 12),1=-773(LC 12) Max Grav 1 1=1729(LC 17), 1=1679(LC 17) FORCES. fib) - Max. Compd!Vlax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2=-781/132,2-3-2796/1811, 3.21-2610/1692, 21-22=-2596/1701, 4-22=•2550/1704, 4-5=•2484/1718, 5.8=179&1299, e-23=•1571/1278, 7-23= 1571/1278, 7.8= 1301/1042, 8.9=•1301/1042, 9-24-7991B34, 10.24=-79&834, 10.11 o-1814/1987 BOT CHORD 1-16= 22"W2603, 16.2b=1685/2165, 25.28= 1885Y2185, 15-26=4895/2165, 15-27_ 1042/1301, 14-27=.1042/1301, 13.14-1042/1301, 13.28=-8341799, 12-28-634M99 ' WEBS 3.16-313/542, 5-16= 361/561, 5-15= 8931906, 6-15-181/455, 7-15-505)578, 7.13-7781805, 9-13- 875A O75, 9.12= 1237/1234,10-12= 134&1697 NOTES 1) Unbalanced root live bads have been considered for this design. 2) Wind: ASGE 7.10; Vult=160mph (3-eeoond gust) Vasd=124mpb; TCDL=4.2ps1; BCD"=3.Opsl; h-241C 8=150ff L=100h; eave=1114 Cat. II; Exp C; Enc1., GCpl=0.1 S; MW FRS (directional) and C-C Exledor(2) 0-0-0 to 9-7-3. Intedor(i) 9-73 to 2100. Extedur(2) 2100 to 34-6-15 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.e0 3) Provide adequate dminege to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl Win any other Ilve loads. 5) • This thus has been designed for a live load of 20.Opsf on the bo0om chord in all areas where a rectangle 3.8-0 fall by 2-0-0 wide wl0 N between the bottom Chord and any other members, with BCDL=10.Opsf. 8) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of buss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except 61=1b) 1 1=960, 1=773. 8)'Seml-rigid pitchbreaks Including heels* Member end fixity model was used In the analysis and design of this taus. Awdn"Idforarsq d�sl MMMITaWcorreclon.1 doilgn b bofoo nlyu LD oommeters sino PAGEIfroonfaaYN/59gcomr3E Des�n valid for feooMy Mlh Mne gdesiger ml very1abaaedody won p««nefen shown. ondhl«mY1Ntrkml W;tl.d c"fnt. l,rot bIsusssystem. aetore V"A, llyd bsktlAsa tlesyres must verify Ire a«xocab t old¢40n p«amalea antl«opeslY hrcorywele tiEtleslen Into tl»overdl larwolo*M.aadngxv]IcaledeloprevenfbucklogofhlvkuollnsweDand/«c=,mines«tly.Ad(Ruanxremp«aryandpelm«renibacn0 MiTek' aalwaysre9,erea sot do«dY and fo«event coAapcewxh pod4xe passonolypxy«doropedy dorn000. F« general gJtl«e:e,ou-cr lthe faOMatbndosage. tleHery.«ecxon and Crackxl or Quses antlhwsyslwna.seeAN51/IPII GuECMerb, OSb89 and K5l eulWnp Camp«sent ON Parke Eeat 6N4. 3dalylr4«maxoo WtYaGe M1om 1nm Plota NdIMe. 210 N.lee Sxeel Stile J12 Plex«grlo. VA22314. Toepa. FL MO 9M Scale= 1:7A 2 MM F— �.0 --. Plate offsets (KYI- MG-3o Edoel LOADING (psi) SPACING- 2-0.0 CSI. DEFL m (bo) Vdail Ltd PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.13 Ven(LL) n(a - n(a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) nra - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOR(TL) -0.00 3 r9a n/a SODL 10.0 Code FBC2014,rrP12007 (Matrix) Weight it lb FT=20% LUMBER- BRAGNG- TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0oc pudins. DOT CHORD 2x4SPNo.3 BOTCHORD Rigid calling directly applied or 10-0-0oc bracing. REACTIONS. 0to(s)'e) 1=10214.0-0,3=102/4-0.0 Max Harz 1=63(LC IO) Max Uplih1=62(LC 12), 3=-62(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDI_4.2psF, BCDL=3.0pM; h=24ft•, D=15011; L=100it; eaW--1 111; Cat II; Exp C; Enct., GCpl=0.18; MW FRS (cilrectbnal) and C-C Exlerlor(2) 2orWC-C for members and forces & MW FRS for reactions Shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord We load nonconcunent with any other INe loads. 51' This truss has been designed far a Ilve load of 20.Opsl on the bottom chord In all areas where a rectangle 3-"tall by 2.0-0 wide will tween fit bethe bottom chord and any other members. 6) Pmvide mechanical connection (by others) of huss to bearing plate capable of withstancing 1001b uplift at)olnt(s) 1, 3. 7) "Semi-Ogld pifchbreaks induding heels" Member and fixity model was used In the analysis and design of this Uuss. Degn ya•Wllyy OadgnpxM11 mn-1* .111, ar rxxb ony', ED NR£KREFEIIANDEP-lbfn, on ray.1ool buu Bepaaar/aE *,���• Oe4Dn sVl0 br use only M4lh Mlleka connectors. Mstleslgn kbasetlaNyupon paametersshown, antlkfamMxAlWd bustlhg component.not ewsyslem. Ilefae use. Ina bl'IWrD tles�rer must venry 1ha agAlea)61N ottleYgn rWometarsane popeny Yrooryorolq IMS tleslgn Into lnaeveral aaxvawys regWetl btsabary MiTek' ar,'tl ogavwenl w w�Piln`possl"'tl"!b!a'"i�r en°>u°y`�bor'" m � .eanXI rho, laxbolbrt storage. tlalNery, amexon a bMN o1 xussosar Jfi— tomsteMNs!/lpll Qe lity C4br1.DSa49act MSIBo gCompomnl 6604 N,k. Eos151,d, so1eN l u-11on avdlabb from rum Me. plate Wtl2lam . Lee Seeef. W.312. Alexmvib. VA 22314. Torryo, FL 33610 scale - 1:15.0 4x4 = 4 s.4 0 2© II 3.4 LOADING(psf) SPACING- 2.00 CSL DEFL. in (loc) Well Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO,0.56 VAN(LL) Na - rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC (L19 Vert(IL) n/a - Na 999 BOLL 0.0 ' Rep Stress Inor YES WB 0.08 Hom(TL) 0.OD 3 n/a rya SCDL 10.0 Code FBC2014/LP12007 (Matrix) I Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SiruolLffW wood sheathing directly applied or 6.0.0 oc pudlns. BOT CHORD 2.4 SP No.3 BOTCHORD Rigid ceiling directly applied or ID-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/slze) 1=126/S-", 3=I25re-0-0, 4-2601e-0.0 Max Horz 1=-81(LC 10) Max UPIIRI= 96(LC 12), 3=-96(LO 12), 4-111(LC 121, Max Gray 1=129(LC 17), 3=140(LC 18), 4=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - AI I forces 250 (Ib) or less except when shown WEBS 2-4=165/269 NOTES 1) Unbalanced roof five loatls have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsr; h=24fl; B=150ft; L=10011; eave=ll it; CAL h; Exp C; End., GCpl=0.18; MW FRS (directional) And C-C Extenor(2) zone;C.0 for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DGL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) - Tins Iruss has been designed fa 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 tit between the bottom chord and any other members. 6) Pmvida mechanical connection (by others) of truss to bearing plate capable of willlstandng 100 lb uplift at jolnt(s)1, 3 except 01=1b) 4=1/1. 7)'Semi-dgld plidlbreeks Including heels' Member end fixity model was used in the analysis and design of this buss. Q WAaxwc•Yelayaa:.9aDdrameteH arNaEAONa)'Ea pYYala ANa wCWOEa cmex REFEaANCE PAGEMal1]Jrw. faAYa)168eWaE aeE E�• Dedgs vckd tar use orYy vAm tMekeccmealas.lttls tledan aemetl or1V upm pgameters Prowls, rnda Wran MlNdud datlOp component. not In,s.rstem. eerore usa.n,a lwnaro desloner mull vedry ttltlop[xlaaxuN ordes'oa poramelen and rxOpe+ry uxomgata lNstleslOn hb lbe Quenon Mi t baUlsp tlesiprt aaehp Intlkoleda to gevent Gsckaan of Fnivltllxll lens web q50/q ctxxtlmembersoNy. AtlU:bnal lempgaymtl pemlanenl braeasp 5 away¢rtlWred brs1a0a1Y aiW bpreyenl collapse wMsr>o>s�Pgsors0l lnlwyand nxWedY d3ma0eYq tleneral OuWanab mpgtlYq ihtl bbtt,INO sl novcRoble om eus Was LeesreetsSuits seaANJI M Wanly CReaa, OSa-99 and aC51 B01Mng Col polSeM T- ,R. 33610 A. Salary IKormaaon avwade tram NW Pbb ImtIMe.2t0 N. Lee JOe91. So119312 Plexagbl0. VA24J74. Tnrpa, FL 3Jn10 Eff •1.7.10 4S4 9-6-2L 2 1-7-f0 I 454 S 14 { 1-0O Scalc = 1:21.1 4w = 3 3xS I{ 3zt =B 2x3 8 3 4 _ 63z6 11 LOAOING(psf) SPACING- 2-0.0 CS]. "FL In (too) Vdell Lid PLATE$ GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) 0.01 5 Nr 120 MT2D 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.01 5 n`r 90 BCLL 0.0 • Rep Stress (ncr NO WB 0.15 Hoiz(TL) 0.00 7 We rda BCDL 10.0 Code FBC2014/rP12007 Qvletnz) Weight. 471b FT=20°o LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Slnxxural wood sheathing directly applied or 60-0 oc purlins, except BOT CHORD 2x4 SP M 30 and verlicals. WEBS 2x4 SP No.3 SOT CHORD Rigid celling dimcgy appged or 10.00 oc b-ti g, Except 60-0 oc bracing: 9-10. REACTIONS. All beatings 9.6.2. (Ib) - Max Hoa 10=149(LC 11) Max Uplift All uplift 100Ib or less at )olnt(s) 9,7 except 10=-275(LC 12), 6=-197(LC 12), 8=-117(LC 12) Max Grav All reactions 250Ib o less at)oint(s) 6, 9, 7 except 10=256(LC 1), 6=26a(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-10= 2411718, 2-3=-1061257. 4-0= 184/526 SOT CHORD 6-7=-353/160 WEBS 3.8=-204/414, 4.7= 174/495 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-8ergnd gpst) Vadd=124mph; TCDL=4.2psh BCDL-3.0psb h=24fq 8=150ib L=10DR; eays=2iq Cal. it; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS fat reactions shown; Lumber DOL=1.6D plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss ony For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consul) qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord beefing. 5) Truss to be Idly sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 60.0 ac. 7) This tons has been designed for a 10.0 psi bottom chord live load nolconcune l with any other live loads. 8) • This tons has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-60 tall by 2-0-0 wide will Ill between the bottom chord and any ogler members. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 9, 7 except gt=1b) 10=275, 6=197, 8=117. 10) -Seml-rigid pxchbreaks Including heels* Member end folly model was used In the analysis and design of this Iruss. 4 WARNR/0-Varlyda✓Se pnl.-ee-D NOTES ONTWSANaxV YDEOWEKREFERANCEPA01f M174nrw. reN]41af56EFORE 05E ��- Doa9nWltlforuseonlywithMIIeA®wnnectors. MsdeslOn 5bozd onlyuOon porometenanown. osltlafam Mvxtucl NAd' canpo11on1. rot ohrassystem.eeforolee.INe[u'I deaOnarmealvedNlhB edwlryoftlea0npmamele'O dwopelnhooryaalolnkdeasylfnlofh _1. MfTek' lmwradea0n. eracmr9trwlcaledorxevemwcundorlrarvualruswaband/wcrortlmenae rvy. AdanonaremnorarvandlxxablenlaodnD 5 always repaired fa audlryalW topravenl coflOrlso wlln ptmBe nelsOra1611uy and popedytlOm00 Fp OmrerOl glWmce leOONnO tq Sgpq POlke Ease BNd. fablwallan storage , tlelNery, erecson arN O(aam0Ol9ussesalxl Ines systellR seeAN51J1P11 QaaIIN Cdtatb, Dse-09 and BC51 euaalnp COmpolwN 9meW wamaxon avollade aom loth Plato WIIWIo. 218 N. Lea elrc0l. WW312 Alo,cncM . VA2231A. TerryO, FL 33410 n 1 Us = 3 7 8 _ 3xe II ace II brA F. nSW ICI Ia LOADING(psf) SPACING- 2.0.0 CBI. DEFL In Coo) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO OA7 Ven(LL) 0.01 5 IVr 120 MT20 244M 90 TCDL 7.0 Lumber DOL 1.25 BC 0,22 Ven(rL) 0.03 5 rVr 90 BOLL 0.a Rep Stress lncr NO WS 0.14 Horz(Ty 0.00 4 nia hire BCDL 10.0 Code FBC2014/TP12007 (Ma01x) Weight: 39 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structuralwood sheathing directly applied or 6-0.0 m purlins, except SOT CHORD 2.4 SP M SD end verticals. WEBS 2x4 SP No.3 BOT CHORD Rlgld ceiling directly applied a 10.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/s12A) 7=262/9.62, 4=236/9.6-2, 6=34519.6.2 Max 1 o1 z7=152(LC 11) Max UPII1t7-283(L0 12), 4=-213(LC 12). 8=-)51(LC 12) Max Grav7=315(LC 17), 4=236(LC 1), 6=371(LC 18) FORCES. fib) -Max CompJMax. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-266/764, 2.3-192/339, 3.4c-167/294 WEBS 3-8=-241/458 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VUIL-160mph (3-second gust) Vasd=124mph; TCDL-4.2psh BCDL=3.Opst; h=241t; 8=150IC L=1000; eave=211; Cat. II; Exp C; Encl., GCpl-0.18; MW FRS (directional) and C-C Comet(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS 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 ANSYTPI 1. 4) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6.0.0 oc. 6) This buss has been designed for a 10.0 psi bollofn chord live load nonconcument with any other live loads. 7) • This truss has been designed for a Ilve load of 20.0psr on the bottom chord In all areas where a reclangle 3-6-0 tall by 2.0-0 wide will fit between me bottom chord and any other members. 8) Provide mechenlcel connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Gl=lb) 7=283, 4=213, 6=161. 9) "Seml-rigid pitchbreaks Including heats" Member and fixity model was used In the analysis and design of this truss. AWAlwwd-Verity daalgnprameten MflE4b NOTFa aNT(a3 AND HMLUDEDM(IEKNEFERAMCE PAeENMx4TJ rev. IB�DYi0r6aEFOREUSE Rai Dedm vdid brew oly Win M6ekecmneclom INsdedbn Bbased City upon p,a ten shown, mob form lrvrvf of WIdino component. not +I']Yj� dIms cysledn.Bef«e use. theb IM, deslgnBrmustvenrrllwgrpll-muryofdeslenp«ameren and pop«h bcoewrote rms dedm Into iha oveNl M lmre dasbn BrarJrD Inv .c de toprevent blckag Cr xxxlMualeussweb ontl/«eMrdmemberamiY. Addllomltemroraryad pemwreni bocxp Byk1T@k" h tlwayasegsed arsladBh andtopreWMOonapsa wM, povde pelsonalhMymdpraPeM damwe, forllon 9uklmcerepa,t,,0ft Imrlcalbns cge. delNeW.. emcxon andt�rachp I hoses oW truss ry temc seeAWuMl Ouoth Crll—, DSB49 and BC5 BIIdbg Comp _ WN P.A. East ftd. Sahry MomwBon avcA«Ae ewn asrS Pbla lndi a2r8N.Lee Street,SWte312A'exarMda VA223I4. Torten, FL 33610 -lea I 66.13 I n-s10 11za-10 , t 1-0-0 ti6.13 Se-13 1�0a ' 10 3c4 _ e a 7 63va II ax6 II 2xI II 3x4 = LOADING(Psf) SPACING- 2-0-0 CSI. DEFL In (loc) Mail Ud PLATES GRIP TCLL 20.0 Plele Gnp DOL 1.25 TC e.ae ,.,(LL) 0.01 5 rVr 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.06 Vert(TL) 0.01 5 M 90 BOLL 0.0 ' Rep Stress Incr NO W B 0.15 HOrz(TL) 0.00 7 We We BCDL 10.0 Code FBC2014ITP12007 I (Matrix) Weight: 53 to FT=2M LUMBER- BRACING - TOP CHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, exceol SOT CHORD 2x4 SP M 30 end verficals. WEBS 2x4 SP M 30 -Except' BOT CHORD Rigid calling directly applied or 10.0-0 oc bracing. 2-9,4-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All beatings l l-5.10. (Ib)- Max Horz 10-161(LC 10) Max Uplift All uplift 100lb or less at )oini(s) 9, 7 except 10=-230(LC 12), 6- 230(LC 12), 8=-130(LC 12) Max Grav All reactions 250 lb or less at joirm(s)-10, 6, 9, 7 except 8=303(LC 1) , FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-216/575, 2-3=-14a/334, 3.4- 131/334, 4-6=-216/579 BOT CHORD 9.10- 4161303, 6-7=-425/185 WEBS 3-8--227/448, 2.9- 234/483, 4-7=-204/488 NOTES- 1) Unbalarced roof live bads have been considered for thts design. arced 2) W Ind: 7- 10-, Vua=160mph (3-second gust) Vasd=124mph; TCDL-4.2psF, BCDL-3.Opsf; h=24tp B=15011; L=10011; eave=2lh Cat. II; Exp C; Encl.. GCpt=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for mach— shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed lorwind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Stsrx)ard Industry Gable End Details as applicable, orconsult qualified building derslgneras per ANS)rrPI 1, 4) Gable requires continuous bottom chord beefing. 5) Truss to be fully sheathed Irom one face or securely braced against lateral movement Q.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 PSI bottom chord live load nonconcurrent with arty other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between me bottom chord and any other members. 9) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100lb uplift at joint(s) 9, 7 except 01=11b) 10-230, 6=230. 8-130. 10) -Semi-ngld pitchbreeks Including heels" Member end fixity model was used In the analysls and design of this truss. Q WA6BWa•V.d4-de.(gnpmerwlm md6EAp NOTEa ar lr/e ABD BICLUBED MIFEir REFEaANCE PABEMIFldT3roy.1—ISBEFaaEUSE. -- Oelgs void for use oNy wdh NIT"comeclon. Ihsdedan a bosed oNy upon pofantelersdpwn md15 to m WK4Wal naloUng component, ml tl euss system.Before use. the blldng—loos, must vetlty the aprL aidity ofdeslglpmameler antl popedy Incoporale thLLtlesign Into tie ovadl bWdrq design. Bnchg lMlcaletlklopeveni bucYJhq oflMvldual mssswebaxl/a dwrtl member oNy. Addtlorv>temporm'and petmmenldaClnp Mi%k' B atwayi—M.d for aIdtxilly and W Prevent_Wpse wnn t» U..NoNdI Bwxy anapi per, darngle. For 0._"Ouldmce regotalfp the fabrloatbn d0wde. de9evy, erection and L :Ind of trusses and Ines Mtems seeAN3171P11 CuoliN Crt vi,, M" and BC61 Building Component — Perk. a.sl Blvd. sally IMelmaflpl avaade hen Bras Rote MA lute, 21014. Lee Streel. Sure 312 Alevandra. VA 22314. Tenpa, FL =10 Sede= 1:w.e 8 6 3x4 G 2xd I 2xa II 2x3 3.411 f1-(i/0 LOADING(psi) SPACING- 2-0.0 CSI. DEFL in Qoc) f/deil Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.26 TG 0.48 Vsrl(LL) nle - ruh 999 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.12 Vett(TL) We - n(a 999 BCLL 0.0 ' Rep Stress [nor NO WB 0.17 Horz(TL) 0.00 5 rds We BCDL 10.0 Code FBC2014/TPIE007 (Matrix) Welght: 421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 6-" oc puffins. BOT CHORD 2x4 Sp No.3 BOTCHORD Rigid ceiling diecly applied or 10.0-0oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11.5.10. ( lb)- Max Horz1— 129(LC 10) Max uplift Al:uplift 100 Its or less at )oint(s) 1, 5, 7 exoepl 6=-19l (LC 12), 6— 191(LC 12) Max Grav All reactions 2501b or less at)olm(s) 1, 5.7 except 8=286(LC 17). 6=286(LC 18) FORCES. (to) - Max. CcmpJMax. Ten. - All forces 250 (lb) or less except when shown WEBS 241=-223/557,4-6=-223/557 NOTES- 1) Unbalanced root Ike loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=241t; 8=150h; L=100h; me=Ph; Cat. II; Exp C; Encl., GCpl=O.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactlons shown; Lumber O9L=1.60 plate gdp DOL=1.60 3) Truss designed for wind loads In the plane of tha 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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gab[e studs spaced at 3-" m 6) ThIs 1m58 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 20.0pst on the bottom chord In all areas Where a rectangle 36-0 tell by 2-M wide Will lit between the bottom chord end any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1001b uplift al 10IM(s) 1, 5, 7 except 61=11b) 8=191, 6=191. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used In the analysis and design of this buss. A WA- VIdy—VIPemmelers end REAP NOTES Ow nILLS Me INCLUDEUW REFFAANGEPAGEMlIJ4nJ fao1R0r59EFOHEUSE �r Devon wild rotuse on"its MTMrf '—crors.r,stlMOr, a bossdorryucon porOmeters shown. and is for an l Mdud Wding c--offer. not ■■ buss sydo,n. serve,rse, too Culdtr do,U—loud y,xy lho olM'I city ondeslo,polomelersontlpsse,"hcolposole nxs tledgnlnto n,e oVo,eD bouldlrp daslUn aaCh0lntlicotetl is to geveni bucMln0011M1v:tlwltnrawehtxM/or chartl mempers oNy.AWlbrgl lempaay a,d pelsrwnent scamp MiTek' xawtlys roourea ry alaxuyrndto lxovenl cal,c won lb oPersonot hkxy v„e osopeny a M.. r«Mr—of puklonce,eoadre lu Iedk;olblL stosoge. deWery. erection and boaln0d rrtlsesand bus 5ystams seeANSI/IRI CuIIy CdN,Ia. DSB•a9040 SCSI BWMIng ComponoM 6904 Pe,Ne E. Blvd. .GEety Wam,caon O Ibls from ins gate ZMe, 218 N. tee Slreol. S41e 312 PlexaZI VAY131A Tm,Oo. FL 2361 D Symbols PLATE LOCATION AND ORIENTATION late nt Center risoan jot4r,slunion teenth offal, are indicated. Dimens. Apply ionsore In Hisidesof trus Apply fully — to both h. of truss orw fulN embed ream. 0-1hi' f For 4 z 2 odentatiort locate plates b'ns from oul9tle edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MRek 20/20 software or upon request. PLATE 512E The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Numbering System I 64'6 'dlmentlshowni —W-nortoxD)tt-cieaeniM Il l (Dmw 1 2 3 TOP CHORDS 50� WEBS eua Gv 4 = u fT f p p O Y°➢ B U O to BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOC%WISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WERE ARE IDENTIFIED BY END JOINT NUMBERS/IETTERS. PRODUCE CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352 ESR1988 ER39W, ESR-2362 ESR-1397. ESR-3282 !N 7 Intlicoted by symbol shown and/or I Trusses are designed for wind loads in the plane of the by to%t in the Wading section of the truss unless otherwise shown. output. Lire T or I bracing if indicated. BEARING Indicates location where bearings (supppns) occur. team vary but reaction section intlkates pint number where bearings occur. Mn sor ie shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specificationfor Metal Plate Connected Wood Truss Consmuctiol DSB-69: DeaQn Standard for Bracing. SCSI: BWdng Component safety lacing, Guide to Gootl Practice for Handling. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values Established by others. ® 2012 We* All Right, Reserved �m IMI, MiTek' Englneenng Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, AaGlbngsta7YM Dnxlrg grmm Mrem,eo. gtgIXala%Oaceg.Halwayt requlme. See SCSI. 2. Th —ne, haft Dedesgned Dw on engireer. For may' spooho. arr%luolb1elgbrae8 mertBRNRi rn Ingsry awc nsoered. eTq bracrg Ylgltl beconseesea. 3. Na u--ome ae9pn bOlFltO mown qa nWer sreck mpbrWs an inaaequoreN aoeetl duxes. I. P.AJ. eoplesatnk fun oesgnrome buidnB MOD— —r-I.—bo.. property-1 Ora ql omer ysrerenea poUbi. 6. Cut member q bear fl hRy aaairnr each Omer. 6. 11cce claw on eoch tote a h aeom bwcn,J reBua byby ANSUIPone I I. a 7. DOon Oxumes tms%swsl De LPRObNpraeOrea Warn meemimmenrinecWrdwith ANSIJiq 1. & Unbhomelwee raree molrureconelsta Nmbe: man rroreceea loxarnma of rgzicoran. 9. Unbxex exlynoteo. mbdevonlsnotcoplkoD for arse wsmr reraaanr. pesewamre ttegee.ao�eenlumbe�. 10. CIXnberlsa,gns(vcnuq ao+e:mronm are Is me Iespa�bJNa huxtaDrtcoM. Gereral Plactke k q cpmbq fOroeae qpe WBBcnon. 11. Fiore type. sue, abngsbn are bconan amensau Y%JOOteO are mWmum panno mquYemeflK 12 Lumber useamol bar dme species ono s¢e. gftl hgl:espech egad q IX beMei man mar ipecfaa. la. Top craw mutt be meomea aPurilrn prawEfea a sOachB metnreu on design. 148D#- lords requre bteral—I g or 10 ft. ipo Yng. a b8 yno Celssg H ImtcJe0. _IIrs amen ee nofta. 15. ConneclbMnot mown o,e me re—Iorly of o", 16. Do rot W or one, truss member aplot Wrr cut Prior opaowal of" engineer. 17. N#d end I—w:ni ssnbx Lath —oft`. e. ld tare a Seen Orfieaeo bmbe! hay pose unOccept-4 erw nentd, helm or performance ride, Corswe wm gaea ergs Uetore use. 19. ReNbw of patbmol meeesgn (front bock words and pknres) betas use. Revbwmg PIC.—pate snor.ffi eM. 2 INnIg o M fIelnoccaaom— ]A4. ID] IMONOHIP I< I II 1`/1991971 5x6 = I cab S= L7e.2 3x4 = 3x4 = US = 414 = 6.40 12 6 24 7 25 8 'M 9 I 1O 15 — 13 "" 12 11 6v8 axe = 30 =ax4 = AM 1 3 6 11 LOADING(psp _ SPACING- 24}0 CSi. DEFL. In (bc) Vtlelf Utl PLATES GRIP TCLL 20.0 Plate Gilt, DOL 1.25 TC 0,55 Veh(LL) -0.34 15-16 >I?N 360 MT20 1 244/190 TCDL 7.0 Lumber DOL 1.25 BC I, I Ven(TL)-0.6716.16 .692 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.T7 Hoa(TL) 0.08 11 rda We BCDL 10.0 Code FBC20147TPI2007 (Matrix-M) Wind(LL) 0.1815-16 >999 240 Weight: 2881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structuml wood sh-tNrlg directly applied or 4!5-6 00 purlins, except BOT CHORD 2x4 SP M 30 end vedbe". WEBS 2x4 SP No.3*Except' DOT CHORD Rigid ceiling directlyapplied or4-10-12 co braiding. 10.11: 2x4 SP M 30 WEBS 1 Row at mldpt 10.11. 3-18, 5-15, V15, 7-13. 8-13, 8-12 2 Rows at 1/3 pts 10.12 I REACTIONS. 11b/size) 11=1419/0.7.10. 18=1516/0.7-10 Max Hoa lM52(LC 12) I Max Upilin l—952(LC 12); 18=-882(LC 12) Max Grav 11=171G(LC 17), 18=1734(LC 17) I FORCES. gb) - Max. CcmpJMax. Tan. -All forces 250 (tb) or less except when shown. I TOP CHORD 1.2-655/142, 2.3=-877/575, 3.22=-255Wi049, 22-23-255011651, 4.23=-2489/1861, 4-5— 2430/1676,5.6=-1767/1279,6-24=-1547/1262,7-24=-1647/1262,7-26=-1287/1031, 8-25--1287/1031, 8.26=-792/628, 9-26-792/626, 9-10, 710628, 10-11 1600/1356 SOT CHORD 1.18— 296(674, 17-18-2232/2528, 16-17— 2232/2528, 16-27=-1851/2123, 27-28=-1851/2123,15-28=-1851/2123, 15-29= 1031/1287, 14-29=-1031/1287, 13.14-1031/1287,13-30— 628M. 12.30= 1128/792 WEBS 2-18=584W11, 3.1B=-1902/1349, 3-16— 279/489, 5-16---w7/550, 5-15=-8651879, 6.15-167/435,7.15-494/557, 7-13=-758/793, 8-13=-86311061, 8.12=-1226/1224, 10.12-1335/1682 I NOTES• 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psC BCDL=3.apsh h=24f1; B=1501t; L=10DIh save=110; Cat. II; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0to 9-73, Interlor(1) 9-73 to 22-0-1, Exiedor(2) 22-0-1 to 35.6.15 zone; cantilever left exposed;C-C formembers and tortes& MWFRSfor reactionsshown; Lumber DOL=1.6D plate grip , DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load namcnarrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 lot by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsi. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift at)olnt(s) except gi=lb)11=952, I 18=882. 6) "Semi -rigid piichbreaks Induding heels" Member and fixity model Was used In the analysis and design of this Russ. �WAANWG-V Jytlw pmmmemrsa dC DNDrES ON TIUS A— MrrENeEFENANLEPA-7,1 imv. 10eYAr69EMRE USE °"Mi61U[ or Mte,oinofaemoooswiny°rrlbhnm»1p`�hoi0nem�dompe°NanE.<0m01o^L cxs WMem.Daf tteWWdaslomrn,Wty^oWMty.oWM eeWWdpf �,a AckMo Wilda r leg Ia and A e nt lxadng MiTek' 1ablcaibn slotaae. delNery, eiecllon a1rJ bacngoflnnsesaM tnnssystems, seeAN51/IPII W911ry CxIMe, DSa-89 ana BC51 fu9awg CemP4nM1 69N Pe1ke Eesl BN4. Safely Ir11o1ma ovoloblefrom11ua Plate IWMe.218 N. IAe Shoal. SAM 312 AlexaxAla. VA 22114. Tairp9, FL M61D 7 64F13 _ _ I 13,.1E 6E-13 6E-19 415 = Scale=135.2 2L1 I1 4011 Mll l� LOADING(W) SPACING- 2-0-0 CS]. DEFL. In (hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO0.43 1 t(,-) IT.- 4-13 19" 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 VeIT L) -0.05 4-13 >999 240 BCLL 0.0 ' Rap Stress Incr YES WB 0.13 Horz(TL) -0.01 3 n/a rVa BCDL 10.0 Code FOC2014/fP12007 (Matrix-M) Weight: 521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, ROT CHORD 2x4 SP M 30 SOT CHORD Rigid calling directly applied or 8-0-4 oc bracing. WEBS 2x4 SP NO.3 WEDGE Left: 2x6 SP No.2, Right 2x6 SP N0.2 REACTIONS. (lb/i i7e) 340710-7-10,1 19010-3.8 Max Horz 1=-161(110) Max Upllfl3=•801(LC 12). 1=-576(LC 121 FORCES. (lb) -Max CompJMwr. Ten. -All forces 250 Qb) orless except when shown. TOP CHORD 1-2=-074/1081, 2.3=467/11087 SOT CHORD 1-4=•7(f&383, 3.4— 7651363 WEBS 2.4=•5=09 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.0pst h=2411; B=16011; L=1001t; eave=l lH; Cal. IC Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Extedor(2) zone; canWever leg and right exposed ; porch left and right exposed;O-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 3) This buss has been designed for a I O.D psf bottom chord live load nonconcunenl with my other live loads. 4) - This Iruss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3$O tell by 2-0-0 wide will fit between the bottom chord and any other members. 5) Pmvida mechankal conmacdon (by others) of truss to bearing plate capable of withstanding 1001b uplift at join(,) except Ql-lb) 3.601, 1=576. 6) "Seml-rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. AMrUvwe•Vxlrx ,,,nPnemwono MD NOTES ONTN6ANO4vCLVOEe4NEKNEFaTANOEYAGEMY14aNV.rp is BEFOREYS6 �� Oeslgl vdldf arorJywiT Mile,Dconnecbrs. TIY�.90 hbased only uparl l Icrnelea Yawn•arch, kx on hdNidual tuAdhgcomponenl not auss system. aelge use.Ita bsN�p deapner must venry the rtppl.conly., de9gr pc—Isr,ondq perly—,r,caleh'N d"gnlnto Nre oveidl blltHng de4gn. aacYxlkxscaledbb gevenibaWlg o(hdNWualha,vrebanc9orcngd mambas N. Addibntx lemlxrayartlpermarenl bracing M!Tek' aolwaysregledfdYaWNYalxllogevenlcoBt>Osawlll,povbl9pgsomlin}rymOgapeMdamage. W,generdOulOu*ceregrndngfi�e lab�albu serape. tlelNery.&Bcibn arW doclnp of auxses and hu.¢systgn4 sseFnsl/IPII Cupsry GNab, OSB-aPaM 8051 auN4:,g Component 6sa4Poke—BN4. Sefr6y WamaNan avotode hen i� Plate ImNtule. 216 N.lae Sheet. Ylte312 Plexandla. VA22514. Tanpe. FL 336t 0 9.7-10 I 16-2-8 r tdi3 7.113 7- 14 Sx6 = W I I aple:3le'>•1' LOADING(psf) SPACING- 2.0-0 CSI. DEFL in (roc) f/dell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.47 Vert(LL) -0.08 6-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Ved(TL) -0.15 6-14 >999 240 BCLL 0.0 Rep Stress I- YES WB 0.33 HorE(TL) -0.04 5 Na Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) 0,11 6-14 >999 240 WeIghC 681b FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP M30 TOPCHORD Structural wood sheathing directly applied or 600 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 1 ".0 oc braUng. WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. gNslze) 5=553/0.6-14, 0=848/0.7-10 Max Horz 8=-196(LC 10) Max Uplltt5=-329(1_C 12). 8=463(LC 12) Max Grav5=553(LC 18), 8=646(LC 1) FORCES. (1b) -Max CompJMax. Ten. -All tortes 260 Qb) or less except when shown. TOP CHORD 1.2=.561/127, 2-3=-6941658, 3-4=-5981658, 4.5=-399/17 BOT CHORD 1-8=344/661, 7-8=-391/534, 6-7= 39l/534, 5-e=391/534 WEBS 2-8=-700/1125, 3.8=39/302 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=3.Opsf; h2411; B=15oh; L=lWit. eave=1I it; Cal. If; Exp C; E.L. GCpi=0.18; MWFRS (directional) and C-C Exte4or(2) zone; cantilever 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 psl bottom chord live load noncencurrem with any other live loads. 4)' This truss has been designed for a live food of 20.Opsf on the bottom chord in of =leas whom a rectangle 3-6-0 tall by 2.0-0 wide vAll lit between the bottom chord and any other members. 5) Provide mechanloal connection (by others) of truss to bearing plate capable of wlthslanoing 1Go Ib uplift at jolnf(s) except 61=1b) 5=329. 6=453. 6)'SemFrigid pltchbreaks including heels' Memberend fixity model was used In rho analysis and design of this truss. A WAANNG- vn1NdWg1perAlsetans A df? ON07Es ON 71p5 ANONCLUDW AMKAEFErIANCE PAGE- IWYt0156EFUNEUSE HF Daggs w71k1 b Ise oNy sNlh Mllelsd caMactoR INSdesign 6 boned oNY uoon papmetep shown, aW & bron !ndlNtlud hulk9rg component not O irWs 6YalOnl. ge(ae use, the bWsbg tlestTrser must veslly Iha c. gcoMtN o(deelgn paometelsontllgogellY hcaporale ttYs design Into Ote overall baNrlg deslmr. goclnO lMkaletlelogovent bucking of lntllvqucl inmwebcM/a ctswtl mamba oNy. Ptldllond tem{wrcry aid l>:rmanenl brsr.Inp Welk' 5clwaYsregJretl (or gabrhyantl togevenicdlopsewimpoa6le persorr0l h;+manrl gopeMtlanWa, fa genera pgdonce re0a6ry1 me Wayj om, dhOOa,delblo,Amct!on NMrxaeingof 18N.tee Steefsyolle 31seaAN91/IW VAMOlterM, DSB-49 and aCSl auliding Campanenl eg0<PaFt=10 Safety lNamgllon rnoltixe M1om lnAs%de bssSahe. 2le N.IAe sheet.5W1a 312 A1exatlla VA22313. ` Torspo, FL 33610 SPECIAL It I 1 600 12 _ � 3x4 = 316 = sz4 II 1e 17rZ1V- US = 3x4= 12 Sx10 = W 11 3x4 II LOADING (PSO SPACING- 2-M CSL DI FL in (loo) VdeO W PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(LL) -0.38 15.16 >999 360 MT20 244/190 TOOL 7.0 Lumber OOL 1.25 Be 0.71 Vert(fL) -0.8.915.16 >522 240 BOLL 0.0 ' Rep Stress Inc- YES W B 0.94 Hont(TL) 0,24 11 rVa Na ' BODL 10.0 Code FBC2014/TPI2007 (Mairk-m) Wind(LL) 0.5615-16 >823 240 Weight: 246 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or.2-13 oc pudins, except BOT CHORD 2x4 SP M SD 'Except' end verticals. 4.17,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling dlrectiyapplied cr 3-104 oo bradng. WEBS 2x4 SP No.3 WEBS 1 Row at mldpt 10.11. 1.18, 16-18, 2-16,10-13 OTHERS 2x4 SP No.3 REACTIONS. (Ibfslze) 19=1425IMechardral,11=1425/Mechmical Max H_, =59(LC 12) Max Up01119:59 S(LC 12), 11- 870(LC 12) FORCES. Qb) - Mm Comp.Mlax. Ten. -All forces 250 Pb) or less except when shown. TOP CHORD 1.19-1357/1171,1.2- 2192/1741, 2-20=-0233/3327, 3-20=-423313327, 3.21=•4233f3327, 4.21= 4233/3327, 4.5= 428643302, 5-"737/2940, 6-22=30412467, 7-22=-3041/2467, 7-8-2206/1782, 8-23-2205/1782, 9.23=-2205fl782, 9-10-2208/1797, 10.11- 1342/1184 BOT CHORD 17-18-197273, 4-16=-3161343. 15-16--3562J4449, 14.15=-2723/3403, 13-14- 2467/3041, 9.13=390/51S WEBS 1-16-1947/2458, 2.18-1290/1225. 16.16=-1668/1986, 2-16=-16752160, 6-15-1026f1536, 6-15=-1233/1703, 6.14= 455t341, 7-14-177/428, 7-13= 1061/868, 10-13-2008/2466 NOTES 1) W(nd: ASCE 7-t0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=3.0psl; h=24fC B=150h; L=100f: eawe-llf; Cat. II; Exp C; End., GCp1=0.18; MWFRS (dimotione) and C-C E*690T(2) 0-1-12 to 9-8.15, lntedor(1) 9.8-15 to 20.6.1, Extedor(2) 20G-1 to 30-1-4 rona;C-C for members and forces 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water cording. 3) This buss has been designed for a 10.0 psi bottom Chord live load nonconcument with any other live loads. 4)' This truss has been deslgned for a 11" load of 20,0psi on the bottom chord In all areas where a rectangle 3.6-0 tali by 2-" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechMcal connection (byothers) of truss to bearing plate capable of withstanding 100lb uplift at)dnt(s) except Qt=lb) 19=856, 11=870. 7)'Sami•11gid pitchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. Q WAANWG•Ven4'WMgopavn41en:4n4AEA0 NOTEe ONTNIeAN01NCLUOFO NA£KAEPERANCE PApENR-7d>9ny. /a032afEBEFOAE USE �� oeskn vdltl Iw use oNy NAr NJlek®conneclols.IbYdesiUn t bated crxl' upon pWanRterssMWn, sMafoton IIItlMAsd drttlm0 compalenl. rot a Mm sy4em. Bebretae, tIW dskibp desloncr must venN the oprAksielly o/daAOn Tuan0leA.fmd popexY Incolpaale in tlesi0n Into ireovelaB a dw�"Qays re4AetlBq sta°d�Bly qa Mc"wl� Iwn°Iln picv" do�po itlwW M/7p1o�T' =%Oe�iter�UJ�kna�aM pomsvleni Ds aeln0 Miiek' fcdxkalbn sbrsrao, desvem esecllon and bloclw of 1—o and hum systems s Nstrl?n GueBli, Cda la, DSB2 as14 M151 BuB0kii, Collmo t 6901 Poiko En31BM4. Sant, INolmaddl mosoble from Truss Rale kl Ul 218 N. us Sheet. Bxte 312 Alexondlu, VA 22314. T W,. FL 33610 I Scale=1:703 3.4 II sxs 4xe = exe = 9x4 11 3w1 II LOADING(psf) SPACING- 2-0-0 CSL DEFL. In W Udell L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.26 -TC 0.75 Ven(LL) -0.25 15-16 >999 360 MT20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(TL) -0.63 15-16 >734 240 BOLL 0.0 • Rep Stress (net YES WB 0.81 Hoa(TL) 0.20 12 Na n(a BCDL 1).0 Code FBC2014/rPM7 (Matdx-M) Wlnd(LL) 0,3816.16 >999 240 Welghb 2481b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 319.15 oc purlins, except BOT CHORD 2.4 SP M 30'Except' end vern " 5-T7,10-13: 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 4-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 11-12,16-18.4-16, 11-14 SLIDER Left 2x6 SP No.2 2.6.0 REACTIONS. (lb/size) 1=1431/Mechanical, 12=1431/0-7-10 Max Horz 1=327(LO 12) Max Upl9t7=838(1-0 12),12=894(LC 12) FORCES, (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=b08/171, 2-3>2331/2092, 3-4= 2242/1987, 4-23= 3256'2959, 5-23= 325612959, 5-24=-3204Y2980, 6-24=32M980, 6-7=-29M574.7.26=-268OP362, 8-25=-2689/2362, 8.26=.1766/1559, 9.26=-1788r1559, 9-10-1788/1559, 10.27-1789/1569, 11-27 =-1789/1569, 11-12= 1353/1238 . SOT CHORD 1 -18-2142/2054, 5-16=361/462, 15.18=3041/3397,14-15=-2071/2314, 10-14-38WSIO WEBS 3-18=12W76, 16-18o-18D3/1860, 4.16=-7314/1539, 6-16=-291/128.6-15=-1585J1508, 7-15�933I7138, &75=-457/594, 8-74=-827/801, it-14=-1g0412719 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vaa=160mph (3.second gust) Vasd=124mph; TCDL-4.2ps1; BCDLw3.Opst h=241t; B=1600; L=100ft; eave=1 lit,, Cal. 11; Exp C; End, GCpl=0.18; MW FRS (directlor l) and C-C Exterior(2) 040-0 to 18-7.3, Mlerior(1) 18.73 to 22-6-1. Exterior(2) 22.6.1 to l 32-1.4 zone;C•C for members and forces & MW FRS for reactions shown; Lumber DOL=7.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf boltom chord live load -concurrent with any other Ilve loads. 5) - This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-e-0 tall by 2-0-0 wide will f0 between the bo0om chord and any other members. 6) Palm to girder(') lot truss to truss connections. l 7) Provide mechanical connection (by others) of Imss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=838, 12=894. 8) "Semkrigld pilchbreaks Including heels" Member end fixay model was used In the analysis mid design of this truss. �WANNWa•VYNfy Getlpn perAmelers an4afAa NOfEe ON 11Ne ANe INCLBOEa AIlIEK nEFENdNLEYdGEMM1]AlJ rev. leNYfeIf BBFOB£Be£. %AM �dimsy�siemi. 3efg9tlu 5WtlMNbn tlhQ fleshBm,ni veiM OppIICOW�h�tles�lOnl�omelersaW prhopeM ome+ola lyd�IGv50n hio iho tovora:l t buYdrg deLOn. aoch9lndcaledill. wovent lwclJl,yolarNVlrlenl trusiweo MU/w<hOrd membetsaYv. AdOltorvH tempaayaWrxm,Gnenl broom MIT@k b always regWredfor slablMN and to txovent copo{ae wltnp06Ml:b penulgl Vary and aoperlYdOmG9B. for Den dfxxo ce reooedlrp he (tbdcatbn storope,delivery, ereclltm and bating of In,ssssantl aussy¢temx aeeAN'NWI74xraON GYlledq D'a•69aM KSI aulidn9eom and 6904 Pe,Xa fast BNd. .rylntom-avoiWe lrom7-Ptale t-1,-, 218K 1¢e'aeefaufe= NexarKkIMVA22314. Taepa:fL 33610 5-8-s I It-0O I ' SiFS 64.•11 272-0La-1 2-01 38-9-125111 I ( 111-2 Scale =1:70.3 3.411 4x5 = &S = — 4.10 11. 3x4 II mrlo = 3.4 II 3x4 II LOADING(psl) SPACING. 2-0-0 CSI. DEFL In (ioc) Vdeg Ltd PLATES GRIP TCLL 20.0 Plate Gtlp DOL 1.25 TO 0.71 Ved(LL) -0.24 12-13 >999 380 MT20 244/190 TCDL ZO LumberDOL 1.25 BC 0.65 Ven(TL) -0.6D 12-13 >773 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.17 10 nla nfa BCDL 10.0 Code FBC2014/TPI2007 (Malnx•N) Wind(LL) 03213-ib >999 240 Weight: 2551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplled or 3-9-12 oc purllns, except BOT CHORD 2x4 SP M 30 'Except' end vartlCals. I 5-1"-11: 20 SP N0.3 SOT CHORD Rigid calling directlyapplled or4-83 oo bracing. WEBS 20 SP No.3 WEBS 1Row at mldpt 9-10.5-13.7-13.7-12.9-12 SLIDER Left 2x6 SP No.2 2.6.0 REACTIONS. (Ib/sl2e) 1=1431/MechaNca1,10-1431/0-7.10 Mex Horn 1=386(LC 12) Max Uplifts-828(LC 12),10-9D4(LC 12) Max Grav1=1475(LC 17). 10=1431(LC 1) FORCE& (lb) -max Comp.IMax, Ten. -All forces 250 (lb) brim except when shown. TOP CHORD 1-22-512/358, 2-22- 495)390, 2-3=-2"MO24, 3.23— 2152/1876, 4.23-2087/1885, 4-24-27292512, 5.24=-2723r2512, 6-25=-271&2346, 6-25=-2716/2346, 6.7-3116/2713, 7-26=-1505/1343, 8.26=-15D5/1343,8-27-15D3/1344,9.27=•15W/1344, 9.10- 1354/1262 SOT CHORD 1-17-215S2179,16-17-2155/2179, 5.14=3491345, 13-14-26062771, 13.28=-191612143, 28.29=-191612143, 12-29=-191 W143, 8.12=-447/574 WEBS 3-16-289/395,4-16=-329/339,14-16=-18=1933,4-14-1185/1344. 6.13-1612/1492, 7-13-159BAS16, 7.12=892/782, 9-12=4701/1896 NOTES- 1) Unbalanced roof Ila loads have been considered for this design. 2) Wind: ASCE 7-10, VUlt=160mph (3-seooM gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst;, h=2411; B=15DIb L=1dell; save=71it; Cat- 11; Exp C; Encl., GCpl-0.18; MWFRS (directional) and C-C Exledor(2) 0-0-0 to 9-7-3, Inledor(1) 9-7-3 to 11-0-0, EMerlor(2)11-0.0 to 20.7.3, Inledor(1) 22-6-1 to 38-8-0 mne;C.0 for members and forces 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drains's 10 prevent water pending. 4) This truss has been deslgned for a 10.0 psl bottom chord live load nonconcuneni with any other live loads. 5) - This truss has been designed for a live load of 20.Opsi on the bottom chord In all areas where a redangIs 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except lit=lb) 1=828, , 10=904. 8)'Seml-rigid pitchbreaks Including heals' Member end fixity model was used in the analysis and design of this truss. A W4RNM'e- Vallyeexlgeparamererse RMD NOTES Orr MISMD M LUOED Umet FEaANCEFAGEWM3 rev. 1a93/NISHEPoHEr/BE De40n v01W for use oNy vAU Nlrelt®conr,eclors. ihLc tleslDn 50asa0 orvyupon pdamalen Ywwn. antl a fa on htllY.Wal nuIItlB10 component, not �� ahrBetas ua.lhe Wlltlinp 0eslpner must velar me anWkGLMIn o10G0n pOrOmelew and pope4r ex;orpa0ie 1nls AealUn Into the overdl udnodcgg seven. a cew nr_*w fors "v and a prevent oouot*e wllh pot Peraralh}xy0%pWpenycWnada. "DTZ9a101yuWrce repadt9 ins MIT@k' I0Mk0ibn a—U., dellveW. erecxonand 5racind of Inaoes aM 8rm s}slemxsae,1N31/WIl CudBy CMerIO, a9B-09 a,W BCV Bww g Companenl 8901 Ni. Eoc1 BNtl. svely INorm , avdlode Ban aim P ,[Witure. 216 N. Lee street SuM31Z N n0110 VA22314. Tenpe.FL 33610 �., Lumber design values are in accordance with ANSI/TPI 1 section 6.3 I These truss designs rely on lumber values established by others. I'IiTek® RE: 74497-20005 Southern Star MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GROUP ONE CONSTRUCTION Project Name: 20005 SOUTHERTIafA6ocie�: Lot/Block: Subdivision: Address: 20005 SOUTHERN STAR City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code' FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 119 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this Index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date INo. Seal# I Truss Name Date 1 T11891061 A 8/22/17 18 T11891078 4 8/22117 2 T11891062 A2 Owl 19 T11891079 1 G5 8/22/17 3 T11891063 1 ATA 8/22/17 120 1 T11891080 1 G6 8/22/17 4 1 T11891064 10 8/22117 21 1 T11891081 G7 8/22117 5 1 T11891065 1 Di 8/22/17 22 T11891082 1 G8 8/22/17 6 1111891066 02 8l22/17 23 T118910831 G9 8/22117 7 T11891067 D3 8/22/17 24 T11891084 1 GR5 8/22117 8 1 T11891068 04 8/22/17 25 T11891085 GRA 8122/17 9 1 T11891069 D5 8/22/17 26 T11891086 GRA1 8/22/17 10 1 T11891070 D6 8/22117 27 T11891087 GRC 8/22/17 11 T11821071 D7 8/22/17 28 T11891088 GRD 8/22/17 4T11891072 E 8/22/17 29 T11891089 GRE 8/22/17 13 T11891073 F 8/22/17 30 T11891090 GRF 8/22/17 14 T118§1074 G 8/22/17 31 1 T11891091 GRFt 8/22/17 15 1 T11891075 G1 8/22/17 32 T11891092 8/22117 16 T1189107R G2 8/22/17 33 T11891093 GO GRH 8/22/17 17 T11891077 G3 8/22/17 34 T11891094 GRK 8/22/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. Date: �.34869 � August 22,2017 Lee, Julius 1 of 2 cos sae I I I Scale =1:69.4 e a — 3.411 05 = is " 16 15 14 '• 12 "` 1110 3x4 11 4x6 3x4 = 318 = 3x4 II 3x6 = we = 3x6 II 3x6 LOADING (psp SPACING 2.0.0 CST. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ved(LL) -0.15 14-15 >999 360 MF20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ven(TL)-0.3614-15 >999 240 t BOLL 0.0 • Rep Slress Mor YES WB 0.71 Horz(TL) 0.10 10 We rVa BCDL 10.0 Code FBC2014/FPI2007 (Matrix-M) Wind(LL) 0.2114-15 >999 240 Weight: 276 It, FT=20% LUMBER- BRACING- I TOP CHORD 2R4 SP M 30 TOP CHORD Structural vx10d sheathing directlyapplied or 8.10.9 oc purflns, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 20 SP No.3 80T CHORD Rigid ceiling directly applied or 4-10.1200 btaNng. SLIDER Left 2x6 SP No.22-6-0 WEBS 1 Row at mldpt 9-10,6-12.7-12.7-11.9-11 REACTIONS. gb/slze) 1=1431JMechanical, 10=143110.7-10 Max Horz 1=445(LO 12) Max Upllttl=-817(LC 12), 10=916(LC 12) Max Gravl=1572(LC 17). 10=1577(LC 17) FORCES. (lb) - Max. CompJIYI . Ten. -All forces 250 gb) or less except when shown. TOP CHORD 1.2=.5241257, 2-23=-2578r1936, 3.23=-2550/1954. 3-24-2241/1725, 4-24=-2151M 741. 4-25=-2175/1783, 5-25=-2175/1783, 5.26= 2175/1783, 26-27= 2175/1783, 8.27-2175/1783, 6.7=.1821/1434, 7.28— 103SM51, 8.28=-1035/851, 8-29=-10351851, 9.29-1035/651, 9-10=-1459/1279 BOT CHORD 1-18-2146/2356, 17-18-2146MM6,18-17= 2146/2356, 16-30-1718FL009, 15.30=-1716rd009, 1531-1638/2026, 1431-1638/2026, 13.14-1639/2023, 12-13-1639/2023, 12.32-1337/16% 1132=1337/1656 WEBS 3-16=-424J524, 4.16— 2651434, 4-15=-2251414, 5-15=350/463, 6-15=327/268, 6-12=-1351/1101,7.12=-1038/1440,7-11=.1040/813,8-11=3831502.9-11-1392/1689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psh BCDL=3.OpsF h�41h B=1509. L=100ft,, gave=l lit; Cat. II; Fay C; End, GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0.0-0 to 9-7-3. Interior(1) 9.73 to 1300. Eldedor(2)13-0-0 to 22-7-3. Intedor(1) 24-6.1 to 38.8-0 zone;C-C for members and forces & MW FRS 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 nonconcument with any other live loads. 5) • This Truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6U tall by 2-0.0 wide will 1 Ill between the bottom chord and any other members, with BCDL =1 O.Ops1. , 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb)1=817, 10=916. 8) •Semi -rigid pltchbreaks including heels* Member and fixity model was used in the analysis and design of this truss. Q WAILIWG-wdry tlexlgn yelem9rero antl REAO NOTEa ONTH54NO MLLUOEO N/rEKAEFFRANCE FAGEM414T4 m.10601416 BEFORE OaE 61+,im�9y5h3m BelerorNReWlfmieMW'N c,rx Goer mud vaA/py+llw appkahelN dtl amele0 dxx4n. andefer anlMMdrd tw9alq cromponeni. not d4tlhtpdeslgtt bath; Mkatetlkto lxeveni WCWnp olltWlvldtgl ltwwebuM% C+o hartl mem�beR ol�l 9oMolem�hpamy�tlpe�manentt N-Ing b alwoya regaled brrbbBty aWto povErnlcollapxewllh Feeble perrendlot+Ymxl P9PamdanWo. ka gmerrl guldmcer umd8le MiTek' labrkalbrt ebropa, delNe+Y, ereceonoho Mochp of alascaantl Inm xwiems SeeANSgIRi ovmN Criteria, 0sB49 wW BCSI Bu9Extg Cempertwtl 6904 Patk4 Et BM4. SoleN Ir4ermaeon ovoloble here True, Rate WShRe. 2le N. lee Street. Stxte 312 Aex Va VAM14. Tmrpe, FL 33610 e-13 tbfld 2084 I 26d-5 ( 2835 I 337-2 I 5.90 2d0 fi-1-14 1b Seale = 1:69,2 314 = 4x5 = 60 ax4 If 5x _ 7 P6 a 279 17 1. 15 a9 14 " " - 12 " 11 10 "to II 3x4 II 41 3x4 - axe = 4x6 ^ 4x8 = 4.4 = 3x6 I LOADING(psO SPACING- 2-0.0 CSI. DEFL to 000) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DO 1.25 Tr If Vert(LL) -0.19 12-14 >999 360 MT20 2441190 TCDL 1. Lumber DOL 1.25 SC 0.54 Verl-0.4412d4 >999 240 BCLL 10 ' Rep Stress Incr YES WS 0.88 Horz(TL) 0.09 10 nla n/a BCDL 10.0 Code FBC201,b TPT2007 (Matdx-M) Wind(LL) 0.1915-17 >999 240 Welghl: 277lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood shealNrg directly applied or 38 0 oc pudlns, except BOT CHORD 2.4 SP M 30 end veNCals. ' WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 4-11-14 oc bradng. SLIDER Left 2x8 SP 2400F 2.0E 2-6-0 WEBS 1 Row at midpt 9-10, 3.15, 6.12. 0.12.0.11, 9.11 REACTIONS. gb/Slze) 10=142810.7-10,1=142806-ia Max Horz 1=502(LC 12) Max UplIIt10- 927(LC 12),1-802(LC 12) Max Grav10=1629(LC 17). 1=1506(LC 17) ' FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 707/315, 2-22=.257&1839, 3-22=-2467/1852, 3-23-213W1561, 4.23=-2D5WI584, I 4-5= 194Wl536, 6-24-1943/1536, 24-25-1943/1536, 6-25=-1943/1 SM. 6-7=1503/1141, 7-26=-1349/1068, 8-26-1349/1068,8-27-786/644,9-27=-796/644, 9.10=-1526/1303 BOT CHORD 1.17= 2127/2364, 16.1 1282362. 15.16-2128/2362,15-26-1622/1903, 1428-1622/190it, 14-29=-135111872, 13-29= 1351/1672, 1330=-1351/1672, 12-30-1351/1672, 1231-644l796, 11-31--644/796 WEBS 3-174*67. 3-15=-&a 5S33, 4-15=323/508, 414=-122265, 6-14-345/462, 6.14---4561502, 6-12=-128&1116, 7.12=-289/488, 8-12=37811141, 8-11= 1258/1189, 9-11-1322/1634 NOTES- i) Unbalanced rod live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.0psf; h=2411; 8=15011; L=1001t; eave=1lit; Cat. II; EXPO; Encl., GCpl--0.18; MW FRS (directional) and C-C Exledor(2) 0-0-0 to 9-7-3, Intedor(1) 9-7-3 to 14-1 l-4, Extedor(2)14-11-4 to 24-6-7, Interior(1) 26.5.5 to 38.7.4 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pond ng. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit batmen the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connecllon (byotheM) o1 INSS to bearing plate capable of withstanding 100lb uplift at jolm(s) except 01d1o) 10=927, 1=802. 7)'Seml-dgid pitchbreaks including heels' Member and fixlly model was used in the analysis and design of this truss. Awaxwo-Vs4yWs peex4llMa4aEPaMa7EaON7w54NOW0l pmMREXREFER4NCEPA9EM4]4TJm.r69YI4iSeEFOFEUSE 191' DeAOn w4Yf IIX use ahoy1NTL4rek®apn='. This ded0nblxls "nit pon pamneleashawn, ontlalamA1dlNtllld bultlbp eolnponent.rot iluN sy tom. BelIXe LL1e. inB burdna tlesl0nar mull venry Ifu: oCplka[YiN oltle49n parameters ant popply IncolWrale IMsdesl0n Wo The-dl WAIdMi desl0n.aac4s91rdk:oletlbio lxevent bucklhgdlrcllvHud l�uw weD otM/IX ctwld memSarsoMy. Addlbrgl,:Mh yantl fx'.-m-nl braealp �)'e1t' a dway5socluhetl for SlabPeyaM to gevenlcd,,, a wllnposlnlo pMsorx4fn}ny antl/Vll Quallit, S1 BWMiftgC the ON lfts Eost ftd. IOtMcalbn. staa9e. tlellvery, efectlon Into of plmmesax-1 W1931..Ale /do VA223 CMvia, OSB-69 oho BC51 BMMing component Teapa.%93610 S91aN IMormotlon avdade Irorn inm Plate hsflMe, 218 N. Lrw Street, 9ee312 PleoMx146 VA2231d. 7xIOMT11 2-0-12 6.2d 10.412 t8.1 22100 ?&65 805-b 3CJ-2 32.9-0 2-0.12 41b 41-0 e•74t 610-12 6.7d 241-0 d-1-14 4.1.14 swe=t:ns 6x6 3x4 II � = 4x4 = M. 3x4 II sxa = a 10 it 7x10 = 17 M 1s '- 13 -" 12 20 3x4 II 414 = 818 = 4x9 = 6xa = a.08 12 Is LOADING(psQ SPACING- 2-0-0 CSI. 'EFL In goc) JIM Ud PLATES GRIP TCLL 20.0 Plate Gtlp DOL 1.25 TC 0.73 Ven(LL) -024 1619 >999 360 MT20 2441190 TOOL 7.0 Lumber DOL 125 BC 0.63 Ven(TL)-0.701619 >657 240 MT18HS 244/190 BC LL 0.0 ' Rep Suess Inc, YES W B 0.92 HOrz(TL) 0.28 12 Na Na BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.3818-19 >999 240 Weight 3011b FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9.14 oc Iwnkls. except BOT CHORD 2.4 SP M 30 •Except• end verticals. 5.17: 2x4 SP N0.3 BOT CHORD RIO ceiling directly applied or 4.614 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 11-12, 18-18, 618, 618, 8-I6, 7-15, a-15, 1-20,1.19: 2x4 SP M 30 8-13,10.13, 10-12 REACTIONS. (Iblsize) 12=142310-7-10, 20-1425M-614 Max Hotz20=568(LC 12) Max Up1lltl2=•940(LC 12), 20=-785(LC 12) Max Grav 12=1642(LC 17), 20=1592(LC 17) FORCES. gb) - Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-5243/4515, 2-3= 512514545, 3.21=.295212154, 421= 287e/2167, 4-5= 2B70/2169, 5-8=-3028/2453, 67=-1899/1911, 7-22=1899f1311, 22.23=•1�9/1911, 623=•169911911, 69= 1203/860, 9-10=-1075(8E8, 1-20=•1705/1499 BOT CHORD 1619= 297&3276, 5-19=-393/592, 1624=-1501/1773, 1624=-1501/1773, 74-15= 108&1369, 14.25-108&1369, 25.26=•1088/1369, 13.26--1088r1369, 13.27= 489/582, 27.28=4831682,12.28=-48:U682, 19.20= 957/470 ' WEBS 3.18=-654/820,18-18= 1439/1727, 618= 142&1471, 616= 91/257, 7-15=-347/459, e-15- 595/665, 613=-1300/1139, 9-13=-207/377, 10-13=-93&1331, 1612=-155311301, 3.19= 1974/1760,1.19=38281"77 NOTES• 1) W Ind: ASCE 7.10: Vtdl=I60mph (3•second gust) Va%d=124mph; TCDL=4.2pst; BCOL=3.Opsl; h=24fl; 8=150fF L=100f1; eave=1111; Cal. 11; Exp C; Encl.. GCpF-0.18; MW FRS (dhoc9onel) and GC Exledor(2) 01-610 9.8-10, Interior(l) 941-10 to 16.11-4, Exterlor(2)16-11-4 to 26.67, mteflor(1) 28-5-5 to 30.5.5 zone; cantilever left and right exposed;PC for members and forces 8 MWFRS for reactions shovm; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. j 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 tell by 2-0-0 wide will 9t between the bottom chord and any other members, with BCDL=10.Ops1. 6) Bearing at Joings) 20 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity , of beadng surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except gt=1b) 12--NO, 20=785. 8)'Seml-dgid pitchbreaks Including heels- Member and fixity model was used in the analysis and design of this truss. ,k=Ma. wxeY Nan ,xr ,MMdflFAD NOTE3ONTHlSAND4/DLUDED MREKAEFERANCEVAGEM61419 m.IBG6^AISBENRE USE. DeBOn vdltl br ue oNy Win MaekB connectors.11ilso'e90n k basetl oMy upon puometersstwwn. antlk br on mtlMWal buAtlhp component, not Inns vy4e t. BergeI%e. Ina Wlltllnp tlexlBMr mUsf vexN 1. aPpco=bnry orae4Dn paraneters oro rx perlY 61Wmorota mk tles-0n Intotheo wc1r ouuaro aelan. aocxplMkaiedkto pevantlwcxxno alntlMwK4 ouaweo a„wa crx,ra memlxn ,Iv. AuolvorxA temt>ormvond pem�wnt lxachD MiTek' k alwo'ya regaled forDgbalyaMloprevemcdlgrse Wm Poswlepv,uwol ,xxJ opedydomo0e. Wr genera 0�ltlarce,eOo,txn0 x,e 4904 Parke Eovl and. 1Oblcalbrtiblp90. tl44yerY. erection and OioelnD of lnmeaond 0uc4yxlaml seeAN4gIRl Cualry Gderla, DSB-89 arM RC61 Bu1tling ComporreM Tv FL 33510 $eery 1.I= epn cYdWbe tore Taw; Rate Impxrle.218 N. lee Saeet.3Jte312Alexo,xSta vA 22314. ^9v- 7xIOM111 32.55 RB1R I 824 I 16312 13)e 1611i ItBlti( 246I 1 3655 3R1-611 389-0 2-01R 41A 4-18 3513 3313 1-"IM-1 S9-0 SA-0 1-0-1 Vill 0315 Scale= 1:79.1 6a6 = dz5 = Sa6 cooFT U4 11 6xe = 1112 13 7x10 = 21 20 195a12 = 3r8 = W = 15 14 &oe 12 24 3.4 11 4x10 = 3011 so 11 8xa = R LOADING(psQ SPACING- 2.0.0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1%, TC 1.13 Vert(LL) -023 22-23 >999 380 MT20 24M190 TCDL 7.0 Lumbef DOL 1.25 BC 0.62 Vert(TL) .0,68 22-23 >675 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr YES W B 0.91 Horz(TL) 0.32 14 n/a We BCDL f0.0 Code FBC20141TP12007 (Matrix-M) Wlnd(LL) 0.3722.23 >999 240 Weight: 328 lb FT=20% LUMBER- BRACING- I TOP CHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 2410-9 oc pu0lns, except DOT CHORD 2x4 SP M 30'Fxcepr and Vertices. 4.21,7.19,11.15: 20 SP No.3 BOTCHORD Rigid ceiling directly applied or 4-0-11 cc bracing. Except: WEBS 2x4 SP No.3'Excei IRow at mldpt 7-18 13.14,1-24,1-23: 2.0 SP M30 WEBS 1Row at midpt 13-14,6.22.8-18. 8.17.9-17,10.17, 10.16. 13-16.6.20 REACTIONS. (ID/size) 14=142010.7-10, 24=142810-6-14 Max Horz24=617(LC 12) Max Uplift 4-957(LC 12), 24=-768(LC 12) Max GraV 14=1582(LC 17), 24=1596(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Pb) or less except when shown. TOP CHORD 1-2=-5094/4490, 2.3=-4976/4510, 3-26= 2931/2082, 2526=-2867/2073, 4-26=-2859/2077, 4.5=-289712178, 5.6=-284WI85, 6-7=-2224/1666, 7.8- 2225/1775, 8.27-1635/1258, 9-27-1635/1258,9-28=-1635/1258, 1028-1635/1258, 1041=-979/729, 11-12-839/738, ' 12-13=-874/715, 13-14=-1503/1329, 1-24=-1614/1455 BOT CHORD 22.23=.2995/3288, 4.22-187/274, 18.29=-1527/1779, 29-30>1527/1779, 17-30=.1527/1779, 17.31-943/1153,31-32-943/1153, 16-32=-943/1153, 23-24-952/320 WEBS 3.22-686M74, 20-22-17511 081, 6-22= 129811445, 8.18=A58/t013, 8.17-2361342, 947-357K72,10-17=-74aM7,10.16=4403/1155, 323= 1991/1813,1-23-4001/4571, 13-16-1328/1626, 6-20a1201/1095, 18-20-1785/2144 NOTES- 1) Wired: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCOL-4.2pst BCDL=3.Opsl; 4=241% 8=150f1; L=100N; ee 1lh; Cat. 11; Exp C; Enc1„ GCpI=0,18; MWFRS (dlnactlonap and C-C EMedor(2) 41-6 to 9.8.10, Intedor(1) 9-8-ID 1018-11-4, Exied0r(2) 18.11.4 to 28-6-7, trdedor(1) 30-5-510 32-5.5 zone; cantilever loll and right exposed ;C-C for members and forces & MW FRS 1a reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) From. adequate drainage to prevent water pending. 3) All plates are M720 plates -Noes olherwlse Indicated. 4) This truss has been designed for a 10.0 pst bottom chord live load norconcument with any other live loads. 5) • This buss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 7) Provide mechanical connection (byothem) of truss to beading plate capable of withstanding 100lb uplift at join(s) except Qt=lb) 14-957, 24=768. 8) -Semi-dgid pitchbreaxs including heels' Member end fixity model was used In the analysis and design of this truss. QWARRMG-Verify Ceslgepewnaf«aw4REAGRG)Ee GRrRI3ARa LUUEUMr/ERREFERAWEPAGEYO-1d73mv. 1GIXUf0168E£GREUSE �� �imnmteml: eei«.aw04wbulBaus'One, must m1Rwarpl cl a�GaYlYo tl1a�meUfers alMaeln 1e d0ilnlnothe eve ail Mntltxl XQr, a.hGxrelCeledls to«event txteOW olhdrowud hus webaM/orehorU member[aaJY. Adtlll«w lemp«ory orW pennalent txachg Welk' o ONmyc re9�tred t«slad6v awloaevenl eonov,e wln,Iw�R,+e oers«xL hFnvmunroPoM�nwo. f«oen«d crLuawereGamnp xre r %wlrdeAve. ft— ren Ontl Milt.. l18 N. ntl-1 Wte31 reeAN51/flit Cemry CMMa, DSa-h9Ontl BCSlaWtlhp CompaneN a904PaFL East OMtl, Sanity IMormaaa, G+dbde hOm ir,as Fbla 4u1111Ao. 216 N.lao Sheet. SWie 312 AlexOne4a VA22314. Tartpn, FL 33610 7x10 Mrel 33.13 3.11-ib S-7•IS b63 a.1-15 Sx8 = sx4 II 9.s = 4.s = 6.00 12 _ .. h10 = 20 to 186.12 = are = 14 29 3x4 11 4.10 = mA 11 3.4 11 8.06 72 1/169f091 Sode-1.782 bs = LOADING(yst) SPACING- 2-0-0 CST. DEFL- in 000) Udall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.72 Vert(LL) -0.39 16.17 >999 360 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.62 Ved(TL)-0.8716.17 >530 240 MT18HS 244119D BCLL 0.0 Rep Stress [nor YES WB 0.93 Hoa(TL) 0.31 13 n(a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.3721-22 >999 240 Weight: 3201b FT.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 2i-i" oo purlim, except SOT CHORD 294 SP M 30'Fxcept• end ver8cals. 4-20,7.18,11.14:20 SP No.3 SOT CHORD Rlgidcetffngdlmtfyappliedw4-1-1ocbmdng. Except WEBS 2x4 SP N0.3'E=ept' 1Row at mldpt 7.17.11.15 12-13,1-23,1-22: 2x4 SP M 30 WEBS 1 Row at midpl 12.13, 6-21, 8-17, 8-16, 9.10. 11.16,12-15, 8.19 REACTIONS. (lb/size) 13=1420/0-7-10,23-142&0-6-14 Max Holz 23=617(LC 12) Max UpIIb13=967(LC 12), 23=a66(LC 12) Max GMV 13=15690.0 17), 23=1615(LC 17) FORCES. (lb) - Max. CompJMax. Ten, - All forces 260 (Ib) or less except when shown. TOP CHORD 1.2-516314141. 2.3=-5034/4463, 3.24- 29772024, 4-24- 2905/203t1, 4.25- 294012133. 5.25- 29272135, 6-6- 289512141, 6-7-2277/1658, 741-2337/1845, 8-26=-1409/1120, 9.26=-1409/1120,9-10=-1409/1120, 10-27c1409/1120, 11-27.-1409/1120, 11-12=-0891740, 12.13=-1501/1338,1-23-1632/1440 BOT CHORD 21-22=-295&3332, 7.17-256/378,17.28=•1352/1608, 28-29-1352/1608, 16-29--1352/1608, 1650=-740MB6, 15.90- 74&892, 11-15-1221/1153, 22.23=-823/320 WEBS 3-21-688/871, 19-21=-1733/21/5,6-21=-1293/1463,8.17.-995/1220,8-16- 405/472, 9.16-316417, 11-16=-777/1058, 3.22-198&1622, 12.15=-136W1635, 6,19-1243/1077, 17-19- 1745/2260, 1.22=.9957/4625 NOTES- 1) Unbalanced root Ilve loads have been considered lorthls daslgn. 2) Wind, ASCE 7-10; Vuit=160mph (3-secend gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=241t; B.1508; L=1008; eave=lift; Cat. 11; Ely C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerlm(2) 0-1.6 to 9-8-10, Inlerior(1) ".10 to 20-11-4, EMedor(2) 20.11-4 to 30.6.7 zorle; cantilever tell and right exposed ;oC for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gop DOL=1.60 3) Provide adequate drainage to prevent water pondirg. 4) All plates are MT20 plates unless otherwise Indicated. 5) This loos has been designed for a 10.0 psn bottom chord live load nonooricurrent with any other live loads. 6)' This teas has been designed Ior a live load of 20.0p o on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-D wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Beam g at )olnt(s) 23considers parallel to grain value using ANSLITPI I angle to grain formula. Building designer should verity capacity of beadingsudace. 8) Provide mechanical connection (byothers) of louse to bearing plate capable of w4thstandng 10D Ib uplitl at )obi(s) except Qt=1b) 13=957, 23=768. 9)4Semi-rigid pftchbreaks including heels• Member end fixity model was used In the analysis and design of this truss Q wAAN1w0-Verlrydeden,-11--1BV-nEs ON TIIIe ANOINCLUpEO N/]eKNEFFA4NCE FdOEMLL]I]3mv. 16111^1015BEFOBEa5E. �iR DeY9n WWlor use oNywlin Mrtek®conraclors. AJsdeslpn 6lxaBtl oNYapoO paanelerss0ovm. antlhfa an AMMoual b.11dllxl component rot -ts'!G•]YnN■ tnlsssyllem. eoloin um,llvl bWNre deLda01 must venN the ogglta511N oldosldn poramelers and properlY4scorpoora'wd Bdn-w ove.1 bJIdrK7 desldn. &achd LrJcgtetlbto prevani buclarpolMMWlm lns5webaM/a chord membenonly Addllomlremporary antl pelmo1N11 baling MiTek' k alwaYS leW4etl nor slawliN asdbpovanl t011(pse won poasde persoml NlVrY acid etl, lnmaystems. seedNflp canCaMpeen. al,oOl3gBe-n89ermoldddBdCm51 Wce Gn9ComNpTen690PakeBH. eIoMktyaINliomnooavdolloMWW.rremTlm andM='1211`MN.reMd VAM1d. Torye, 11 -10 I I1 y6= sae=1:7a7 3x4= Jab= 4fi8= 4.5 8.0012 8 � 7 8 2] 9 1 0 3x5 3x4 11 am I I _M LOADING (par) SPACING- 2-0-0 C81. DEFL In Q.) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ved(LL) -0.1517.16 >999 360 MT20 244A 90 TCDL 7.0 Lumber DOL 1.25 BC 0.73 VBrt(TL) •0.4117-18 >099 240 BCLL 0.0 ' Rep Stress Ihor YES W B 0.93 Horz(TL) 0.12 11 n1a rVa BC DL 10.0 Code FBC20141TPI2007 (Matrix-M) Wlnd(LL) 0.2315-18 >999 240 Weight: 311 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapptled or 3-9-11 oc purAns, except BOT CHORD 2x4 SP M 30 'Except' end verticals. 5-17,9.12; 2x4 SP No' 3 SOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. Except: WEBS 2x4 SP No.3'Except* 1 Row at mldpt 9-13 10-11: 2x4 SP M 30 WEBS 1 Row at midpt 10-11. 16.18, 5-15, 7-16, 7.14, 9.14,10-13 SLIDER Leff 2x8 SP 2400F 2.0E 2-8-0 REACTIONS. Qb/size) 11=142807.10,1=1428Po-644 Max Horz 1=621(LC 12) Max UpIIH11-11112). 1-771(LC 12) , Max Grave=1577(LC 17), 1=1612(LC 17) FORCES. Qb) - Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD i-2- 723/387, 2.3=-2647/1769, 3.24-2493/1655, 24-26-2436H657, 4.25=.2393(1668, , 4-5=.2327/1692,541- 1835/1414,6.26=-1631/1346,7-26=-1631/1346,7-e=-1392/1120, 8-27=-13D2/1120,9-27-1392/1120,9-10-898/740, 10-11=-1615/1340 BOT CHORD 1-19-2159/2475, 18-19-2159/2475, 5.16=4119/859.16-28-=17752102. 15.28=-1776(2099, 15-29--1120/1392, 14-29=-112(1/1392, 14$g=-741/897, 13.30-7401903, 9-13=-1184/1158 WEBS 348- 242/465, 16-18- 1908/2198, 4-16-385/407, 5-16-10OW916, 6-15-322/552, 7-15-4651493, 7.14-685/748, 9.14=-783/1013, 10-13-1361/l651 NOTES- 1) Unbalanced rod live loads have been considered for this design. 2) Wind; ASCE 7-10; VW1=160mph (3-second gust) Vasd=124mph; TCDL--4.2pst; BCOL=3.Cpsf; h.2411; B=150tl; L.10011; eave=l l it; Cat. 11; Exp C; £not., GCpl=0.18; MW FRS (directional) and C-C Exumor(2) 040 fo 9-7-3, Intenor(1) 9-7-3 to 2041.5, Exierl0r(2) 2041.5 to 30.6-8 zcnwC-C for members and forces & MW FR5 for reactions showrr, Lumber DOL=1.60 plate gnp 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 20.0pst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (byothers) of truss to bearing plate capable of Wlhstanding 1CD lb uplift at joint(s) except gt=lb) 11=958, 1=771. 7)'Seml-rigid pltchbreaks Including heels' Member end" model was used In the analysis and design of this truss. Q MONwg-Vo*o(,ge,, mbrtv NMD-rea aN TNIBANPXCLN eWEKACfERANCE PAGEM97474 rev. ---RV gBa bexOn vu'Itl br ure oNy Wlh M8eA0Cdvlecbrs.lh0 tleslAla UosatloNyupon_cmcferss-w mtlisbon hdlNdual bdldhg compohehl, rot O.es rysbm. aeb,e use. the bNidi tle5loner mua vexry the 4JglCOErIN OIdeYDn puameleeW Wope4ylncoryorete 9�hdeapnlnlo the.-ol bugcrwoe4gn. 6ochS11r 1cn1aihbPeani dm.NtrG of1'�u&xnlMmweD ond/,=d.memlxrsoNy. AdGtlonal tempaoH mdpumrmenl Drochl0 Mel( h mwap ragdretl br dubLtty ondblxeVehlCWcpsa vrrin poiable perronN bprryandpmPeMtivna0e. fa Oenerd g,ldrnCe repaldh9 Ow fi004 Pepe Eesl BNd. bb,chlbrt Voo0e, ddNery, er It- and beano of fmaes and lnmaydemc-AN9/IPIl cualill Cdlnb,D5989- SCSI Wkr,ig�"W=eed 1urye,Fl. E.. saeH INannoaon aWlobre tram Tnm Plate hWxule.218 N. Lee SxeeL WW 312. AlexaWAa VAT1314. i 8+ ]-3e 1335 1S6a 2A0-1 813 a322 3aA-11 91 5113 6S5 4313 311AS Sa�+3 S55 S]-10 I S16= I Srde=1:78.3 3.4= 3.9= 4's= 4x5= c- 21 1s,= 31S= SIN= 18 I 12 ale effi - 7x8 - 3X4 11 394 11 160 = 1a+a 1 n8; 9eF1e 6A+1 T-l-le Fll 19 FF+9 M�9 FT•le I LOADING 061) SPACING- 2-0-0 "' 'EFL. In (loo) Well Ud PLATES � GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.42 Vert(LL) -0.12 16-17 >999 360 MT20 2441190 TODL 7.0 Lumber DOL 1.25 BC 0.89 Ve0(TL) -0.3318-19 >999 240 I BCLL 0.0' Rep Stress lncr YES WB 0.03 HorzoL) 0.12 12 We Wa j BCDL 10.0 Code FBC2014lTPI2007 (MeMx-M) Wintl(LL) 0.2018-17 >898 240 Weight: 318i1b FT=20Y LUMBER- BRACING- TOPCHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directtyappled or 4-6-il oc I-.. ,except DOT CHORD 2x4 SP M 30'E-pt• 5-1A 10-13: 20 SP No.3 BOT CHORD WEBS 2x4 SP No' 3'Except• 11-12; 2x4 SP M 30 WEBS REACTIONS. (INilze) 12=1419/0-7-10,21=1517/0.7.10 Max Ho1221=652(LC 12) Max Up11R12--951(LC 12), 21=-882(LC 12) Max Grav12=1566(LC 17). 21=1670(LC 17) FORCES. (Ib) - Max Comp.IMax. Ten. - All forces 250 fib) or less except w11en shorn. TOP CHORD 1-2--519/84, 2-3- 700/418, 3-25=-2474/1572, 4-25=-2409/1575, 46- 2356/1588. 5.8=-2290/1666,6-7-1814/1396,7-26=-1612/1330, 8-26-161211330,8.9=-1379/110g, 9.27-1379/1109, 10-27- 1379/1109, 10-11=E91/735.11-12- 150M1331 BOT CHORD 1-21- 18W31, 20.21=-20512414,19.20=-2051/2414, 6.17=691/830, 17.28= 1750/2073, 16-28-17512068, 16.29-1109/1379, 15-28-1109/1379, 15.30- 735/890, 14.30=-7341697, 10-14---1173(1149 WEBS 2.21-435/698, 3-21-1951/1311, 3.19=-2151429, 17-19-18722160, 5-17=-361/361, 5-16-984/888, 7.16-3131543, 8.16=-4SW480, 8-15=8741739, 10-15= 773/1D01, 11-14=-135111639 and verticals. R(gld ceiling dimctlyapplied or5-l-7oc tracing. Except: 1 Row at midpl 10.14 1 Row at midpt 11.12, 3.21, 17.19, 6,-18, 8-18, &15, 1045, 11.14 i I I I I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 7CDL.4.2psl; BCDL=3.0psf; h=2Mt; B=150ft; L=1001b eave=111C CaL 11; Exp C; End., GCpi=0.18; MW FRS (dtrediormi) end C-C Fxledor(2) 0.0-0to 9-73, Inmfior(1) 9-7-3 to 22.0-1,Eldedor(2) 22-0.1 to 31-7.4 mne; cantilever left exposed iC-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL--1.60 2) Provide adequate drainage to prevent water pending. 3) This husa has been designed for a 10.0 psi bottom chord live bad noncorlcunent with any other live loads. 4) - This truss has Dean designed for a live load of 2D.Opsf on the bottom chord In all areas where a rectangle 36-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psi. 5) Pmvlde mechanical connedlon (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Bidb) 12-981, 21=882. 6) 'Sembdgkf pitchbreeks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING-Ve4/y deafgn pvMaotvrt.v,EBEAO NOTfe ONTla9 ANOWOLUOEO M?ExflEFEflANGE PA0EM0.T1)3nv.iM{Y.VISeEFORE USE �� Design vdltl loruso onN W,M Miek®comcctors. MsdeslO+hbasetl ONyuUonl:aanal ,te,.antlklor OnlMMtll. t thad.9g.Mt.ltv,.twl huss system. aefo:e Ina. iM Wllsling Oeslgner mull veAN tta Onplkab0lyof sle9pn parameters antl lxopelly hwryosala Ms tles�n Nto lM ovel04 b,eCrlg desgxv aachglnmcateOls in rxevenl dtclA9p olxdNkA+d irtis weband/a clrortl memb ..wF,. Atldlbr101 lempordy Ond pertrWlleni brtlCng MiTek' actways re=8'gr slabNly o,d to prnvenl CdI-wA8l posklepenoral alWlY O,d p+openY damage. for genera 911Gu+ee moO1dw ll e toDdcOtbrt stomge. tlelNery, elecaon a,M Gackg ell end llUsayslems. seeANV/Mft Quality CM*ftlle 8e and BCSI BaM519Ca-nl 4Po1k. E.;18Yd Solely lMamlaeonaWlade from inasr1uW1 slllute.2mK lee Sheet.SWle312 ille Ma.VAn314. I 'rnrpn, FL 33510 2dd H soa � 2-Sri 2d-12 SCSI- 1:19.9 9 3b) I dxd = LOADING (PA SPACING- 2.0.0 CSL DEFL. In 000) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 veri(LL) -0.00 5 >999 360 tJT g 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ved(TL) -0.00 45 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB MOS Horz(TL) 0.00 4 rda n/a 13COL 10.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) 0.00 5 >999 240 Vleighl: 06lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5:0-0 oc purlins, excepl BOT CHORD 2el SP No, 2 and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling dlrecffy, applied or 10.0.0 cc bracing. SLIDER Left 2x6 SP No.22-7-1 REACTIONS. (1b/slze) 12310E-0.4d188/Mechanical Max Horz 1=144(LO 0) Max Upllftl=-106(LC 8), 4=-185(LC 8) FORCES. (Ib) - Max CompJMax Ten. - All tomes 260 (Ib) or less except when shown. WEBS 2-4=-263f195 NOTES 1) Wind: ASCE 7.10; Vuit= se 160mph (3-cond gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=2411; 8=150ft; L=1001C save=l lff; CAL IC E)o C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip D0L=1.60 2) This truss has been designed for a 10.0 psl bottom chord Live load nofwoncument vAlh any other live loads. 3) ' This truss has been designed for a Ilve load of 20.0psf on the bottom chord In all areas where a rectangle 3E-0 fall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except Qfdb)1=106, 4=185. 8)'Semi-ngfd phchbroaks Including heels' Member and tWty model was used in the analysis and design of this truss. 7JHanger(s) or other connection device(s) shall be provided sufficient to support concentrated loam(s) 86 lb down and 43 lb up at 1-1-13, end 146 to down and 59Ib up at 3.1.13 on bottom chord. The designtaelectlen of such connection device(s) Ls 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. Poor Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads VI) Vert 4-6= 20, 1-3=-54 Concentrated Loads (Ib) , Vert: 10=-86(B) 12=-146(B) A W4aN9id-Varrfy desl9spemnMadmd PEr10 NOTE$M MIS ANOINCLUDEDYlrEKAEPERANCE PASEWTdTdrov. f(yP.YJ016 BEFORE USE �� Cwlgn Vpld (pass oMY x19t A111BRU pmnectas.lNs dsslgn a Dried only upon ppameiekdiown. andkbr an IntllNNol buitlh0 canporenL not huwsyslem.9alpe usa the DUYdrg tlplDrer must V Ika pppica4lN of deskT porpmetpsoM popeily Incorpppl6lnb despnlnlo Die ovemq bAtlkp design. OachDirgCoiedklo gevan,bxNlRp oIhWWNupl lrusswsbaM/p chot0 memDps orry. AddftloriN femporory mdpesm-anl bockq MITek' ttl vytrequbed ip AaOlny prd to Wevun, colfgAe wnM1 ponble peimrwl tiluyarM ptoDudY O�mOpa. ios OerWrol Duldmce"c"no lne gpDd Pnrke Bess Bk4. lobtk�albrt sipoge. delvery. a 11- end MaGq of Du®sand Russ systems. seeAMi)I911 QUallly CdNtk. D19d9 and EC518u11dlrp Compotwnl T.-..FL 33610 speN MtpmaRon —come BGin atm Pb16 RafIMe. 218K lee Skeet. Sits 312. Alis—ota VA22314. M497 IGRA IHIP I I I Scale. iA3A 410 = 2411 &a= = W6= BIN= 'a'— ad= 3.4= 6a8= — LOADING(pSf) SPACING- 2-0-0 CSI. DEFL „ Poo) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1._ TC 0.40 Vert(LL) -0.08 12 >999 360 MT20 244/190 TCDL 7.0 Lumbar DOL 1.25 BC "It, ..0 L) .0.1711.12 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.67 Horz(TL) 0.07 10 n/a n(a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wlnd(LL) 0.13 12 >999 240 Weight: 136 lb FT=20Y LUMBER- BRACING- ' TOP CHORD 2x4 SP M30 TOP CHORD Structural mod sheathing directly applied or 45-15 Go,pUdinL BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6.2-15 GG braclig. WEBS 20 SP No.3 REACTIONS. (ILvsl--) 15=1660/0-7-10, 10=156010.7.10 Max Horz15=193(LC 7) Max Upli615=-1145(LC 8), 10=-1087(LC S) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORE) 1.2=-27072, 2.3=-324/191, 3.4=-22e2/16g4, 4-22— 2434/1871, 22-23=-2434/1871, 6.23=•2434/1871, 5-24=-2434/1871, 24-25=-2434/1871, 6-25� 2434/1871, 6-7=-2282" ti98, 7.8-324/221, 8-9=-270f74 BOT CHORD 14-15=-1287/1837, 14.26=-1392J2024, 13-26=-139=2413-27-1392/2024, , 12-27-13922024, 12-28=-132912024, 28-29-1329/2024:11-29-1329/M4, 10.11=-1273/1837 WEBS 2-15-257/317, 3.15-1963/1479, 3.14-37W316. 4.14=d&373. 4.12=-48Oi6l5, ' 5.12-552808, 6-12=-452/59o, 6-11-53(373, 7.11=•382=7, 7.10=-19BV1449, 8-10=-257/302 ' NOTES- 1 ) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-serorM gust) VasoW I24mph; TCOL=4.2psY BCDL--3.0psb h=24f% B=1500F, L--1001h eave=l lit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber COL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Psi botlom chord Ilve load nonconcunent with any other Ilya loads. 5) • This truss has been designed for a INe load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tell by2-0-0 wide will tit between the botlom chord and any other members. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstancing 100lb uplift at )oinl(s) except Qldb) 15=1145, 10=1 Off 7)'Seml-dgid pilchbreaks inducting heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s)139 lb down and 333lb up at 8.0.0. 91 to down and 175lb up at 10.0-12, 91 It, down and 175lb up at 12�12, 91 Ib down and 1751b up at 12-10-8, and 91 lb doom and 1751b up at 1440-8, and 195111 down and 366lb up at 1611-4 on lop chord, and 235111 down and 174 lb up at 8-0-0, 68lb down and 3 Ib up at 10-0-12, 68Ib down and 31b up al 12-0ct 2, 68Ib down and 31b up at 12-10-8, and 681b down and 3lb up at 14.10-8, and 235 Ib down and 174 Ib up at 16-10-8 on bottom chard. The desigr/selmilon of such connection dev(ces) Is the responslbdlly of others. 9) In the LOAD CASE(S) section, loads applied t0 the face of the imss are noted as front (F) or back (8). LOAD CASE(S) Standard Continued on page 2 AWARNWG•VedfydarlgeParmear—MdRUG ROTssORInIsAND WOLVOEONRENR&1ERANOEPAGENBN"T reDY 5BEFOREUSE nslpnanalveMmfc,oaiom�wYe�inne DNtllrq de5a+ai rr uiv�eAh line i-ppviducmt oidoe°gbn rxaq�i,olers ad�wowuv swwvo�octie meda�oaenrhw li»r-a. pAOWdWgn, each,IndcGiedIslow ffi 114-v"fhdMtludquuwebond/grtsprtlmelnUOraYyy. AddYgxxlempworyaldpeun —fbladng Mfiek' a OtM•'OY31BgW W Iw SIOCNIY Ord ID plevanl collor—wlm poufde persanol ft" and w0penVdo.N . rd nenalel guNlmrareggdrg lrre fGblhcxiM abmpe,delivery. gacbn Old bach9 of lmsesadr—iyO mxseeAN51(RII Gully Gil" O and BcsIBuiGr9component 6D09 Parke E. Bkd. Smeh INgmatbn wUlGtxe fmrrl inm Pb164aIIINe.21a N. Lee 51ree1. SlAre 312 Naxadda. VA2?314. Tempe; FL 3361D LOAD CASE(S) Standard 1) Dead. Roof Live Malancedr Lumber Inereese=115. Plate Increase=1.25 Unllorm Loads (pit) Vert: 1.4— 54, 4.6=-54, 6.9-54, 16-19=-20 Concentrated Loads (lb) Vert: 4=-139(B) 6-139(6) 14-235(B) 11-235(B) 22= 91(B) 23= 91(B) 24=-91(8) 26--91(B) 26-40(B) 27---40(B) 28=40(B) 29— 40(B) Q WAFNWO-VmlfyW IVFvmmergraar46EAe NOiESeN ANUIN WEDM KREFFRANLEVAGEMIFMMT fg0Y1016eEPoREUSa OeUgl valW wr U1e Oriyvnm MRek®Gonneclds. mi5 design b bo9f(1 ONY Upon paometers shown. oM 4 br m IndMduW buvtlFp component. tar trimsyslem. eewle use, IM bNkfnp designer must vegry ibo opWlcoWlNof tleslgn poranerelserw popenymeoryorele mb Oeygn Imo the overdl Wldrq deagn. aocm9kV9Ca(etleio pevfni buckMng ollMlW�uW WsswebaW/achptl members aM. AtlNSor�temporory osW pemwnem poGrg MiTek' aelways legfetlfarglodnN orltlbpevenr collopse wlm lwsseAo pfrsoriol m4ryand popeM tlanage, fa 9enelW gJtlmca regaiOro me fWs4cW srarage, AelNery,freClbn Ub orm rseeANSUfPII Cdsw, OSB-89 arq BGSI es9tlmg Campononl eMd. SeN momotloRafe htihAe. 219N.Lee Meet. Suie312dVA22314.1 e7ap..FL 3MIe RE: 74497 - 20005 Southern Star Site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: 20005 SOUTHERN STAR Model: Lot/Block: Subdivision: Address: 20005 SOUTHERN STAR City: FORT PIERCE State: FL No. Seal# Truss Name Date No. Seal# I Truss Name Date 35 T11891091095 GRK1 8/22/17 78 T11891136 M2 8/22/17 36 T118§6 GRL 8/22/17 79 tT11891139IM3 8/22/17 37 T11B91097 I GRM 8122117 80 1 T11891140 1 M4 8122117 38 1 T11891098 1 GRN 8/22/17 81 1 T11891141 M5 B/22/17 39 T11891099 J1 8/22/17 82 T11891142 M6 8122/17 40 T11891100 J3 8/22/17 83 T11891143 M7 8/22/17 41 T11891101 J3A 8/22/17 84 T1 18911441 MB 8/22/17 42 T11891102 J35 8/22117 85 IT11891145 MV2 8/22/17 43 T11891103 AA 8/22/17 86 111891146 MV4 8/22117 44 T11891104 J48 8/22/17 87 T1189,147 MV6 8/22/17 45 T1159,1054 J5 6/22117 88 IT11891148 MV8 8/22117 46 IT11891106 J5A 8122/17 189 IT1189U49 MV10 8/22/17 47 T11891107 J5C 8/22/17 90 T1189,150 MV12 8/22/17 48 T11891108 1 J7 8/22/17 191 1 T11891151 N 8/22117 49 T71891109 JA3 8/22/17 92 T11891152 N1 8/22/17 50 T11891110 JC5 8/22/17 93 T11891153 N2 8/22/17 51 T1189111I JC7 8/22/17 94 T11891154 N3 8/22/17 52 T11891112 1 JE 8/22/17 195 1 T11891155 N4 8/22/17 53 T11891113 1 JE3 6/2 17 196 1 T11891158 1 N5 8/22117 54 T11891114 1 JF 8/22/17 197 1 T1 18911571 N6 8122/17 55 T11891115 JG 8122117 98 T11891158 N7 8/22/17 56 T1 189 11 16 JK 8/22/17 99 1 T11891159 N8 8/22/17 57 T11891117 JL 8/22117 100 T11891160 PBA 8/22/17 58 T11891118 K 8/22117 101 T118991161 i PBB 8/22/17 59 T11891119 K1 8/22/17 1102 1 T1 18911621 PBC 122/17 60 T11891120 K2 8/22117 103 T11891163 PBD 8/22/17 61 T71891121 K3 8/22/17 104 IT11891164 PBE 8/22/17 62 1 T11891122 1 K4 8/22117 105 1106 1 T11891165 PBF 8/22117 63 T11891123 1 K5 8/22117 IT11891166 PBG 8/22/17 64 T71891124 1 KJ4 8/22/17 107 T11891167 PBH 8/22/17 65 T11891125 KJ7 8/22/17 108 T11891168 PBK 8/22117 66 T11891126 1 KJ8 8/22117 109 T11891169 PBL 8/22117 67 T11891127 1 KJC7 8/22/17 110 T11891170 PBM 8/22/17 68 T11891128 1 KJE 8122117 111 T11891171 PBN 8/22/17 69 T11891129 1 KJE5 8/22/17 112 T11891172 PBO 8/22117 70 T11891130 KJF 8122/17 113 1 T11891173 PBP 8/22117 71 T11891131 KJG 8/22/17 114 IT11891174 V4 8/22/17 72 T11891132 1 KJK 8/22117 115 T118891111775 VB 8/22/17 73 T1189 9VA 8/22/17 74 1893 T11134L 8/22117 117 891177 VB 8/22/17 75 T11891135 Ll 8122117 118 891178 VC 8/22/17 76 T11891136 M 2/17 891179 1 VD 8122/17 77 T11891137 1 M1 8/22/17 2of2 3.63 11 S.W =IA3.8 Ia 7x12 G axe II We = IWO = 712= axe II 1 We LOADING(pst) SPACING 2-G-0 CSI, DEFL In Poe) Well Ud PLATES I GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.16 B >899 380 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.60 Ven(TL) -0.37 9 >783 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Hoa(TL) 0.08 7 Na Na BCDL 10.0 Code FBC20147TPI2007 (Meldx-M) Wintl(LL) 0.23 9 >999 240 Weght: 340 I6 FT=20"6 LUMBER- BRACING- - TOP CHORD 2104 SP M30 TOP CHORD Strucurel wood sheathing directly applied or 3.5-15 oc punins. SOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid calling tllrecty applied or 10-0.0 ob bracing. WEBS 2x4 SP No.3'Except' 4-10: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3, Right: 2x6 SP No.2 REACTIONS. (Ib/st2e) 7=8059/0.7.10, 1--6213r0-7-10 Max Horz1=-288(LC 6) Max Uplitt7=-4587(LC e). 1=3686(LC 8) FORCES. Pb) - Max. Gomp./Ma1L Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-9501/5661, 23- 11086/8610, 3.4- 9012/5345, 4-5=9014/5346, 5.6=-11652/6760, 6-7=126OW7239 BOTCHORD 1-12=4941/8379,12-20=494118379,11-20-4941/8379,11-21.-5748f8905, 21.22-5748/9905, 10-22— 574a•9905, 10.23�6876/10418. 923=5876110418, 9.24=3360/11221, 8-24=-6360(11221, 8-25= 6360/11221, 7-25-636WI1221 WEBS 2-12— 1636/979, 2-11=-1141/1838. 3-11 =-I 76012823, 3.10=-2847/1890, 4-10= 458317801, 5-10=-3614MB3, 5-9=-195813628, 6-9_ 982/571, 6-8-590/1047 NOTES- 1) 2.My busa to be connected together Wlh rod (0.131 ^x3•) nails as follows: Top chords conrected as follows: 2x4 - i row at 0.7.0 co. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0.4 O OC. Webs connected as follows: 2x4 .1 row at 0-9-0 oc. 2) All bads are considered equally applied to all piles, except II noted as front (F) or back (B) lace In the LOAD CASES) Section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: co ASCE 7-10; VOl1=160mph (3-send gust) Vasd=124mph; TCDL.=4.2psf; BCDL=3.Opst h=24fC B-150% L-100ft; gave-1 if ; Car. If:Exp C; Encl., GCp60.18; MW FRS (directional); cantilever left exposed: Lumber DOL=1.60 plate grip DOIr1.60 5) This Iruss has been designed for a 10.0 psi bottom chord live load notx:oncurrem with any other live loads. 6) • This truss has been designed for a live load of 20.Opsi on the bottom 60-0 chord In all areas where a rectangle 30 fell 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 100 ib uplill at joint(s) except gt=lb) 7=4587, 1=3688. 8) "Semi-Ogld pitchbreaks Including -heels' Member and Sixty model was used In the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided Sufficient to support concentrated load(s) 2628 lb down and 1741 It, up at 8-0-12, 14051b down and 790 to up at 10-0-12, 14271h down and 818 to up at 12-0-12,1416 lb down and 7951b up at 14.0-12,1416 Ib down and 795 lb up al 10.0-12, 1416 Ib down and 795 lb up at 18-0-12. and 1404 ID down and 789lb up at 2D-0.12, and 1404In down and 7891b up at 22-0-12 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility o1 others. Gonlinued on Page ®W4NNNG-VIrOy QBggn petxmsNn a,M RE4DNOTESONT MONCLODED 4lRKNEPERANCEP4GEMF74"J fON10a1 S—rrEDSE I DealDn valid fw trio olvy wIIM1 Mllekd connecrion. MstleslDn b0aetl entity upon poicnfelers dtovm.Ond h (ot an IndlNdunl btKenO component rwl bInassntem. eerore use,tre owdhon.'Dlet rotor venN tl»Opplcabl6Madeenn axgmeters ord pDapellY hooryorgle INS deal( MoIM10 oVetg:l uidn9 deyOn. ag�6,O LtdlDefadl„opre,�,r ND�N�, ofI�Iduol louR wab Dndlo, nrd mor„be nt, m9Dnd t---ond pemOnent U-WQ MiTek' holes 1egWled(or "It, Ontl fogevent C09gXe w1ln l>oWble Pelaonol L�lry GM Popeny dCrONe. Fp OBnefOIDWOolxw ledotdlfxl ltre 6904 Pexu Eesl BNtl. S�ottyy lNam011mawc&ble from IMPuto fraxlute,28N. Lee SIB SSu�le 312 aeN5�ft VA21�4111Mq D3B-09aM aC51 BUIWnOCpmponeM Tampo, FL 3361D LOAD CASE(S) Standard 1) Dead + Root Live (baianoedk Lwber Increase-1.25, Plate Increase=1.25 Unllonn Loads (pll) Vert: 1.4-54, 4.7= 54, 1-13=-20 Conoenlrated Loads (Ib) Vert: 9= 1416(F) 8_ 1404(F) 20= 2628(F) 21=-1405"22a1411(F) 23=-1418(F) 24= 1416(F) 25a1404(F) AWA G. VaNYeefleniNanaoraaMNPADN 50N-aMD—DW=rKADfMANDe VADEMDl4)3— IoV32VI59EFOREDSE, �� D tonv III fofuseo%y I M8ekZ^CmneebM. iMde9Mhbased'NY�>F`onPo<nmetersslwwn.mtl&brm YWMWaI WfdnO component ml tep0 buss srslem. Betas u=e. Ins a4cae des�nelmw-d lire nluy olae4Dn pumletenw�d popesW lncolposate me de5len lnbtne overdl 'I "a�oII=0 '; I=9b=x VA="f al lToe Dne"II MITeW radkalbn sto:aDe, delNery.e1—antl Maclreo 218Ksondnusasyslems s, ANSVfPiI VA 2231 A. DSB-89 aIW BC5I BUWIIpfalponenl soa4Pwke=10Na. Sa(eN IleelsneDon avd1a51e from hua Plate hdlMe. 218 N. Lee sheet.SWle 112 Alexaildla VA2231l. Tanga, FL 33810 10:04141 DCB7OwRG•a17sdCdKZY77F. W T( ao/2 tt3.14 16.7-13 22-1d 8012 1 35 I 5.1.15 537 3.4 11 81zle = 1:70.4 6.00 12 6 4,012 G $4 11 1000 = axle = Iwo = M0 = 8x12 II LOADING(ps SPACING 2.0.0 CS1. DEFL in 000) Udell L/d PLATES GRIP TOLL 20.0 Plate Ddp DOL 1.25 TO 0.53 Ve11 LL) 0.21 10-11 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL le BC 0.81 Ven(TL) A.. 10.11 . 240 BCLL 0.0 • Rep Stress Ina NO WB 0.94 Horz(TL) 0.06 7 nm We r BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight 3731b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2W SP 240OF 2.0E WEBS 2x4 SP N0.3 Mc". B-7: 2.6 SP No.2, 5-8,5-7: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=7277/0.7.10, 1=6423/0.7-l0 Max HO21=648(LC e) Max Up111t7=-4908(LC 8),1=-3351(LC 8) Max Gmv7=7309(LC 2). 1=5423(LC 1) BRACING - Top CHORD S mdural wood sheathing directly applied or 4.7.1 ce puffins, except and verticals. BOT CHORD Rigid telling directly applied or 10-" oo bracing. WEBS 1 Row at midpt 6-7, 3-8, 5.7 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-9250/5754, 2.3c-8045/4984, 3-4=-4424/2660, 4-5=-436612675 BOT CHORD 1-11— 561218162, 11.16=-5612/8162, 10-10= 5612/8162, 10.17=-481817187, 9-17= 481ar7187, 9-18=4SlSr7187, 8-18=-48lSf7l87, 8-19=-2623F3W7, 19.20=-282ar39D7, 20.21--2623/9907, 7.21=2623/3007 WEBS 2-117 •1073/1498, 2-10=-146011206. 3-10=-3208/4946, 3.8— 4853/3248, 5-8= 501 V7732, 5-7=7227/4848 NOTES- 1) 2-ply truss to be connected together %din I Od (0.131•x3•) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9.0 oc, 2x6.2 rows staggered at 0-9.0 oc. Bottom chords connected as follows: 2x8 - 2 tows staggered at 0.4-0 W. Webs connected as follows: 2x4 - 1 now at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply Conswtions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10: Vult=1 BOmph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL�.OpsF h=241t; B=150h; L=10011; eave=llit; Cat. II; Exp C; Encl., GCP60.18: MWFRS (directional); cantilever left exposed; Lumber COL=1.60 plate gdp.D0L--1.60 4) This truss has been designed for a 10.0 psi bottom chord If" load notoonoument wtlh any other live loads. 5) • This truss has been doslgned for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle "-0 tall by 2�0 vide will lit between the bottom chord and any other members, with BCDL=10.Opst. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1 OD lb uplift at Jolnt(s) except gtdb) 7.4908, 1=3351. 7) •Semkrigld pitchbreaks Including heels" Member and fixity model was used In the analysis and design of this Truss. 8) Hanger(s) or other connection device(s) shag be provided Sufficient to support concentrated load(s) 2626lb down and 1839 lb up at 8-0-12, 14051b down and 8831b up at 10-0-12, 14191b down and 8831b up at 12-0-12, 14721b down and 924lb up at 14-0-12, 1490 Ib down antl 9361b up at 16h12, and 14681b down and 9491b up al 18-0-12, and 15431b down and 9631b up at 20.0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �tendard A WANNg/(t•VMty4aslgngcemetxraWaEAO NOTES eN Ras ANOR teasD sB1EKREFEMNCE PA46A 74"11 1"Mr5 BE EVW DeslOn veld for use oNy vVh Maek*corme Wm ft design a bored or8y upon pommel,nshown. old is for ch hdvidud W9dh0 componentwt bInm system. Before ue, IM Wksng deNgner must veaN 0,B ap(AkoW IN of tleslpn polamatan arW rxesxrrly Incoryorale Ink desl0n Into IMovxdl ddro design. BIOCYq 9x&:Olndato pevenl huckap W Idud Inns—b onrlla clwld meml.�eva ody. Ado]nor I lcmpwayondpanswnerd Dr Sq MiTek' 6olwoYsrequketl fa(slobully and ioplevenl cotopse wnn povldo lx:Iwnnl lnklry antl rxooeny tlanl�e. Fw Oerwr' 'tomce regaWnO ttse kbkotbrt sltra0e, tlelNaly. erecllanantl bmdro of xuires and massKtemi seuJiSl/1PII OUAN Cdtalo, DSB-89 and SCSI BMdhg CA ,Ponerl 6e,4 Pmk Eaa 5Nd. saeh kA4m10114n awldxe egrn kr43 Rtlb In111Me. 210 N. lea sireel. Sidle 312 Plexondda VA22314, Terry,. FL 33610 LOAD CASE(S) Slandard 1) Dead +Roof Live (balanced): Lumber Inorsase=1.25, Plate Immase=1.25 Uniform Loads (plo Ven: 1.6— 54, 1-7=-20 C_entrated Loads (Ib) Ven: 9=-1411(e)11.-26MB)1f-1405(B)17=-1405(9)19=-14111e119=4411cB)21_ 1411(B) O WARNAVD•VwlydoG9npermmroro eMREAp Np/Ea ON iMSdNDlNCLUDED MREKpEFERANCE PAOaN6)ITJrw. B10GY1016componm,— o�R• Desinn valltl for use oNy Wlh Mnels®<ortnecbn. ills deslgt66osedoNy upon parmraienslwwn. antletosmeW.Ntluoldimq etti. rat �■1 oarm system, Betas use. the W Mkq tlegener must ve4N Iro opplcabWry oltleslen Inrarlsetem antl popnN Irtcorporole NB detlgn 1810 IneovorM ul.n9tleslDn. DacirDlMkatetl bbpevenf buUlYrp olNWNkLrcl lrus weboM/or ctratl metsrDcrsalYy. Addlbnd tarttporary maps iaaclnp MiTek' bolt' rear4ed br sbDl:lrymd to pevenf co9<pse vAlh aosQAe persomlP{uymtlpro(Ndydomone. Fa rjesserd arddance reeoilLrq Ne 6409 Porke ,k.E.EaU Blvtl. loblcol stomps, deMery. er Ibn and Naclrp of hoses and lnrs systems—AN3VMlr]rrollly Craaet; DS849 orrd aC51 WMIn9 Compane larpe,0 Sa1�ry INofmaXM W Wode 4an Sus pots InstlMe. 218 N_ lea Slrvel. SWb 312 Ple.,,dit VA2231d. 6.5.1 6.5-1 Scale -1:72.2 3X4= are MTIM4S= 4x10 = Me = 64 MT18HS= 3.4 It 30 = 3x10 = 4X10 = 114, 1 Sh, , &qN� i 1 46 M, M 18 V 16 39 0 41 76 42 43 19 4'1 46 48 47 12 48 49 50 11 51 52 M 10 6xe MT18H511 �- 5x8 MT18H6= 3x9- Sxa MT18H5= a* Spa MTl8H51: LOADING(psf) SPACING 2-0-0 CSI. DEFl- in pot) Mail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) -0.47 13 >982 360 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 1.00 Vert(TL)-1.0913-14 >422 240 MT1BHS 244/190 SCLL 0.0 ' Rep Stress Incr NO WB 0.70 Hoa(TL) 0.20 10 n/a rVa BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.77 13 >601 240 Walght 219 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M30 TOPCHORD Structural wood sheathing directly applied ar 2-1-13 oc pudins, except BOT CHORD 2x4 SP M 30 eild verllcals. WEBS 2x4 SP No.3*Except, BOTCHORD Ngld telling directly applied cr 3-7.11 oc bracing. 1.15,2-14,4-13,6.13,6-12,9.11; 20 SP M 30 WEBS 1 Row at midpt 1-16, 9-10, 1-15, 2.14, 8.12, 9-11 REACTIONS. 01b/sIM) 16=2702/Mechanlcel, 10=2648/Mechanlcal Max Up11r16-1866(LC 4). 10= 1819(LC 5) FORCES. (Ib) - Max. CompJMex. Ten. - All farces 250 01c) or less except when shown. TOP CHORD 146=2579/1891, 1.17=-3681/2545, 17-18--3681/2545, 1849=-36812545, 2.19-36812545, 2-20=-5734/3966, 20.21=-5734/3966, 21-22=-5734/3968, 3.22-5734/3966, 3.4=-5734/3966, 4.23=860314607, 23-24=.6503/4507, 24.25- 6503/4507, 25.26-6503/4507, 5-26=$603/4507, 5-27=-650314507, 27-28-6503/4507, 28-29---6503/4507, 29-30=-8503/4507, 6-30= 6503/4507, 6.7-5741/39551 7-31=-5741/3955, 3132-5741/3955, 8.32-5741/3955, 8.33=3675/2532, 33-34=-36752532, 3435=-36752632, 935=-36752532, 9-10=-2541/1838 BOT CHORD 1539=4545/3881, 39.40=-254W3681, 4041-.254513681, 14.41=-2545/3681, 14.42=4008/5780, 4243-4000/5780, 43.44= 4008(5760, 13.44-400815780. 1345- 399015780, 4546- 399015780, 46.47-3990f5780, 12-47-%90/578 - 0, 12482532/W75, 4849=-2532/3675, 49-50-2532/3675, 11-50=-2532/3675 WEBS 1.15=-2970/4296, 2-15--202W1875, 2-14-1703/2448, 4-14=-1082/898, 4-13-380/855, 5-13=-Wf763, 6.13- 886/855, 6.12=-1084/1003, 8-12=-1720t2460, 8.11-2024/1667, 9-11= 295W4290 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2ps1; BCDL=3.0ps1; h=24f1; �1500; L=1001C eave=111t;, CaL II; Exp C; End., GCp1--0.16; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This Truss he' been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load! of 20.Opsf on the bottom chard In all areas where a rectangle 3$$ tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (byomers) of tales to bearing plate capable of withstanding 1001b uplift at joint(s) except 6Wb) 18=1888, 10=1819. 8)'Semf-dgld pitchbreeks Including heels Member end fixity model was used In the analysis and design of this Truss. uummuea an page z Q wARNWe•Yeelytled9npmaM-aa,f R5Ar HOTE90H THIS ANa RICLNIE9NRENFEFERA PAGEMR7M MK 109MI015 9FPDHE USE l3arJi un5ylU slemlw use . BelmeNiceWM IwMWI� 9Oeil01wr must vor l oaFp�kavBi Nddesl0n palamelors oM popelly ccrporolo Irk dae On Into lRe to edl W/n9rq dca0n. Badrgindk0letlkfo plevenl bucWVp of lndlWdud lust WebaW/or chwtlmem6e ody. Atldaorvxtemper.ly- peanc-nl—lr MITek' k aXvcrys req,i¢d for s1abMYard b are prevonl collcyse x4Xr poiuWo Persorrd hluy W popery cbna0e. Fa 0e1re1d OW/kncero9ardn0 raMlt:olbrt dompe. delNery. erecponaM bradno al ra—and lno$AtomMeAMI/iP11Quality Crawls. 08B." MO acsi 149-9-."aaM a - Parke Eas18N4. Solely IMoemaXon avWadn M1om Irlm Pole IMIMe, tie N. lee Slreol. Salle 312. PloxanU4a. VA22314. T..". FL 3361a NOTES- 9) Hwger(s) or other connection device(s) shall be provided suffblent to support concentrated load($) 91 Ib down and 175 lb up al 1-0-0, 91 Ib down and 175 lb up at 3-0-0, 91 lb down and 17511b up at 5-0.0, 91 lb down and 175 lb up at 7-0-0, 91 Ib do9A1 and 175 lb up al 9-0-0. 91 lb doom and 175 lb up at 11-", 91 lbdown and 1751b up at 13-0-0. 91 Ib down and 175 lb up at 15.0-0, 91 lb down and 175 Ib up at 17.0.0, 91 Ib down and 1751b up at 19.0-0. 91 lb down and 175Ib up at 21-", 91 lb down and 1751b up at 230.0, 91 Ib down end 1751b up at 260.0, 91 Ib down and 175Ib up at 27-0-0, 91 lb do= and 1751b up at 29-0-0, 91 Ib down and 1751b up at 31-0-0, 91 Ib down and 1751b up at 33-0-0, and 91 lb down and 175 lb up at 35-0-0, and 91 Ib down and 175 lb up at 37-0-0 on top chord, and 68 lbdown and 311, up at 1.0-0. 68 lb down and 31b up at 3-00, 68lb dawn end alb l4 at 5-0-0, 68 lb down and 311, up at 7.0-0. 68 lb down and 3lb up at 9.0.0, 681b down and alb up at 11-0-0, 68 lb down and 31b up at 13-0-0. 68 lb down and 31b up at 16-0.0, 68 lb doom and 3lb up at 17-0-0, 68 lb down and alb up at 19.0-0, 68 lb down and alb up at 21-0-0, 681b down and 3lb up at 230.0, 68 lb down and 3lb up at 25-0-0, 681b down and 31b up at 27-0-0, 681b down and 3lb up at 29.0.0, 681b down and 3lb up al 31-0-0, 681b down arld a lb up at 33-0-0, and ea lb down and 3 Ib up at 35.0-0, and 681b down and 3 Ib up at 37-0-0 on bollom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 10) 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 . Root Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Un@onn Loads (pip Vert: 1.9o-64, 10-16=-20 Concentrated Loads (Ib) Vert 14=-40(8) 4--91(B) 7=-91(B) 17— 91(B) 18--91(B) 19— 91(B) 20— 91(B) 21= 91(B) 22— 91(B) 24= 91(B) 25— 91(B) 26— 91(B) 27= 91(B) 28— 91(B) 30=-91(B) 31-91(B) 32=-91(8) 33=91(B) 34=-91(B) 35-91(B) 36=d0(B) 37-40(B) 38=40(B) 39=40(8) 40=40(8) 41-40(B) 42=-40(B) 43=40(B) 44=-40(B) 45=-40(8) 46=40(8) 47=-40(8) 48=40(B) 49=-40(8) 50=-40(B) 51=40(B) 52=-40(B) 53=-40(B) OWARNING- VlftdeWjnpemmNenmdREAONME50NT AN01NCLe OM?ENREPMANCEPAGEW7ATJre, I MseI4 BEFORE WE Sms. Designvand fw ure Nywith MlfeL9—clors. Msdeslgn Bnosed ady upon pcPamelerssNovm, and b for on rwIAdwIbuWhUcmn r,enLnotSm Inds system.Be--, lNe b1ANAlg designermw_fV"Bcppllcoballof tleslpn paon,etelsolapapedy 1'olP .% lids W Un EV. lM overall w�pR bUklrsp W.>lgn. aac9fd lndw ledl5 to peventbuoRhp of Ind=W m'lywo atW/ Zrd membersony. AddlIonoI lemporoq and permanent b—(M IYrITBk• B olways reaWsed bssbd11ya1W to Prevent colt;==vAlN poa4NeP r_r nW and gopady damage. Fa aer�erd PM>osce re9ardlnp he yaMcallort sloraga, tleNery. McCYon and broeh0 of 9rmesmtl InmswlemA seeANBl/rEll MIT, wBly C41edo, DSB•99 aM BCBI pl141n9 COmpemM 6904 PeAe End avid. safety INormaa0n wcAmle Noin r� Role ImBIUIe. 218 N. lee Street, alfe JI2. PlexaxJda. VA 22314. Taepe, FL M3 i ta-13 I 67J F"-2 17-24 i]-106 12.1.13 ( 1&S10 ' 1a-f9 44W P7-1d 0.114 0.7-16 4a-7 381 12 Seale= 1:24.6 4M 494 ' 4 6 6 4.41 ad II 3x6 II LOA'ING(psQ SPACING 24}dl CSI. 'EFL In Hoc) Udetf Utl PLATES GRIP TCLL 20.0 Plate O0D DOL 125 TC 0.21 Vert(LL) 0.05 13-04 >999 240 MT20 244/190 TOM7.0 Lumber DOL le BC 0.12 Ved(TL) -0.0313.14 >999 240 BCLL GO' Rap Stress lncr NO WB 0.36 HOMCTL) -0.01 9 rVa n1a BCDL 10.0 Code FBC2014/TPt2007 (Matax-M) Weight: 73lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing diredlyapplled" 6-0-0 oc puffins. SOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling tlimetly applied or 7-13 off bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 14�85/0-7-10, 9=658/0-7-10 Max Horz 14=-135(LC 6) Max Up111114=-778(LC 8), 9-707(LC 9) FORCES- (Ib) - Max. Comi JIVI . Ten. - All forces 250 (Ito) or less except when shown. TOP CHORD 23=-741/1117, 3.4=-65Y7016, 4-5=5og/952, 5.6=-649/1007, 6-7=-737/1098 BOT CHORD 13.14=-288/144, 12-13=-1039/608, 11-12=-1030/609; 10-11=-1028M05 WEBS 2-14=568f608, 2-13-9211501. 7-10= 932/500, 7-9=-568/573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--&0psf: h=2411: B=150f1; L=10011; eave=flit; Cal ,I: Fxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and tight exposed: Lumber DOL=1.60 Plate gap DOL=1.80 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psi bottom chatl live load n0nco11c1lMnI with any other live Iowa. 6) • This Iruss has been designed for a live load of Mtipsf on the bottom chord in all areas where a rectangle 3.6.0 tell by 2-0.0 xltle will fit between the bottom chord and eny other members. 6) Provide mechanical connection (by others) of fora to bearing plate capable of withstanding 100 to uplift at)olm(s) except (p=Ib) 14.778. 9=707. 7)'Semi-agkt pitchbreaks Including heels- Member end flldty model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shag be provided sufficient to support concentrated load(s) 61 lb down and 170 lb up at 5-7-4, 161 lb down and 649 lb up at 63.2, and 901b down and 290 to up at 7-2-9, and 61 lb down and 170 lb up at 7-10-6 on top chord, and 271b up at 5-7.4, 301b doom and 15Ib up at 6.0-0, 26lb down and 131b up at 6.3.2, 351b down and 8lb up at 6-6-% 35 to doom and e lb up at 6-11-7. 261b doom and 131b up at 7-2.9, and 301b down and 15111, up at 7-5.10, and 27lb up at 7.10-6 on bottom chord, The deslgntselection of such connection device(s) is the responslbllity of others. 9) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead a Roof Llve (balana�: Lumber Increase=1.25, Plate Increase=1.25 Untican Load. (01) Vert: 1-3- 54, 3-4=-54, 4.5- 64, 6-f -54, 6-8=-54, 15.18— 20 Concentrated Loads (Ib) Vert 3=13(17) 4-161(F)5— 90(F) 6=13(F) 13=-15(F) 12=35(F) l l=35(F) 10=-15(F) AwARNwO-vnfry—g pveaemnand—Dols ON700S4NOwcL2pOaMFKaFFFA4NOEPArr—roMay.14L111015eeFOaeU= O 1'.' slemroeelwu�IIheM" N deslDnar"'I"" the oFyllcaDliN� �WeameU �e emb000Ny.' lnrarywale tau Lpref Ir�J 19LOv�erdl r adl b,AkNdcdgn&acfxllaxcafedaloptevenitxx:kMrpollrxfiwdudtusswebarq/orchatlmember Ny.AtldBoraliemporayantlpermatsntbraclnO MTek' h alvrays regJetl l d1oft oBy and btxevenrcolbpof Wlmffoun, so a r,Bvy m $VrPlI Q d mega. far Oelrefdg BCMBe legatlnp the fWk Ibn,at t-p c6able, arectlm and Dradrq.2l8N and Warynfe3IZ ANSVIPII V.4.lfaua.DSB-B9 an46C51 BUIWing Co11go1fwlr Town.04 FL 33610 Safety anamaxon avmode tan LI¢t Hale tallWte. 218 N.1ae Sireel, Slte 312 Plexaxlxn VA22314. Tenpe, FL 3Ss1a t J.13 62-iD 1.1-t0 Bd�8 1-1� 1d1.12 12�1.2 162-3 ' ta-ts I slots I f-nn 11-z-1z dappiy�4( 1a-u I Im-s I a.1s 4]7 12 4x4 = Shale = 1:31.1 044 23 6 M 6 - LOADING (Pat) SPACING- 2- CSI. DEFL In poc) Well Ld PLATES GRIP TCLL 20.0 Plme Grip DOL 1.2, TC 0.31 Vert 0.08 i1-13 >999 240 MT20 244/190 TCDL 7.0 Wmber DOL 1.25 BC 0.43 Vert(TL) -0.0911-13 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Hort(TL) -0.02 9 rl/a Na BCDL 10.0 Cade FBC2014lTPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 SLIDER Right 21® SP 2400F 2.0E 2-" REACTIONS. (Ib/size) D=755/O-6-14, 15=820/0-7.10 Max Hors 15=-180(LC 6) Max Up11119=-676(LC 8). 15_ 760(LC 8) Max Gtav9=771(LC 18), 15=852(LC 17) FORCES. gb) - Mu. Camp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 1-2--921/833, 2.3=-1116/994, 3.4=-1071/l124, 4.23- 1023/1091, 5.23=-99011051, 5.24-962/1075, 6-24=-102afl l l3, 8-7=-1081/l 144, 7-8- 1104/l D66, 8-9--4151352 BOT CHORD 1-i�-815/929,14d5=-960/929, 13.14-460MO, 12.13=-1099/918, 12-26= 1099/918, 2&26- 1099/918, 26.27=-1099/918, 11-27=-10991918, 10.11=-043M42, 9-10=843M42 WEBS 2-15=475/507, 3.13=-460/139, 7-11= 49&128 Weight 98 lb FT=20% Structural wood sheathing directyapplied or 6-0-0 co pudire. Rigid WIing directly applied or 6.11.3 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=2411; B=1500; L=100f1; eave=l lit; CaL It; Exp C; Encl.. GCpl=D,18; MWFRS (directions]); cantilever left sxposed ; Lumber DOL=1,60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 4)1 This Truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6.0 tell by 2-" wide will fit between the bottom chord and any other members. 5) Provitla mechanical connection (by others) of truss to beading plate capable of withstanding 100lb uplift at joint(s) except Qtdb) 9-678. 15=760. 6)'Semi-rigid plichbreaks Including heels' Member end fixity model was used in the analysis and design of this thus. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 32 lb down and 211 lb up at 7-1-10, 120lb down and 1991to up at 8.0.0, 1951b down and 379 lb up at 6.7-10, and 1401b down and 214 to up at 9-34, and 55 Ib down and 2251b up at 10.1-12 on lop chord, and 551b up at 7-1-10, 47lb down and 12 lb up at 8.0.0, 65lb down and 107 to up at 8-4.6, 681b down and alb up at 8-7-10, 651b down and 1071b up al 8-10-14, and 56 Ib down anti 50 Ib up at 9-3-4, and 31b down and 1001b up al 10-1-10 on bosom chord. The design/selecilon 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 + Rod Live (balanced$ Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4-54, 4-5= 54, &6= 54, 6.9- 54, 16.1 ill Continued on page2 Q WARMW -Ve YEnrenyvremerane dRMO NOM ON MSANO1NCLU"D NOENPEFEMNCE PAOEMII-l4A mv. 1M0Y1016 aEFONEY3E �R DeslOn vdld br use only k9ln Mllek®conrecbrs.lhhtleslgnhbaetlonlyupon WtomefanshDwn, or,dalron haYata bulldhg canporwnl.not q■ bhus sysrom. Be(ua iae.lhe G4ItlDg tladLymer must vef4y Ina arpllcooslN afdaslgn paOmeleN OM pOpe1Iv31Comomte xmh dedpn Into gme osreral tAdhgdes!gn.aochghWkofedhbpevem WCWLxl nlxatv,oud husvreA and/acMtcImembars dy. AOQllonal lempaarvamd WrmarentamLq MiTek' a dvwKraQtt¢d fa f9oGnY oiMlolxevenledltpse hNth pov4xe peixrq „)urymmdlxopeMtlan0dd (OrgerrttN 011dmce leaaolrx)iMl fora, .m Mloraga delKMV,elecaanonC tracRq of tomes and I -Miami M9MII O-MV 011ath, DSE-69 mq SCSI "u gComponeN 69e4 Potke Ea4 BN4. serery rM,amanon m^�ade fmtn inlw Flare WVVe.218 N.lee Sheet, W.312 aexatdit VA22314. Tenpa. FL 33610 LOAD CASE(S) Standard Concentrated loads Qb) Vert: 4=70(F) 6=-112(F) 6=47(F)12- 30(F) 13=22(F)11=-3(F) 23=-63(F) 24=-64(F) 25-105(F) 26=fi5(F) 27=-53(F) QWARNMB-VallyMClpn pemmNanenEAEJBNME3d/TMISdNB MLLUBEB MREN AEFEAdNLE]dGE Mb)d)J mv. 1pWQp16BE WVSE [Wo—idfosusemsty Wpr MRek®Mmecias. aptde9gni,basedoNy IRfonpwamalenslav , and Is loran kxpN Wld" Comlbnen4 not buss rysiem.Eefose uso. Ira Wkdng deppnss must vepfy meapq kaWlhofcbsbpn raramebA and psapepy ttLorpaale mt design hlt jWovesoll buldsq design. &achglndkarotlBbprevani t kling of NidMdual Nuns weC orxVa clswtl mesnWrsoNY. Atldllorab bmpwosyonal lwimarenld_i, f-g,iea—w, dlvely,arWtopmvalloe Too(wlm lwsge Pessassol Uluy ANSIMIT damgitb. FosgenerNg BCSI BWsegaoMpm SN,IY W n, sr«ube-CHWery, er, , I=antl laaohg or 18 K Lae leas mbm=se loxordit VA r crllerly, osp29 and BCsc pWld'ugcomPonaN 6NeN INermaMon auopadO lrIXn loaf PWIe YtlI11UtB. 216N Lee $Beef. Sd1e 312 Nexastlll¢ VA 2?314. MiTek' 69N Peike Eels Bkd. Tura., FL 3361g 4-10-13 f47.10 12d8 16241 4.10.13 a&13 3b19 3.10-0 US II scale 1:30R 3 LOADING(pst) SPACING- 2.0-0 CSI. DEFL in (lob) Udell Ud PLATES GRIP TCLC 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.10 7-8 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.. Ven(TL) -0.16 7.8 >999 240 BOLL 0.0 ' Rep Stress Inc' NO W B 0.39 H0a(TL) 0.03 5 We We BCDL 10.0 Code FBC20141TP12007 (Matnx.M) Weight 209W FT=20% LUMBER- BRACING - TOP CHORD ZA SP M 30 TOP CHORD Shuctural mod sheathing directly applied Or 6-e-15 oc pudins. BOT CHORD 2x8 SP 2400E 2.0E SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3'1211epl' 3-7:2x4 SP M 30 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Iblalm) 5=6126/0.8.14, 1=4493/0-7-10 Max Hor21-196(LC 6) Max Uplifl5=-2953(LC 8), 1-271 O(LC 8) FORCES. gb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=.6940/4222, 23=41404IW41, 3-4= 6411/3846, 4-5=-768214456 BOT CHORD 1-8e-388N6108, 8-16- 3682/6108, 16.17=366V6108, 7-17=-3662/6108, 7-18-3896/6809, 18-19=-389SABB09, 6.19=-3896MM9, 6-2D- 389616809, 5-20=-389616809 WEBS 2.8=-46WS49, 2.7=-4961458, 3.7= 3196/5410, 4-7=-131N733, 4.6=-809/1203 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.1310)3•) nails as lolluws: Top chords connected as follows: 20 -1 row, $0 at 0oc. Bell= chords connected as Idiom: 2x8 - 2 rows staggered at 0-4-0 00. Webs connected as follows: 20 - 1 row, at 0-9-0 0c, 2) A8 loads are considered equally applied to all plles, except It noted as Iron (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsb h=240; B=1501t L=100Ih eave=l If ; Cat II; Exp C; Encl., GCpl-0.18; MWFRS (directional): cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord INe load norooncument with any other live loads. 6) 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 200 wide will fit between the bottom chord and any other members. 7) Provide mechanfe" connection (byuthem) of truss to bearing plate capable of withstanding 100lb uplift aijolnt(s) except gt=-lb) 5=2953, 1=2710. e)'Semi-rigid pitchbreaxs including heels' Member end fixity model was used in the analysis and design of this truss. 9) HwZer(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28M lb down and 1840lb up at 6-1-8, 1411 lb down and 804 lb up at 8.0.12, 1404 lb down and 789lb up at 10-0-12. and 1399 W down and 786lb up at 12012. and 1403 lb down and 788 lb up at 14012 on bottom chord. The deslgn6seledion of such connection device(s) Is the responsibility of others. LOAD CASE(5) Standard Conlinuotl on a e 2 A wARNNO-y fYdWSDPNmmer. BREAD NOTES ON TASANONCWDEDMtEKNEFEAANCEPA0EM41?3rs 14e]4015BEFOREUSE. De4Dn vortl la use or4Y vAlh mlaing Oetgrbrs...I de N bhosed only upon Pwameterssnovm. andalorm IndNWd bNOltpn component not bdM9de5'ly� aardpIMkOletl b�lenl drekl',g oltrdlvW huvweD�cMrd memDen or�iy�l net kmpolarymltl pemorl.nfMoclnp b dwOw regaled to rbDllryand to Aexenf cnllcpfe wXhposmle perrond 64rx1'Orel AapeMdomo4e. ruf0enerdgddcncereWOUo lne MiTek- IOErkDllart9.coe. delNery, e1er.Wn OM-N or ftu a antl Inm swlemi ieeAN5U1W1 QMV Odt.". D58-69 OrdBC61'uedN9 Composlenl 69N Pork. E. Bl,& WW Womatton m^r ham runs Pale im6luW 218 N. lee Stseel. SIDe 31Z A...WIVA22314 Tarrya. FL 3UID I I I 41A= I , 4 5 21 Scale = 1:43.7 3.4= am = = M 6s10// aan= 1aa A-n+ I io�D Fi ia�s I �711u+ I e e l ona'N— A LOADING (psq SPACING- 24Y0 CSL DEFL In (loc) War Ud PLATES GRIP TCII (pan Plate Odp DOL 125 TO 0.23 Ven(LL) -0.1012-13 >999 360 MT20 2-1111 TCDL 7.0 Lumberl. 7.25 BC 0.40 Ved(rQ -02712-13 >999 240 BCLL D.0 Rep Stress Ina YES WO 0.48 Hoa(TL) 0.04 9 Na rva BCDL 10.0 Code FBC2014/TPI2007 (Melrix-M) WInd(LL) 0.0510-12 >999 240 Weight: 1331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 20 Sp M 30 SOT CHORD Rigid calling dirwAlyapplled or 7-11.4 oc bracing. WEBS 2x4 SP NO.3 REACTIONS. (IMslze) 13=923f0.7.10, 9=923M-7-10 Max Hcrz 13=240(LC 10) Max Upllftl3=-616(LC 12), 9=-657(LC 12) FORCES. Ob) - Max CompJMax. Ten. - All forces 250 OD) or less except when shown. TOP CHORD 1-2=-017/0, 2-3=•itl/239, 3-20=-1038/1044, 4-20=-935/f045, 4-5=-886/1016, 5.21=-935/1045.6.21— 103811044,6-7=-420/238,7-8=-418/28 BOT CHORD 1-13- son25, 12.13— 857/1097,11-12=-5881917,10.11-588/817, 9-10= 852r98B, B."i /326 WEBS 2-13-25W537, 3-13-840/960, 3-12-224/329, 4-12=-142/265, 5-f 0-146/265, 6.10= 226/329, 6.9=.839/950, 7-9-256/537 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 0-Vul(=160mph (3-second goal) Va id=124mph; TCDL=4.2psfl BCDL=3.0psf; h=241k B=1508; L=10011; eave=118; Cal. l4 Exp C; Encl., GCpi=0.18, MW FRS (dlrecllonal) and GC Exledor(2) 0.0-0 to 9.7-3, Imedor(1) 9.7.3 to 1040, Exten0r(2)10-0.010 14.11.4 zone; canlllever loll and night exposed ;C-O for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 par bottom chord live load norlcoml rhent 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 fall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of Ines to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Ot=lb) 13=616, 9=557. 7)'Sem"gld pachbteaks Including heels' Member end fixity model was used In the analysis and design of this truss. �WARNWO-V dried$19eperomeroa8"MVN0n:S ON TNfs AND LUDED UmVCREFEWICE PARE N474n3 nv. I&VQ411SEEFOREUSE. ��- Deslpt valtl la use orlywlm MlTelt®corerecias. llwdeslOn abased och lN IOon parameters shavh ontl Is ftt on hdMdual b ldin, component, not Muss Wstem. Beltte use. aso bsldinD doslOnas must veAN IMr apW:cuda deslgs parameters ard� opaly 4,cemorale IhatleslDn INo the overall e°rldra tlexOn nacho uxsaatetlalo prevent rx,cu!re onadlrwbM avrswebarcva rnom mamba oMv. rdawna tempttAyo dl>eanananldaalaD MOW aawa ion. r dltt sltYxlay onrlbfxeveM calopsewAh possde penttN SV+Y and propatydoma4e. rw Oanerd 9ckkY,ce re9rnara Ilse W,ly tbn slttODe. delMerr.ere T%Ond lrxhNO 218N. SUmI srstem1 aeeANL/19il QVAMY1 M4 "M DS049 an4 KSI" 's'a CemponaM 4904PeR. East BN4. Smary dxOrm4aon aydlada Otte Inn Plots h ONte.216 N.lee$Ottrl. SU1e312 Alaxar,tl,l¢ VA22314. Tesrya. FL 33510 LOAD CASE(S) Standard 1) Dead + Roof Uve (balanced): Lumber Increase=125, Plate Increase=125 UNtonn Loads (pit) Vert 1.3=-54, 3.5=-54, 1.9= 20 Concentrated Loads Qb) Van: 16= 2e02(e) 17=1411(B) 18--1404(R) 19— 1399(R) 20_--1403(R) A WAN G-V-y✓enlanpI.O.eM DN0MON TMSANDWcLVDWMNEKEEFEKA=EFAEE 74"rBV. 16DY10169EFpgEIME. ` Deslpn ,or— oNy w,IMpek®conneclas. Mstlesipn65med only upon pa,amatan snows. andhform lKlNdrol [u1ldd ccmpo—I nol L OIsm system. Be1we Nsa. Iha]lulidrp fleslpner mwt veMy Ise opgloa[wlry of doYBn paamBlersantl pape4Y S+corpaaie Inh a4pn hbine overall los-de-. WacTphdlcaledhlo Addift—ltemiscrmYondl>E+morrenl lxadn9 MiTek' h awoysrnawoa ror sloany andmpeveNcollapse wnn poseole pwsond ww and rxocerryaanlape. rornalresaa�ca rnpadfp llre fahAcalbrt slorape. ticiHery. eretann oriel Macinp orllusesmW M1lds rystemise,Wl51/IPrl OualHy Crllerfv, DSB19mW BC51 Bu0drq Component T.,.. R. Eass&.d. Smeh INamalian avdtrmle Gems Hrs RaM WiilNle. Y10 N. Ibe Saeet. Sdte J12 Pleyosg4a. VAYYSIA. Terryn. FL 3361a 5-2-14 1a2-s 15.1.11 +66 1861 I U-,7-9 1 2&&2 l 3a1110 1 3 ,7 1 3,-942 ' s2-ib 6-Itb a-116 1i$ 2-0-0 a-lA 4.1-0 4-1A 3.913 a13 4.5 = 3x4 11 3x6 = 4x10 = f l� 25 34 35 24 38 3723 36 3x10 II M 7xe = I-.. r1�R7„4 6.00 12 334 II 3" II 6.8 — 3x4 II 34 = 34 = US = 4x5 = bs= 7 8 31 9 10 1132 12 33 13 22W4MT18Hs= axe= 3x4 II WO= 16 18 15 44 14 4.4 11 4x6 — 3.4 11 we_ 3x6 II LOADING (00 SPACING- 2.OA CS]. 'EFL In (loc) Well ' PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.52 11 1(-) -11-421 >936 3130 W20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0,68 Ven(TL)-1.1020-21 >420 240 MT18HS 2441190 BOLL 0.0 ' Rep Shea$ Ina NO we 0.98 Wa(TL) 0.28 14 Na Na BCDL 10.0 Code FBC20147rP12007 (Matrix-M) Wlnd(LL) 0.83 ZO-21 >558 240 Weight: 5021b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stnxluml mod sheathing directly applied a 4-5-8 oc puffins. except BOT CHORD 2x4 SP M 30'Except' end venlcaA, 22-25: 2x6 SP No.2,17-21: 2x4 SP M 31,11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling direcllyepplied or 5.8-6 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. pb/slze) 25=238Wv1echm]"I, 144582Nechanical Max Horz 25=59(LC 8) Max UpIM25_ 1722(LC 8), 14-1 SS0(LC 8) FORCES. Qb) -Max CompJMax Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-25-2291/1712, 1-26=3675/2653, 26-27— 367W2653, 2-27=-36752653, 2-28-367512653, 3-28=-387fi2653, 3-29=-08752653, 4-29=-387512653, 430-1080477844, 530a-1080477844, 54-1114W8090, 8.7=-9033/6612, 7.8=-tKIM940, 831=.8079/5940, 931=3079/5940, 9-10-531213894, 10.11=-5312/3894, 11.32=.5244/3S47,12.32=3244/3847, 12.33=2354/1720, 13.33-2354/1720,13-14=-2520/1881 BOT CHORD 24-38o-4616/6316, 36-37=-4616/6316, 2337=-4615r6316, 2"8= 903/1242, 22.38— 803/1242, 20.21-8498/11581, 20.39-6107/8287, 19.39- 610716287. 19-40-5234f7140, .18-40=-52347714D, 18-41-523417140, 41-42-5234/7140, 17-42-52340`7140111.17--252258 WEBS 1-24=-302PJ4194,2-24--404/471,4-24=3081/2221,4-23=-717/647,21-23=3780/5166, 4-21=-3575/4881, 6.21=41/7/642, 6-2 4822/3499, 7-20=-2861/3931, 7-19=-258/231, 9-19— 885/1169, 9-18=-228/411,9_17=-2246/1647,15-17=.163512225,1247=.2767/3760, 12-15-2830/2254, 13.15= 2438/3336 NOTES- 1) 2-ply truss to be connected together with 10d (0.131*x3') nails as Iollows: Top chords connected as follows: 2x4.1 row at 0.7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row al 0-9-D oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to MI plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to dLsidbute only loads noted as (F) or (B), unless othemse Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd_124mph; TCDL=4.2psf; BCDL=3.Opsf:, h=24f ; B=15016 L=100I1; eave=11tt Cat II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pmding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other live loads. 8)' This mss has been designed lore live load of 20.Opsf on me bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between me bottom chord and any other members. � 7 (sgtor I—S to buss conwellons. Q WARNINfi-Vw/fyJoslgnpnvmfxx end REAO NOTE.SON iNRB A... PAGEMb]Q3 mv. loo—r94 BEFORE USE Deslm wild lot use_,,v Ih Mllekd cmneclon.Ihbdeslq h blmdoNyupon paometeo¢lawn. mdb iw on IrvftoW1 W ohBcompo-1 roi 0 imssyNeln. Before use, fne U.}.Iexxi desl0ner lnOSl ve4N lho oopppplcObSltye1tle40n paraneI.. and Fn.po ly:ncorpaate fhb tlespn into the ovaro3 Irs�,T bWdllq deslpn. 9aahDbd¢otedato provont Wckllrq of lndxAduot boor weborcl/actwrd momd _ry Addlxofnl henpa,ay axl pem�ment b 0 IYl�rek' hdwoysfery*ed farsbMlly orMbfxeveni col!cpise W11,P0dblo paaa ",nrond VoPeftytlamcpa. fw peffetd OUldmcefe0onho P,e bb�albn, slo,opa, deYvary.erecYm and bfachq of hu¢e¢and hna systemx seeAN31/IPII Gua:IN CNe4q DSB-d9 and ad57 eYlkYrm Comyonenl 6YD4 Parke 3WI BNd. SalaN IMarmoxon avmada hom lflsss Plote eaxx4e, 21e N. Lee Sheet, SJre 312 NexoxMn VA22314. Ta,rye, FL 33610 NOTES- 10) Provide mechanical connection (by others) of buss to hearing plate capable of Withstanding 100 Ib uplle al)ofnt(s) except Qt=lb) 25=1722, 14=1880. 11)'Semi-rigid pltchbreaks Including heels' Member end lixtty model was used In the analysis and design of lhts Truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 871b down and 139 to up at 1-5.5. 87 to down and 139 lb up at 3-5-5. 871b down and 139 lb up at 5-5.5, 871b doom and 139 to up at 7.5.5, 87In down and 139 lb up at 9-5-5, 91 lb down and 191 to up at 32-&13, and 91 to down and 191 to up at 34613, and 91 It, down and 191 lb up at 36-6-13 on top chord, and 35 lb dawn and 81b up at 1-5-5.351b down and 8lb up at 3-5.5. 35 lb down and 8lb up at 5.5.5, 35 lb down and 8 to up at 7-5-5, 35 to down and 81b up at 965, 248 lb down and 205'lb up at 11-5-5, 3661b down and 3681b up at 18-6-1. 1281b down and 124 to up a1 20613, 1281b down and 1241b up at 22-6-13, 128lb down and 1241b up at 24.&13. 1281b down and 124 lb up at 26613,128 It, down and 124 lb up at 28-&13,128 to doom and 124 It, up at 30-8.13.681b down and 3lb up at 32613. and 68lb down and 3lb up at 34.6.13, and 68 to down and 3 to up at 36.6-13 on bottom chord. The deslgNselect on of each connection devices) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead. Roof Live (balanced$ Weber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vast: 1-6=-64, 6-7— 54, T-13— 54, 22-26= 20, 17-21-20, 14-16=-20 Concentrated Load$ gb) Vert: 24— 21(B) 2-47(8) 20=-366(B) 19-128(8) 18-128(B) 12= 91(B) 15=40(B) 26-47(B) 27=-47(6) 28=-47(8) 29= 47(B) 32— 91(B) 33— 91(B) 34_ 21(B) 35=-21(B) 36— 21(B) 37-21(13) 38-248(B) 39— 128(B) 40-128(B) 41:128(8) 42=128(8) 43=40(B) 44=-40(8) ,&WAANWG•V Iry4e41BBNABnM4nen4NFAD NOTE9ONTN6 ANB INOLUDEO4BTEK NETERANCEYAGENM10T32y. IONYS016 BETOKE UBE R Mgn,KNdfa are oNy vAIh MIIeFW wnnectors.OJsdasl9n B bozetl oNy upon paametersanovm, aW hbrm lndMdra lwPargcomparent. not Wtruce snlem. eorae ute.11» I>�p dabner m,st va4h Ine opglcaxlhoideuon paomelelsOM aopany ncoiporale mxd»:1on lmo Ine overov Aand de9en. @OctrglM Gledhlo peveni badyne alndNqua Buss wa "o clxAdmdomAtlaadg ldo-., ymCffnd— er4 baoEp MOW a anvGr: �egwoa (a dabllhGndlo prevent cal qe wm poslae peaaxd rVAY a,d nopem<wnroo. Fol onl�aa actdonce loaamno me fobrM uor�slaa9e.de4Very. aecikm aM bpcln9alrusse5aKl true We'lemx weAN1UIVII praIh 041e4B, DSB-89 and BCSl6uadap ComponoM S.BNtl. T.W..FL sa»ry INormatlon awaode fran Tnm Dale pnllulc.218 N.IA6 Slreal. aAa 312 Nnand4a VA22314. T»rry», FL 33610 ilm az-ts o-ta H4;-n ' a-2-15 f 3-tag I 3I.9 ' 3M4 11 4 U4 = soil ale = 64 = Us II L0ADING(p5Q SPACING 2, 0 CSL DEFL In (loc) Wall Ud TCLL 20.0 Plate Gdp DOL 1.25 TO 0.19 Vert(LL) 0.04 6-7 >999 240 TCDL 7.0 Lumber DO L 1.25 BC O.eO Ven(TL) •0.05 6.7 >999 240 BCLL 0.0 • Rep Stress Ina NO W B 0.59 Hom(TL) 0.01 5 rVa n/a BCDL 10A Code FBC2014/rP12007 (Matdx-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2xii SP No.2 WEBS 2x4 SP No.3'Exoepl' 4-5: 2x6 SP No.2 WEDGE Lag: 20 SP No.3 REACTIONS. Qblsize) 5--W56f07-10, 1=1444/0.7-10 Max Hoa l--W3(LC 8) Max UPIIft5- 2376(LC 8), 1-889(1-C 8) FORCES. pb) - Max. Comp./Max, Ten. - All forces 260 (Ito) or less except when shown. TOPCHORD 1-2=-1782/1106,2-3-2156/1387 SOT CHORD 1.7=•1218/1521, 6-7=-12la/1521, 6-11- 1390/1%5, 5-11_ 13OU1905 WEBS 2-7=-470/345,2.6=-555/435,3.8= 2171/3103,3-5=-3D29/2215 6Y.-=MAI PLATES GRIP MT20 244/190 Weight: 160 Ib FT=20% SPACING - Top CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, oxcept end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131')37 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9.0 oc, 2x6 - 2 rows staggered at 0-9.0 oc. Bottom chords connected as follows: 2W - 2 rows staggered at 0-4-0 oc. Webs connected as Idl-=s 2x4 - i row at 0-" oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) lace in me LOAD CASE(S) eecllon. Ply to ply connections have been provided to dlsmbute only loads noted a$ (F) or (a), umess otherwise indicated. 3) Wind: ASCE 7-10; Vult=-i 60mph (3-second gust) Vasd=124mph; TCDL-4.2psf; SCDL_3.0psf; h=2411; 8=150h; L=10DIt; eaVe=1Ill; Cal. II; Exp C; End., GCpl=0.1B; MWFRS (directional); cantilever tell exposed; Lumber DOL=1.60 plate gdp D0L=1.60 4) This Ines has bean designed for a 10.0 psi bottom chord live load ranconcunenl Ain any other live loads. 5) - This truss has been designed for a live load of 20.Opst on the bottom chord In ell areas where a rectangle 3-" tall by 2-0.0 wide will of between the bottom chord and any other members. 6) Provide mechanical connection (byolhers) of truss to bearing plate capable of withstanding 100lb uphill at joirx(s) except Ql=lb) 5=2376, 1=869. 7)'Seml-ngitl pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2562 lb down and 1900 Ito up at 8.1.8, and 1405lb down and 8901b up at 10.0-12 on boltom chord. The deslgn/seleotlon of such connection devices) Is the tesponsibilily of others. LOAD CASE(S) Standard 1) Dead ♦ Root Live (balanced): Lumber Btcrease=1.25, Plate Increase=1 .25 Uniform Loads (pll) Van: 1-4- 54, 1-5-20 Continued on page2 O WARNWa-Vedly design peremmersaedRUU NOTES ON TWANPII=VVED NNEKREFENANDE V EN61?JroY. 1at1]lSai5-REUSE 0eslOn svYtl f« sae arty wIN lRbxID connects. Mstleskxt k batPtlonly upon paaneteOMown. «mdls/onon esdlNQr01 buArdm component, rsot a bust system. Ben«e use. Ine bulit➢nn de5lpner mW vedry Ina apolCobaN oroo9en {grametersaM aopelly hcoiporalo Iirls dad9n wo Ne ov«al WIxAsD tledgn. wach9 YxlkOledabpovens bur,Mlip onndNNuollMaweborcU«ch«d memner oNy. AtldB«sd lemp«on «�d ls«moreMlx ing aolwoysdt«don ord ba i. MiTOW uxo,,as.,ro0e,WI ndlemee7111 N edloda, Dsll-0am BC518u1dM9 CmieM 6904 . EM Warr IMmnavdlode from TN5 Flat, Mime. 218N t.eSteet.s,Ve312TeX0rKKaVA2231E. Unry..R. 3le LOAD CASE(S) Standard Concentrated Loads Qb) Ved: 6---2562(F)11-1405(F) Q WARNWG. VcalTCeslSnpLmnrote WdRVONOTESONTNISANDMLWEVN KRE£ERANCEPMEN67M"K. fdo=f6BEFo"— OesiOn wkd I« use Dory N1N kMfek&aolmecbrs. Batdeabn Kbmed mlvupon perameleD shovRr, mdlsbrm kK1Mbsd buCdlnO comporsenl, nol a Ilu4 WSIBm. Bel«e use. tnea,ndno tleslBner mull valW IheappAcattay of tleabn pwanetersaW� opelty trrcerywain mh de98n Into Bin overall ebuOtlPMcr.radr«amIorbe�I�s"0wm°vnw�.r�aomd�oDFa�n�emeudu°c°nareme Iwaaro Mli@k kb--golade, tlelNery,erec8onand daa,0 0l Inasesontl laffi Mlents. seeAICL/IRI CUOYIv CMath,DSB-0a and BC31 Bu9a8p Cemporlessl 6901 Perk. East Blva. Safely IMomlOAon avCOable 8om T—Perk.. kft. 218 N.Lee Slreel. Sdtn 31Z A.-Iddu, VA2231A. Tanya, FL 33810 ae4 = 4ae = 3t3 1930 leis 23N ailit6 30.3] 31-]-4 1-3-13 34B 33�11 630 S1I 530 Sd11 3+6 iJ13 Seale. l:StA 4xB .. 21H II 4 24 26 6 1 3.4=am= ax4= 3x10= 5x6 WB= 8x6- H44= am_3"= LOADING (pst) SPACING- 240 C81. DEFL In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Gtlp DOL 1 6 TC 0.59 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 HC 0.65 Vert(TL)-0.4113.15 >857 240 BOLL 0.0 ' Rep Stress Ino1 NO WB 0.9$ Ho"JI-) 0.13 11 nfa r/a BCDL 10.0 Code FBC2014/TPl2007 (Matrix-M) Wind(LL) 0.2813.15 >999 240 Weight: 173 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Struclural wood sheathing directly applied a 3-4-15 oc puffins.BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 4-7-3 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/sll) 17=2oD4/0.7.10, 11=2003/0.7.10 Max Hou 17=193(LC 7) Max Uplih17=-1448(LC 6), 11=-1390(LC 8) FORCES. (lb) - Max ComplMalc Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 23=-309/190, 3-4=3092/2244, 4-24= 3740/2757, 24-26=-3740/2757, 5-25=3740/2757, 5.26— 3740f2757, 26.27-3740r2767, 27-28=-3740/2757, 6-28=-3740/2767, 6-29-37402762, 29-30= 3740/2762, 7-30=3740/2762, 7-8=-3091/2249, 8-9= 3121216 BOT CHORD 16.17-17222426, 1631=-19332750, 31-32=-1933275D, 1632=-1933/2750, 15-33-2578f3740, 14.33-2578/3740, 1434-2578r3740, 13.34=-2578f3740, 1335-1876/2749. 3536-1876P2749, 1236-18762749, 11-12=-16732428 WEBS 2-17-301/345; 3-17= 2711/1983, 3-16=-4361493, 4-16=0/328, 4-15=-958f1281, 6-15= 553/644,6-13=-585/654,7-13=-976/130.7-12=01328, 9-12=-429f479, 8-11=.2707/1950,9.11=-301/331 NOTES- 1 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=163mph (35eoond gust) Vastl=124mph; TCDL=4.2psh BCDL=3.Ops1; h-4411; 8=150Ih L=100ft eaVe=l ltl; Cal. II; Exp C; En". GCpi=0.18; .FRS (diredlonal); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending.. 4) This truss has been designed for a 10.0 psi bottom chord live load noncencumenl with any other live loads. 5)' This I—S has been designed for a live load of 20.0pst on the bell= chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will III between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 10D lb uplift at lolnl(s) except 61=11)) 17=1448,11=1390. 7)'Seml-dgld pllchbteaks including heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 to down end 306 lb up at ".0, 91 lb down and 175 Ib up at 10-0-12, 91 to down and 175 lb up at 12-0-12, 9111, down and 175 lb up at 14-0-12. 91 lb down and 175 lb up at 15-9-10. 91 lb down and 175 Ile up at 17-6.8, 91 lb down and 175 to up at 19-6.8, and 91 lb down and 175 Ito up at 21-6.8, and 13911, down and 3331b up at 23.7-4 on lop chord, and 235 lb down and 1741b up at a-0-0, 68 lb down and alb up at I0.0-12, 68 lb down and 3 to up at 12-0-12, 68 lb down and 3 to up at 14-0.12, 68 lb down and 3lb up at 15-9.10. 68 to down and 3lb up at 17-&B, 681b down and 31b up at 19.6-8, and 68 to down and 3 to up at 21-6.8, and 235 to down and 174 lb up at 23.6-8 on bell= chord. The desigNseledion of such connection device(s) is the responsibility of omers. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). s�1��li�� ��endard O WARNMG-Vedlydeslgn paramerasoed READ NOTES ON TMGANOVlOLROEOWI3K REfOrANCE PAelMFf4r)'ay. fa9YNIEBEFORE USa ' Design wild for use oNywlm trBlel 9conneclaa. mhdesba b—d aNy upon pdrnlelee 3h—Ond h I—MIMuel laAtleq c—e—ent. nol bulmng tleZn�&acbg,IhobWdM esfgneilwcklferylna OpWk:W4ltyoltleSpn pasanelea axf papesly mcomaOfe DJitleslgninto eso overoll h olwoysmq,&W br stadllly and to Pnvenlcdl4 k�Mloi Po ble�pe dl�M /�aM Pam tlu�e Fas gorelbslml1hlvrar �ngl Yee n, ducM1 MiTek' fabdcalkxt sloiape, del M.—tronond—hrg of Buvesaid Buss systems, seMN6NIHi Guaary CMNI0. D6&eeaid BC51 wxmng Cempenwl 6B04 Pvk4 E. SNd. sdW y ft f—ft- oyoilObb hom Truss Rob Iml 1—, 218 N. lae Meet. SLlte 312 X,—Ms. VA 22314, Tompa. Fl. 33610 —Ti 16910BC LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Unlloan Loads (pll) Vert: 1.4— 54, 4-7--54, 7.10=-54, 18-21=-20 Concentrated Loads (Ib) Vert: 4=-139(B) 7= 139(B) 14=-40(8) 16=-235(0) 12-235(B) 24— 91(B) 26=-91(B) 26-91(B) 27-91(B) 28-91(B) 29— 91(B) 30=-91(8) 31=-40(B) 32= 40(B) 33= 40(B) 34=40(B) 35=-40(B) 36=-40(B) Q WMNAV2•WrKy—eppere Imend NEAONOTEe ON 11Ee ANO BVCLUDEeWEKNEFENANM PAGENIA7--1-1E6EPoNE— oI-y-ad m ee- tW Wd,q aesalw mml ve 11, lnbbowd e ar�nl,c eeyNadevon ane,els ala poPenr'd�omo, Ie ms,dde Qo No inekV coVe(au -•� wuaa9 mslc�_ e,«o-M mdecred l:wwavenr oecBArs, or nuwlwsswer, e�woloroldmemxl: onv. ramuon, le,9c>o�1'a1d 1>almelrenl worm MTek' 1:liaays lenuYed ra nealdvww Mwevem collopsp ,Mposslder»Iw1wrA9yem wol,erly dalloae. ra uene,m oWdmce laoamn911� MdICO11oR sMlape, delNery, e,ecllun orM bmclndol auA'es Ontl MmsyslenK, sPeAN41/IPII OuaAly CdM1dO, D6H 89 G1N BC91 au94Mg Com0011pn1 6B04 -kn Eea Bhd, solely Mtoma9on avalat>Ie (1— r,uss rote Mdlude, 218 N. lu- SII¢e1. 5W10 31f. ldexan X. VA V314. Tntrya, 6L 33610 s�1a. L:as.o 4x5 = - -> to If 3x8 _ ax4 = Us = 41,10 = sx5 = 14 = 4M4 = ax4 = 3xs II LOADING(ps1) SPACING 2-0-0 CSI. DEFL In (Ioc) Well - PLATES GRIP TCLL 20.0 Piale Gnp DOL 1.25 TO 0.48 Vart(LL) -0.32 15.17 >999 360 M1720 244/190 TCDL 7.0 Lumber DOL 1.25 DC 0.56 Vert(TL) -0.6016.17 >649 240 BCLL 0.0' Rep Stress I= NO WE 0.97 Horz(TL) 0.07 11 rva rva BCDL 10.0 Cade FBC20/4/TPI2007 (Mahix-M) Wind(LL) 0.2313-15 >999 24D Weight 186lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M30 TOP CHORD Structural wood sheathing directly applied or 3.1 GAS oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP NO,3 WEBS 1Row at midpt 3.18 REACTIONS. (i108129) 18=1272/0-7-10, 11=1215/0.7-10 Max Horz i6=-379(LC 6) Mex UP1f118=-831(LC 8), l l— 775(LC 8) Mex Gmvl8=1282(LC 13), 11=1215(LC 1) FORCES. (Ib) - Max ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD i-2=-608(103, 2-3-673/388, 3-4-= 1778/1168, 4-5-1740/1161, 5.6=-1966/1323, 6-7=.3121I2048, 7-25-2833/1865, 8-25=-283a/1665, 8-9-1276/838, 9-10=-228r358 BOT CHORD 1-18=-196/496, 17-18-W7/1847, 1&17=-494/1272, 16-26=-484/12T2, 2627=-484It272, 1 5-27-494/1272,14-15-1011/IBM, 13-14-1011/1833, 13-28=-647/1073, 12.28---647/1073, 11.12-342/241, 10-n=-3421241 WEBS 2-18=-636/578, 3-18=-12871762, 4-17-396/398, 5-17=-3201/14, 6-15 -586/f 072, e-15_--681/587, 8.13-815M 183, 7-13=-1574/1108, 8.13-106WIS20, 8.12=-444/258, 9.12-949/1516,9.11— 1190/812 NOTES- 1 ) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=160mph (3-seoond gust) Vnd--124mph; TCDL-4.2peF, BCDL-.Opel; h-241t B=1501t L=10011; ea 1lib Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (direclbnal); cantilever left and right exposed: Lumber DOL=1.80 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This huss has been designed for a 10.0 psf bottom chord live load norlconcurtent with any other live loads. 6)' This truss has been designed for a Ilve load of 20.0pst on the bottom chord In all areas where a rectangle 3.6.0 (all by 2.0-0 wide will lit between the bollom chord and any other members, with BCDL=10.0ps1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at)oln(s) except Qt=lb)18=831, 11=775. 7)'Seml-dgld pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shell be provided 5ullldent to support concentrated load(s) 27 Ib down and 651b up at 30-9-0, and 321b down and 109 lb up at 31-3-15 on top chord, and 161b up at 30-9-0, and 45lb up at 31-3-15 on bottom chord. The deslgn/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 Iron (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Incre-1.25, Plale Incre-1.25 Uniform Loads (plf) Vert: 1.5-54, 5.7=-54, 7-8-54, 8-10-54, 19-22=-20 Continued on Pago 2 Q WANNwe-V Ily4o1lenpx 1--rM0N0yE8dNTNR AN04VCLUDE0401EKREfENANGE PAOE4aF74T3 rw. 12V=t14eaFONarleE -1��• Designs F—oNy Win Mnekacor—lon RAtl gn6 to d ordyupon porometentom. aWh form MWxW hufd!W component not ®■ U[nmayslem. Balwerne.lha"M aelUrvs moil-0ty me opp4coblay of desl{xl Polamelersera ly mcory ate Ihhdeemribme o—.1 WIt1in0 WSOn. BocinOlndkaletlhlopreveM bxk4n0 of Grtivxfudl lrufa Weborx!/a chwtl member aYv. Adabrwllomrw:a:ymdpermonenibrodrg WOW MIXICOarM MK 0, sroWllyorW to povenicdkpae vnm poade PenorM Inlay ANSWRIedyilly .For fRnera10u1dmcn renordkgme Wblcalbn.siorM ovol Mery.ereclm lW Mkft 18N. We Russ Wle 31ZAe SVIPII VA 223 C2ala, DSB-49alW aC3l aulltl!ne carpwrere 69W,.FL=10Nd. SeNly IMamo11M aVdlada earn Los Plate Mxae. 210 N. Lee Street SNIe 312 NexaMke VA22314. Terrya, FL 3a610 LOAD CASE(S) Standard Concentrated Loads (1b) Vert 8=37(F)12=32(F) 28=13(F) 28=7(F) AWAR—G•VatlydsslpnynmmrosentlREANOTFSOH)LLANaINCLUOED6mEKef£AANLEPAOFI ]dTlmv.l6eYSISSEFOREUSE �R De4gn vontl ra use oNVs lttehacom,clop. lnlsdespn h l�etlorYyunon norm 1e sna a dh ra onY Iidrgl bWtlhg canpwsent, I `q btNtt syRarn. eerore ue, ine butlanp dZgnetmust veMyIM am6cmnN of Ue�paramereno IaWI.Yhcoryorate ttYs tlesmnlnro InB oveml WdNdeslgn. B+achgBWtdedlsbixevenlbucMhpoflrxYNdudhutswebond/achottlmelnbenoNy. Adtllllagllempmoryorala "o—tbladng MiTek' k olwgls req tetl for sfobYllyontl tolxevenl Cello}xewnn posxM, rxvsarnl OMW arW popMYtl,ni,ge. For genera gultlaNs IegaGng me f,bkalkul. NetlelN690<Poike E—BNd. SWW nformggvaryfromM M,rIaA, 21msa—I.ySem112VWWoVAu2Nld. T,",. FL 3—D Ifp 1a-19 241A i 4-sa I 7d-4 l ass i 1aa1s 1 r2dn2 1 a-13 14-tY 2-0.16 2 4-1 2415 id-12 13.19 3.71 12 Us = Oar= 4 22 5 23 2411 2.0 11 LOADING(psp SPACING- 2-0.0 CSI. DEFL. In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 V.-ILL) ().Of12 >899 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(rL) 0.. 12 >999 180 BCLL 0.0 ' Rep Stress nor NO W B 0.08 Hocl -0.00 9 Ne r1a BCDL 70.0 Code FBC2014/rP12007 (Matrlx-M) Welghl: 63 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP M30 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins. BOT CHORD 2.4 SP M 30 BOT CHORD All calling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 14=22660.7-10.9=22619.7.10 Max HIM 14=87(LC 7) Max Upllltl4=365(LC 8), 9-318(LC 9) Max Grav14=231(LC M. 9=231(LC 18) FORCES. Qb) - Mau CompJMax. Ton. -All forces 250 (lb) or less except when shown TOP CHORD 23=-94/293, 3-21-137/367, 4-21=-121/347, 4-22--= 1221344, 5.22- 122/344, 5.23-1201349, 6-23-1361366, 6-7=-941293 OOTCHORD 13.24=30073, 12-24-300/73. 12-25=391/l23, 11-25=391/123, 11.26-266/74, 1026= 266174 WEBS 2.14-174/276, 2-13-2661109, 7-10= 272/109 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vu8=160mph (3-secand gasp Vasd=124nl TCDL-4.2psf; BCDL-3.Opsf; h=241t; 8=15011; L=10011; eave=l Off; Cat. If,, Exp C; Encl.. GCp(=0.18; MW FRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate Grip DOL=1.80 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument Win any other live loads. 5)' This truss has been deslgnad for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0.0 wide wig fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=385, 9=318. 7) "Seal pitchbreaks Including heels' Member and fixity model was used In the analysis and design of this thus. 8) Hangeps) or other connection device(s) shall be provided sufficient to support concentrated loads) 62 lb down and 83 lb up at 2-8.9. 33 lb down and 961b up at 4.0.0, 15lb down and 58 lb up at 4.9.8, 0lb down and 75lb up at 6.0-14, 151b down and 581b up at 7-4-4, and 331b down and 98lb up at 8-1-12. and 62 lb down and 831b up at 9.5.3 on top chord. and 64 lb down anti 63 lb up at 2-0.9. 23 lb up 8t 4-", 32lb down and 391b up at 4-9-8, 14 Ib up at 6.0.14, 321b down and 391b i at 7.4.4, and 231b up at 6.1.12, end 641b down and 63 lb up at 9.5-3 on bottom chord. The deslgn/selection of such connection device(s) is the responslNllty of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss ere noted as front (F) or back (e). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Veit. 1.3-54, 3.4=-64, 4-6-64, 5.8-54, 6.8=64,15-18=40 Continued on pane 2 WAANwa-VMydesrgn panmetas mdMOMTIS F)Va ANVw VVW 41fraKaaFENANI:E PAnE4rM1)4n3 1" Mr6arFO wa Dmen wild for use orJv will, Mletdecotneolm. truss ryslem. Be/ore use. l.7ldhgdoapnef pxINr5i vdMbonly uponmlrsYak kfm MlNtlua blddYqedcVannponent. rot Ihappkxaor-lylnwNklo itre overall buYdn9 tlexpn. wocfi9lntlk.red klopraveni lwcOm OIf WkWtnuswe ancVacMldlnembef Iv. Ada:knal temposW mdpe,mpnem baclsp MiTek� 5 dways tegiEed nor s1ogI11YaM to poVenl calR . wAn pofsble pelwMl INJyad Popadyduncpe. Fornenesa a�4d�K%e fe9adlw k,a rc6rtcatbn shape. delNery. efecllonaM btoGx7Ml,usses and tnsacwlemc aee4N5VIR1 an7N CMedo. D9a-69 and l Ul Co -M 69e4 Perlis Eons at+d. SaWylMomwXon ovdloble from It -Rosa NniMe.218 N. Leesreel. site 312. AIe-ft VA22314. Tempe.FL 3 0 1.313 SS10 12if0 165,0 YS]-] 2411J 11.313 )-,.13 l 4-00 1 4-00 ]-1-,3 - F 1313 6enle. 1M.2 4x8 = a IT ,b,4 LOADING Lost) SPACING- 2-0.0 CSL OEFL In (lob) Udell 1/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,49 Ven(LL) -0A012-13 >674 360 M720 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.D3 Verl(R)-0.7112-13 >377 240 BCLL 0.0 ' Rep Stress Ina YESWS 0.47 HorzjTy 0.03 10 n/a We BCDL 10.o Code FBC2014/FPr2007 (Malrbr-W Wind(LL) -0.3813.15 >709 240 Weight 122lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-10 00 pudins. BOT CHORD 20 SP M 30 BOT CHORD Rigid calling directly applied or 1040 oc bracing, Except: WEBS 2x4 SP No.3 2.2-0 oc bracing: 12-13. JOINTS 1 Brae. at Jt(s): 16 REACTIONS. (lb/slze) 15=1066/0.7.10, 10=1066/0-7-10 Max Hoa 75--293(LC 10) Max Upllltl5=506(LC 12). 10— 446(LC 12) Max Grev15=1237(LC 16), 10=1237(1-0 19) FORCES (Ib) - Max CompJMax. Ten. -AN loaas 250 (ib) orless except when shown. TOP CHORD 1-2-4381113, 2.23=-1743/752, 3-23=-1646/77613-4-1429/820, 6.7=-142SM20, 7-26=-1642//76, 8.26=-1738f752,8-9=-386/112 SOT CHORD 1-16— 309/486, 14.15=-31 W77,13-14=-311/377, 1243=-453/1517, 11-12=-W91447, 1 0-1 1-3DD/447, 9-10=3D9/447 WEBS 2-15=4494/1156, 2-13-195/1145, 3-13=0/402, 7-12-W402, 8.12=-195/111D, 8.10---148411156, 4.18=4537/1035, 6-16=-1537/1035 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=4.2ps1; BCDL=3.Opsf; h=2411; 8=1501t L=10D6; eav =-118; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exledor(2) 0-0-0 to "A. Irxerior(1) 9-6-110 12.5.10, Elderlor(2) 12-6-1010 22 13 zone; cantilever loft and night exposed ;C-C for members and tortes 6 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.OD 3) 120.011, AC unit bad placed on the top chord, 125-10 from leg end, supported at Mn points, 5-0-0 apart. 4) This buss has been designed for a 10.0 psi bottom chord live bad nonconament with any other live loads. 5) - This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 ride will ,it between the bottom chord and any other members. 6) Calling dead load (5.0 pso on member(s). 3.4, 6.7, 446, 6.16 7) Bottom chord Ilve load (30.0 psf) and additional bottom chord dead bad (5.0 psl) applied only to room. 12-13 8) Provide mechanical connectlon (byothers) of truss to bearing plate capable of withstanding 1001b uplift at Jolm(s) except gtdb) 15=506, 10=448. 9)'Beml-dgid pitchbreaks Including heels' Member end "model was used In the analysis and design of this buss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WARNWG. Vsdytler/gnpemmatvrvv RU DNO)ESONTNISANDPICLGDEDWrE RE ANCEPAGEtlO)tT 109210169EpONEDSE *� °u�n5y.rem.Befue lusYeWlrrebU'd�irrqq deADner mDstryuw cygcabliry1 of deslp�pa�amelersPW paperlyl apototeIl tl�eSldn lNOlnB tov¢all �■�p.JY® blarq de4Dn. aGChbaHkyledNb rvt=buNdog of lnavldual--band/or awrd membersoaV-AdUOana temporary m,d onnnawnl hackp MOW a aw0yt regJreU rot abb�lryontl to gevent toYogso vntn posslxe pers]nol lnynyaM aopadydunabe. Fa Denera Oatlmce iepmdmp me rbakatbR 11aD3e. delNery,t+ecYonaM baCUq bf OuscsfaM Ou�ryatem; seeAN51/IPII fIuaOIYClOM4 D38-B9 and eCSI BUIItlinD ComponeN 690<Peike Easi BMd. Saary INamoxon avmoae tram Ina Pole t NWb. 218 N.lao Sheet, Site J12 Plekontlrla. VATpl4. Tnrmo. FL J3610 LOAD CASE(S) Stwdard Concentrated Loads (Ib) Veit 3=83(F) 432(F) 5=52(F) 6=03(F)13=33(F) 12=23(F) 11=23(F) 10=33(F) 21=24(F) 22=-0(F) 23=24(F) 24=10(F) 25=1(F) 28=10(F) O WARNWO-VanyWsrpnPemnINavac mrd6FA0 NOTES ONTHASANDWCLUOEa MIfIKREPE/rANCE PIGEMLLIOn roV. f¢9Y1015BEPoHEI/SE �� 0eYan v.ltl la ino only MnT MlfekN c.meclors.lnk de90n k bvzetl ortlY upn paameters xhowR mtl k la m Yx9,idu.l bW.ln0 component, nol t4imgdem, BrocU10.ldi 5vatde+Emr must,eAN me apptic.dliN of aml/paf-cimrsantpopmlvin.orywale Ids de4pn Inb Ina overdl �■ wnitYg tle510n. &acVg �ntlicaedklo pevant wckYrohPa.tlud ➢ussweb anWp clKKtl member IY• Addlbrgl lemfwloN axl Paimmenl daGrp MiTek' h,s..pregWP dra 5lobBM and to pevenl collgneWlnpoClMe peaoriol lrijny antlpoperrydomage. For genera Or4dmoe re0.itlkp lna bbk.:Wa Aaapa, dcl4ery, �eellon ontl doom a hulas aW lmv sptemc ceeANSVIPIi CUWN craena, OSa29 ant hC51 halWhg CoagoMnl 6904 Parka E." BN4. -.11 ➢4amaa..,soda Irpn ➢ue pate huhlule, 21a N.lee Sheet, SWte312 Plex.Faoa VA22314. FL 33610 ' 6s-1 s,-e a-1•e 5-51 3x4 II eAD 12 7 4xt0 II 3xa 11 4x8 = ass = 3x4 = 6x8 = sale=1A.1 LOAIXNG (psi) SPACING- %0 CSL DEFL In Qoc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Verl(LL) -0.0810.12 >999 360 MM 244/190 TCDL 7.0 Lumber DOL 1.25 SO 0.95 Vert(TL)-0.1710-12 499 240 BOLL 0.0 ' Rep Stress Inc, NO WB 0.61 Hoa(TL) 0.04 8 nla We BCDL 10.0 Code FBC2014?PI2007 I QUatrbt-M) Wind(U) 0.1110-12 >999 240 Weight: 345 to FT=20%. LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3'Except' 7-8: 2x6 SP N0.2 SLIDER Left 2x6 SP No.2 2-" REACTIONS. (Ib/slze) 8=2018/0.7-ID, "24510.7-10 Max Horz 1=618(LC 24) Max UpIII18=-1534(LC 8). 1= 2547(LC 8) Max Grav8=2594(LC 28),1=4258(LC 28) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0oc plains, except and verticals. BOT CHORD Rigid calling directly applied or 8-5-11 oc bracing. WEBS 1 Row at midpt 7-8, 63 FORCES. Qb) - Max Comp./Max. Ten. - All tomes 260 (lb) or tam except when shown. TOP CHORD 1-2=-3084/1816, 2-3= 5350/3138, 3-4---3384/1859, 4.5=-1578722. 5-6=-MT/T39 BOT CHORD 1.19=3294/4888, 19-20- 3294/4885. 12-2D=-3294/48M, 12.21=-3294/4888, 11-21-3294/4888, 11-22=3294/4888, 10.22=-3294/4888, 10.23-2046/314L 23-24— 204(V3141, 24-25-2046/3141, 9-25=-2046/3141, 9.26=-88wl445, 26-27=fiB3fl445, 27-28-883f1445, 8-2e-883M445 WEBS 3-12-1178f1918, 3-10— 2105/1467, 410— 1522/2337, 49=-2542/1749, 69=-/475Y2627, 68=-26NASS1 NOTES- l) 2-p(y Voss to be mnmCted together with l0d (0.131'x3') nags es follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9.0 Co. Bottom chords connected as follows: 2x8- 2 rows staggered at 0-9.0 CC. Webs connected as follows: 2x4 - 1 row at 0.9.0 00. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), umess olherwlse indicated. 3) Wind: ASOE 7.10, Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=3.Opal: h=24h; 8=fSM; L=100fl; eave=l 10: Cat. II; Exit C; Encl., GCpk-0.18; MW FRS (directional); cantilever left and rot exposed ; Lumber DOL=1.6D plate gdp DOL=1.60 4) This truss has been designed for a 10,0 pelf bottom chord live load nonconcuvent 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 whore a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0ps1. 6) Provide mechanical connection (by others) of huss to beading plate capable of withstanding 1001b uplift at Jolnt(s) except Qklb) 8=1 SM, 1=2547. 7)'Seml-n9id pilchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support cencentrated load(s) 1046 lb down and 664 lb up at 1-5-9. 1046 Ib down and 664 lb up at 3-5-9, 1046lb dawn and 664 to up at 5-5-9, 424 Ib down and 301 to up at 7-5-9, 424 Ib down and 301 lb up at 9.51 4241b down and 301 to up at 11-5-9, 4241b down and 301 lb up at 13.5-9, 154 to down and 401b up at 15.2.4. and 207 to down and 81 Ib up at 17-2-4. and 1881b down and 781b up at 19-2-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. Continued on a e 2 Q WA6NNNi-Verlly4oslgnpanonaren enO READ NOTE30NTa6 AND NDLODEDN/EKflE%EwANDE PAdfxItr7:TJ nrv. 1ODY[af6 B£FDaE USE �� DeslDn wtp for use atlywllh Mlielt®comoclon. Dvstles'0nebased orYY upon paameters shovm. aid is bran pMMt4d WBd4sDc» portent. rwf ba,awstem. aelotB va. mB [wlxip tlnsxmer mU9i vasty the gplboblllry of tled9n p«omnfela antl «opelry haoryorale fik tleNOn Into IheovBNs dtaMtleslDn.aachO lnotlaladato «ovenlWG4h0 o/Ilxaukllmllnawebond/«cn«d member oM/.AtlA[ond temD«DIY «stlp«nwrreni txacQsD MiTek' eatwgaregwretl t«stmrm/o«llo pevem C011Cpne vAM pasffile porsorwl Nlay arxl propeMd«nD3B. F«0enew10wtlalce re0adr01P9 fabxalbM1 1lOrobe, tlel�cry. «action ono bacbq or Inrvesand Ina systems seeAN41/IPI7 Oua01y CdISM, D4ad9 and eCel aaxdln90anlpoller,l 4904 Perko East 0 sBseN IMormagon aYwwdp M1om ins Plate hssliNte, 21e N. lee Slreel. SAIe 312 Nex«x81aVAYY414. Tempe. FL 3g610 LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert 1-7=.54, (.13-20 ConcentWed Load$ Qb) 11e11: 12-1046(F) 19= 1046(F) 20= 1046(F) 21= 387(F) 22= 397(F) 23=-367(F) 24-387(F) 25= 51(F) 26=i8(F) 28--6e(F) QWAFWING-Vetlry 0a4gn pemmefnsaMREAD NOTE90NTliW Are INCLUOEp MIEKNEFENANCEFAGEM6]4]3 rev. ie9]Raf5 BEFOHeI/SE �� DeYgn valltl br ue oNy w{pr NglekS conneclors.INstleilgn6 basetl gnlY upon pamrnafax shown, antl a for of Irs�Ndrd bultlMg conrporr lt, nol Irsxs system. Beforo rae. Itw bulidrp tleslprer7nrxi venN file oppNcat4lry of tleYgn poiamebts arltl prope4Y hcomorate Intl design Nlolhe overall abglang tlP.rgn. nacln0+�akaleauaaavantrwef4noalraraaud mxswed anrLor clwrtl memeex rur. ��iionai temlhrprvala pemrpren7 wacmg MiTek' b always regaled forsbdiity and le preventCWlgHBwan possde petsawlWuyond popomy damage. fordenemlgWrlanra reeaoln0 the fdtVldnstomge.delNery. erecS Mfi, ccbrg of 18R Le 5-1.systems 6eeAN51/I%1 VA2MCXroeo, bSadDarM BC51 &SSOFa Component SSga pub Eesl6Ntl. Solely Ir4amsanon aMtable Am irws {+late ImtlN1e.21B N. IN Slle9t. Site J72 Ne[ag4¢ VA2Tfld. Toapo, FL 33810 517.9 1 104.11 3x4 II $cale - 1:36.6 4 Wo 11 3.10 11 Tall= LOADING SPACING- 2-0-0 CSL DEFL In goc) Brief Ud PLATES GRIP V.f) TCLIL %1.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.07 6-11 >989 240 MT20 2441190 TCDL 7.0 Lumberl". 1.25 BC Obi Ved(TL) -0.11 6.11 >992 240 BCLL GO ' Rep Stress Incr NO WD 0.43 Horz(TL) 0.01 5 nra r1/a BCDL 10.0 Code F13C2014/FPI2007 (Matrix-M) Weighl: 1451b Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP NO.3'Except' BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 4-5: 2x6 SP No.2. SLIDER Led 2x6 SP No.22-6-0 REACTIONS. Qb/slze) 1=2564/0.7-10, 6=1926ro-7-10 Max Harz 1=3W(LC 211 Max Upllltl_ 1693(LC 8). 5- 1327(LC 8) Max Gtavl=2864(LC 11, 5=20D9(LC 25) FORCES. fib) -Max C=pJMex. Ten. -All tortes 250 (lb) or less except when shown. TOP CHORD 1-2=-1006/1080, 2-3- 2236/1290 BOT CHORD 1.13-13612017, 13-14-13612017, 6-14=-13612017, 6-15=-1361/2017, 15.16=4361/2017, 5.16-13812017 WEBS "= 1385(2270, 3.5=-2563/1732 NOTES- 1) 2-ply Ines to be connected together with 1 Od (0.131693') refs as follows: Top chords connected as follows: 2x4. 1 row at 0-9.0 oa, 2x6 - 2 rows staggered at 0-9-0 or. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All bads are considered equally applied to all plies, except It noted as front (F) or back (8) face In the LOAD CASE(S) seatlm, Ply to ply oonnecllons have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDLA.2psf; BCDL=3.Opsh, h=24tt B=15011; L=1008; eeve=ll ft; Cal. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed Tor a 10.0 psi bottom chord live load nonconour enl with any other five loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.8-0 tall by 2-0.0 wide will 0t between the bottom chord and any other members. 6) Provide mechanical conneallon (by others) of Truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 0tdb)1=1693, 5=1327. 7)'Seml-dgid pftchbreaks Including heels' Member end fibty model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)10631b down and 674 Ib up at 1-2-4, 10631b down and 674 lb up at 3-2.4, 1063 lb down and 674 lb up at 5-2-4, and 458Ib dam and 304 Ito up at 7-2-4, and 4581b down and 304 I6 up at 9.2.4 on bottom chord. The designiselectlon of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 AwAMV(G•Vedrycis:Ianyemnele MdREAOWMSORTR1a ANOMLGOEDMIrEKREFERANCEFAGEN474TJrw.fae3 ISEEF EUSE f I-vaAtl la u..MVN'Ih lAlekla comeclan.lNstleslgn hboledo"yupon Oorametax shovm. andbfol on pWNdual buN<IDp campalenLnol a�.gY�l o Wnsntem..e=uso.Ill) Mdl1n0l'*l ermuNveryIreapp9coWlry oltlesl0n paamelers antl po0e„y hcoryaole Mh dexlM hlo Itleavefall hba rys-Or lo,V enIlyke 1 To dla�bw�Nieirw�eper'arwln,uy�ananoPe„vdw ee"F ,ggeenera911dure gardinglha l�a� MiTek' IaDlLwikxt alora0e. delivory. ttocllon and brOGrxl of lnrsm and roue wRems seeAN51/fPI1 CuaUly Cd.,la. DN49 and east BW41n9 Componenl lr0 Pa1ka E.8W. sofely Ir4crmalbn avoeade nom Tllm fl Inslilule.218 N.Lee Street, SJte312.Alexarq„¢ VA 22114. 7emya. FL Y4610 LOAD CASE(S) Standard Undone Loads (pR) Vert id=-54, 5-7=-20 Concentrated Loads (lb) Vert 11-1063(8) 13— 1063(B)14— 1063(B) 15-422(B) 16-422(B) Wllo N O-VanN tlrly paorMarsx —l-, W,d dMb BAND WQLUDEO MIIEK aEiERANCE FAGEMPIOTIlIlVd. 'Uf0l59EFOpEp a1—vela%useo vAlhr—hconneolors. 1de9gnh Ppud MYuponperemewnalawn. onahfp-lrtllNdual bhla canporwn6 rol bRsm system. aerore .tee a,eainp aespr»r mull venN lee appucadiry or aesnn r,aranewe and popery Mcornorow mh ao>lonnto the overai aleen deslen. apannimioolwhlo pmvent OucFinp ormdrvwlua nu:awonowror chow mem6eraon . ndarooa>amrwrar aw pemronem oranv nnir@i(' aa�:reaweamrsleam-11-eeM�dwofmhve�aeoW�nas�—Ns"m, %Cda SM9anraomcekIngC me S-tyI bn srorane_ aecNe o re Tl erM doclrp or 18 N. aW RusssY t, 31 saeAN5y1P11 Ceally Cnwrl0. DS&99 and aC5l BUIIdnp Casporwnf T,0 ,. FL E l 6AN. Saory INormaXon wrnaae Oom truss %ate wsnN:e. 218 N. Lee Sheet. State J72. AlexorWAn VA2?311 Tanpe. FL 3Tet e t3-13 $Cale= 1:9.7 LOADING jpsQ SPACING 2-0 CSL I DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 360 Mi20 244/100 TGOL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Inc; YES W B 0.07 Hoa TL) 0.00 3 r a rVa BC DL 10.0 Code FBC2014RPI2007 (Matdx-M) Wind(LL) -0.00 5 >999 240 Weight 71b FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purllns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/elze) 3=-llAdachanical, 4=29IMachanlcal, 5=186(0-7-10 Max Horx 5=58(LC 12) Max Upllft3= 15(LC 3), 4=-29(LC i), 5=178(LC 12) Max Gmv3=12(LC 10), 4=31(LC 12), 5=186(LC 1) FORCES. (Ib) - Mm CompJMax. Ten. -AII f0MW 250 (ib) orlass except when shown NOTES. 1) Wind: ASCE 7-10. VUlt=160mph (3-aecond gust) Vasd=124mph; TCDL=4.2psl; 8CDL=3.0pst h441t; B=15011; L=1000; eave=111b Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Fxtedor(2) zone; can8lever left exposed ;C-C for members and forces a MW FRS for reaetlons shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This kuss has been designed for a 10.0 psi bottan chord live load nonconourrant 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 tell by 2-0-0 wide will of between the bottom chord and any other members. 4) Refer to girders) for truss to truss connsctlore. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at loint(s) 3.4 except Qf=lb) 5=178. 6)'Sernl-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WA1aA2 511—REYSE peapn valltl la use only wAtm t9rek6canneclors. ndstlesiDn 6 bosetl aMy upon pasamefers shown, ontl h for an hdMCuai bukRnO canponenl, rqt Nsss system. 6elOre USe, xte buekOMbspl�desgsros lnusl veAfy the OpNitab4lry of tlesxxs l�Oramafen antl popniy l'icomosato lhE Cevpn Iola ttse ovetdl 6bdwar'a,s eG��e�lti sleL mObpev�en�c�oA Mlft'Oo�ssbleUPe d�MY blr Pe„Ytlomcgn�fa 0�mu.IlsU�nsl�Ca -1 o,xd'v Shee Esacxt0 Mire k' fable 1Nst sroraae, tleWery, eteellonadbrodmolNmesomt Bus systems cOnAN31/IPII GIwtlry CAleda, D5849 aM BC518u1141ng Co 1-1 6904 Parke Eoss Br,d, 9arefy lnlasmoMn aValadefram Tmn Plate YallMe. 218 N. Lee Slreel. Ait0312 NesasCAq VA7L31<. T—. FL 3— 1.3.13 4a IM 2d3 Scala = 1:1,1A LOADIMil ef) SPACING- 2-0-0 CSI. DEFL In Qoc) Ude6 Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC B.21 Ven(LL) -0.00 4-5 >099 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) -0.00 4.5 >999 240 13CLL 0.0 ' Rep Stress Incr YES WB 0.-12 Horz(Ti.) 0.00 3 n1a Na BCDL 70.0 Code FB02014/rP12007 (Matriti Wlnd(LL) .0.00 4-5 >999 240 Weight 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 REACTIONS. pb'size) 3=54/Mechanlcal,4=19/Me hanical,5=21210.7-10 Max Holz 5=114(LC 12) Max Uplift"=-68(LC 12), 5=-163g-C 12) Max Grav3=75(LC 17), 4=40(LC 3), 5-212(LC 1) FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 Qb) orleas except when shown. TOP CHORD 1-2=-251/88 WEBS 2-5=-170/390 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-"oc pudlns. BOT CHORD Rigid telling directly applied or 1040-0 oc bracing. NOTES- 1) Wind: ASCE 7.1q Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0ps1; h2411; B=15o0; L=1000; ea— 11It; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever tell exposed ;C-C for members and forces & MIN FRS for reactions shown; Lumber DOL=1.60 pate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with my other live load$. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 343.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glmer(s) for Imes to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) 3 except (I=11b) 5=163, 6) "Semkigkl pilchbreaks Including heels' Member and fixity model was used In the analysis and design of ml5 Muss. Q WAflNMG-VPrlry oacyn pa enrxaraannpEge NGTESONM9gNe eVCLUPED WlEKflERENANCE pgGENa)aT4 NY. laN3.'-R-cae. DeM WIGlet%oNYv4lh M!lelZcunre r.11Yio `rGDasedor4vupon,paametn snows. ciwkla m holl lud w7dro component, not nIr—system. Bette cse. the Wlidrxl tltld9rer mustYenry iheapplicdxllN dde4ps parometeuasd aoPellY mcoryorate 9r6 tledpnlm me averan udns Gexon. Ixacl,ld rrGlcaedlstaevem wcrAnowlaxvand rngswebaltl/acnatl molnbels orry. pcw!xor,d lempacymGPerrnc,x,,u lxodnp Miiek' h dways,ogdretlb, slatdllY antl loprevtlMC010•jsevAlhlnos4de persmdYliryar,tl aopeGy tlanago. (o,nenelal GdGmce meadlry ibe 6p00 Peke Eml Bfvd. 3ot.rv. omMxmeavaltoble hom Inns Plot 4lmNMe. 218 N. tee SKael.lWle312, exacft VVA2294�IarM.GSB-09aM 8C51aW0M9ComPOIwoI Tempe, FL aaeto I D:04141 DC87OwRG7h?&lC71Kx1 15-13 33-3 r 1.3.13 1.118 I Scale=1:13.0 LOADING(PSI) SPACING- 2.0.0 C81. DEFT. In (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.13 VerIA) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(1L) -0.00 5 >999 180 DCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014?PI2007 (Matrix-M) Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP No.3 TOP CHORD Structural mod sheathing dlrechyapplled or 3-3-3 oc purllns. ROT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directiyapplied or 1000 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=35/Mechanical, 4=aMiechanlcal, 5=188/0-7-10 Max Horz 5-92(LC 12) Max Uplih3>47(LC 12), 5=-156(LC 12) Marc Grav3=51(LC 17), 4=25(LC 3). 5=188(i.0 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=.128/300 NOTES- 1) Wind: ASCE 7-lQ Vu9=160mph (&second gust) Vasd=124mph; TCDL-4.2pst; BCDL=3.Opsf; h=24f[; 8=150h; L=100h; eava=110; Cat. 11; Exp C; Encl., GCpi-0.16; MNFRS (directional) and C-C Exterior(2) zone; candle- IHI exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunenl Win any other live loads. 3)' This buss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 [all by 2.0.0 wide w0I 6t between the bottom chord and any other members. 4) Refer to girder(s) for toss to toss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3 except Qt�lb) 5=156. 6) "Semkdgid pltchbreaks Inducing heels' Member and fixity model was used In the analysis and design of this truss. Q w4NNANG-VerryyeeNea PaMmero«ead-v Noces ON rMAW MlelUOEOMREXBEfEAAN P-E{ 74"- 140=95BEfoaEasE A�• Ds-Jlj rrystemlo9ela ehe WgWlp dexlpnat Irsat velhe �pIk�I1V«tlaslslpl palametert andphopedY«Dorol e'vs C�esKlninolhe to aroil c:� udlrxr design. faoclnpkWlcated is fo peveM bucNBp«IIWMQw1WSwebaMll«clgrdlllBmDHB«ay. Aotllilorgllempprory any rxlmonenib0clrx3 Mllek• radfcatbrt�s ora(le�tle`Il�iellry. etecib ax]bmchld ollMsea«WllumaynalrY, 69BAip1/RI IIOYdI1r Q11pb b8BA9 ontl 8C818uIlONt9 Component 690G P.-Eosl BNtl. solely Infomwtlon avdlableeom nus%ate YutlMe, 216 N. lee sheet. SWe 312. Area dm VA22314. Tarrpa, Fl. 33610 Scale- Mae we II Plata OOsets IXy1- 11:0-3-3 Ed0el SPACING• 2-0-0 CSI. DEFL In (bc) I/deg Ud PLATES GRIP 20.0 Plate Grip DOL 1:25 TC 0.81 Vert(LL) -0.01 47 >999 360 MT20 244/190 TLON-2(pai) 7.0 Lumber DOL 1'.25 BC 0.42 Vert(TL) -0.02 47 >999 240 Rep Stress Incr YES W B 000Horz(TL) -0.011 We nra 10.0 Code FBC2014/rP12007 (Maldx-M) Wind(LL) 0.02 47 >990 240 We10M: ZO lb FT=20°b LUMBER- BRACING- TOPCHORD 2.4 SP No, 9 TOP CHORD Structural wood sheathiridireciyepplled or34I.6 ce pudlrq. BOT CHORD 2x4 SP I BOT CHORD Rigid telling directly applied or 10-00 oc bracing. SLIDER Left 2x8 SP 2400F 2.0E 2-6.0 REACTIONS. (lb/size) 1=131/0-0-14, 3=69/Mechenical, 4=42/Mechenical Max Horz 1=105(LC 12) Max Upllltl=-38(LC 12), 3- 106(LC 12). 4= 17(LC 12) Max Grav 1=135(LC 17), 3=116(LC 17), 4=56(LC 3) FORCES (Ib) -Max CompdMax. Ten. -All forces 250 (Ib) or less except when Shown. TOPCHORD 1-2=-212/283 NOTES 1) Wlnd: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.0peq h=2411; B=150tt; L=10011; save=l lft; CaL II; Exp C; End., GCpt=0.18; MW FRS (directional) and C-C Exterior(2) zone;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 psi bottom chord live load nomoncurrent 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 Was, connections. 5) Provide mechanical connection (byothers) of tmss to bearing plate capable of withstanding 100lb uplift atjoint(s)1, 4 except Qtdb) 3-106. 6)'Seml.rigld pitchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. QWAliNAVe•Varl/yO✓Gyn ParamalananCREAg NOTt30NTNlaANPINCLUPEg M1eIeK/IEFERANCE FAaEM41Q9ro✓. IW9xRef6DEFORE eSE �� 0aslpt Witl Ion use ortly Wlln N.Ilekawnrwcfois RYsde4pl B bosedoNy upon paameteDaMwn. arW hf«m Inc9YA.sd WQ�rgcomponen61w1 B�synem. Berme um. il» Honing aesmner must vanes II» oPplcobQltyordmlgn paametersantltl pg1«Ir Intom«ote madeslgn Imo mooverav bataana Bevan. aaclrghdkaedhlo Prevenllwanng alndlwdwltnRwonoroi«cnotdmomnem otlr.houm tetnlwrorva✓�nem�onent ono MiTek- aaways regwedfor slatalry anti ropevemcotlgnewllnposslaePersona nlny a,d «operNdanooe. Pa oeneax gatlmce regaang me lo[xk-vlkxi.sl«a0e.dMlveiy.erecYnn oho Im IV a irises anti 1—Mlems,—ANSI/IPll Q-IW Ulab: DSB.Wa BCSI BWtlbg Component 69o4 Puke E. Blvd.9aery broimaBon aval— Bom figs Plate Mfule. 218 t8 lee Street. Suite 312 Nexaxxla. VA22314. Tmry,o, F 33610 ,CAKI Sal.= 1:16.7 Omit LOADING (Pat) SPACING- 240CSI. OEFL. In 00c) Iftlell Utl PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.40 Ved(LL) -0.00 4-5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Ved(TL) -0.01 4-5 >999 240 BCLL 0.0' Rep Stress lncr YES WB 0.75 Hoa(TL) -0.01 3 n7a rda BCDL 10.0 Code F802014rrP12007 (Matdx-M) Wlnd(LL) 0.00 4-5 >999 240 Weight 16 to Fi=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purl ins. SOTCHORD 2x4 Sp No.3 SOT CHORD Rigid calling directly applied or 10-0-0oc bracing. WEBS 2x4 Sp No.3 REACTIONS. ONsize) 3=73/Mechanlcal, 4=26/MechaNcai, 5=240ro-7-10 ax MHorz5=137(LC 12) M. Upllft3=-90(LC 12), 5=-175(LC 12) Max Grav3-97(1-0 17). 4=54(t-C 3), 5=240(LC 1) FORCES. 0b) - Max. Comp./Max Ten. - All forces 250 fib) or leas except when shown. TOP CHORD 1-2=3271114 SOT CHORD 15-98/272 WEBS 25-223f506 NOTES- 1) Wlnd: ASCE 7-10; VulM 60nph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=24ff; B=150ft; L-10OR: eave=110; Cat. 1% E1ry C; EnCL, GCpk0.19; MW FRS (directional) and C-C Extador(2) zone; cantilever left exp000d ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.50 2) This truss has been designed for a 10.0 Pat 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 35-0 tall by 2-0.0,Mde will RI between the bottom chord and any other members. 4) Refer 10 girder(s) for Iwss to twos cwnwAcns. 5) Provide mechanical connection (by others) or truss to beading plate capable of withstanding 100 lb uplift at joint(s) 3 except tit=lb) 5=175. 6)'Semi-rigid pitchbreaks Induding heels" Member end fixity modal was used In the analysis and design of this truss. Q wARNMe- w1dry4eN91P,rmefa„ndREAO NOTES ON TNRANV MLUWV MMKREPEAANLEPAOSMa-74Tf m,. 14e34614eEPoRE USE Uh,�aisryslemlone(o eNu,Wthe SUYdrg tle9gn«mull veddes;yy—uppllcZn on Is ocoed Wnd=palamelets amlpSonedY.+�«U«ala lnkd n'No lna l«rerodI wRaM1,u nrsgn. eOclnptrxtKoledhto rx.yontlwwloa orl�„law wwweoaa/«ctrord memn.isorvv. Atlalwr�,l lemoorvvawr»mrarenlaaclnq Mek' I:urwtryxrrowed r«gOOFIryaM to lxev.nl rnlla�v; wllnpouaop«eanal lnp,yariO woneMao�rwq.. Foro«r.rm e�da,ee�eq«aq vre fOtMcalbn, aolage, tlellvely, erection au1 DwGM of lnrcva nM M1rOlsyitemi FeeA/fiA/IPII Cu01Ny Q6M0, D6B•69 OnO BCSI Bulldnq Component 6e64 Perk, E,0 Blvd. 6aleN Inlomweon avdlatxe item M1rmgale hslilule, 21811. Lro SV—l.SUle312Alex d.VA22314. Tempe,FL 33om Scale=1:43.0 V-18 ebb, h o T>1N LOADING(pst) SPACING- 2.0-0 CSI. OEFL. In (loc) VdeB Ud PLATES GRIP TOLL 20.0 Plate Gnp DOL 1.25 TC o-49 Vert(LL) _0A0 12-13 >674 380 MT20 244/190 TCDL 7.0 Lumber. DOL 1.25 SC 0.93 Vert(TL)-0.7112.13 >377 240 BOLL 0.0 ' RIP Stress Ivor YES WB 0.47 HO2(TL) 0.03 10 Na Na BCDL 10.0 Code FSC2014/TPI2007 (Matrix-M) Wind(LL)-0,3813.15 >707 240 Weight: 121 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 5-2-10 oc purlins. BOT CHORD 20 SP M 30 BOT CHORD Rigkl telling directly applied or lo." oc bracing, Except: WEBS 20 SP No.3 2.2-0 oc bracing: 12-13. WEBS 1 Row at midpt 4-6 REACTIONS. (Ib/sfze) 15=1066/0-7-10, 10=1066/0.7.10 ax MHors 15=•299(LC 10) M. Uplittl5=-506(LC 12). 10=448(LC 12) Max Gmv 15=1236(LC 18), 10=1236(LC 19) FORCES. gb) -Max. Cc(np./Max. Ten. - All forces 250 (fir) or less except when Shown. TOP CHORD 1.2=44N114, 2-22=-1745/754, 3.22=-164&M, 34=-1431/822, 6-7-1427/822, 7.25=-1644/778, &25-1740/754, 8-9= 387/113 BOT CHORD 1-16-310/488, 14.15— 309/379, 1344=309/379,12.13=45&lsle, 11-12=3101446, 10-11-31N448, 9.10— 310/448 WEBS 2-15=-1494/1157, 2-13=194/1145, 3-13--0/402, 7-12JU402, 8-12=-194/1109, 8•f0-1484/1167, 4-a-1681/1018 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (9-second gust) Vasd=124mpN TCDL--4.2psk BCOL=3,0pV; h=24tr, B=1501b L=100t; eave=l lt; Cal. It la C: End., GCp60.18; MW FRS (directional) and 0-0 Extedor(2) 0-0.0 to 9.6-1, Intenor(1) 9-&l to 12.5.10, Extedor(2) 12-5-10 to 22k13 zone; cantilever left and dgm ehryased;C.0 for members and forces a MWFRS for reactions show; Lumber DOL-1.60 plate grip DOL_1.60 3) 120.0 I1, AC unit bad placed on the top chord, 12-6.10 from ten end, supported at two pants, 5.0.0 Span. 4) This truss has been designed for a 10.0 psi bottom chord live load rhenconourrent with any other live loads. 5)' This truss has been designed for a live load of 20.Gpsi on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-03 wide will fit between the bottom chord and any other members. 6) Gelling dead load (5.0 psf) on member(s). 34, 6.7, 4-6 n 7) Boltochord IIva load (30.0 psf) and additional bottom chord dead load (5.0 pso applied only to room. 12-13 8) Provide mechanical connection (by others) or truss to beadng plate capable or withstanding 100 lb uplift at )olnt(s) except gtdb)16=506, 10=448. 9)'Seml-rigld pllchbreaks Including heels' Member and iixily model was used in the analysis and design of this truss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WAMM.Verify Oeegn yerame(ne end REAUReTES WTRRARP MICLUVWU KRUVE CE PAIEMFT —,, 1eau40169EFOME USE. DeJgnvolld brow oNY wiln lvYlek9 cronnocton,7nsdegpnkbgwa or9WU lxxame1 M=wn dhI- on hdkw Wftllr,gcompon0nt. not �• bInmsyswm.Babtouse. the bendn(1 aeSg- muss wen V the (ppg" o(aedgn ppramatenpMrs opedy Ncogwrale mkae4pnInto tl»overdn ulbgaeSgn. aochgkhdcoletl lsbpcevenl Wckl�of lnrR,kAiel truss weband/«<loramembe nr. Aadnond lempxan orW Penn .backxl MITAk- k«ways regWeaf«sloWnY ontl topev4m GallgJsewnn Pale Pe,wnolk4,Wosha Propearaomoge. r«9enerd puldance iegadfq ttw folxlCallOn st«oge, asilvery. erecnonaM dackhg or nuswsond nrm WsI, r, seeANSi/rPll Cumly C,J ,Wit-e9 and aCSJ 6oad]W Component 6004 Poke East BWN Safely InMm,o m ovcllalsle eom Thus Role naliMe.218 t1 IAe sheet. SJIe 312 Alexmdd¢ VA22314. Uope, FL M1p S-i.. T17.3 &to II LOADING (Pat) SPACING %0 C81. DEFL-In (loc) Itdoll L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TG 0.90 Ven(LL) -0.01 4.9 IN $60 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.6s Ved(TL) -0.02 4-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 H..(1L) 4).03 3 rtla Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) 0.04 4-9 >999 240 Welght 211b FT=204i LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied a 10.0.0 oc bracing. SLIDER Lett 2xe SP 2400F 2.0E 2.6-0 REACTIONS. (lb/size) 1=155/0-7-10, 3=80/Mechan)cW. 4-12AAechanlcal au MHoa 1=113(LC 12) Max UPIilt1=46(LC 12), a -I I I(LC 12), 4-15(LC 12) Max Grav 1=161(LC 17), 3-117(LC 17), 4=58(LO 3) FORCES. Qb) - Max CompiMax. Ten. - All faces 250 (lb) or less except when shown. TOP CHORD /-2=-130/207 NOTES- 1) Wind: ASCE 7-101 Vult=160mph (&second gust) Vasd=124mph; TCDL=4.2ps1; 5CDL=3.0psf; h=24ft; 8=15011; L=70011; eave=l if ; Cal. 11; Exp C; Encl., GCpi=0.18; MW FRS (directions]) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom clod In all areas where a rectangle 3.6.0 tell by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connectlons. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at )olnt(s)1, 4 except at -lb) 3-111. 6)'Semi-dgid pilchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. AWAaN4V0-Vm7y O.MyrWm^wl.q.n4NFiD4a7Ea ON iN5 ANO dxd.BOFD A4FEKAEFERANCEVAnE NR-70TJrv{•. iGa]flaf6 BFFOaE eaE �■� DeslBn Yl..rueorlly 1hM AW,,,cf ec ols. ufl-,wIeaw ONYV orde ow Otelsahown.gW klq mYxY.tdM WE d cgldq-h .M1 +•�YF� b0ea system. Beige use, the DWICEnn tleslenet inusl vBIW It» <;.pilcaMlN of tlastq, puon,eters and W.Wdy Incomorote Iht tlesign IMo IheoveiNl dhg d.sl9n.rs.M"M1ka(xtlXto C/oVCnIM."M nfYWlvIdWllmssweD and/or Mortl lssen,Ders m4Y-Atlt4lbn�te pormY MO pesmorent Uacira MiTek' aalwoys reg0hetl (or sabAllYond to {xevont c-OAgrs wnn W vA�l0 [xvwnd O,,W old rxepenydama9o, fa 0erierU 9Jdv,ce repgdlrA3lhe 6004 NA, E M BN4, IOMhaN Y11- dlonl.,ge I -and In fulol Runes a Weer. Wt. Aleor/IRI VA22yCXlala, D3eA9 Orq BC6r 0uXdh9 Component 7m ., F133610 bahry IMOrmaXon avaAade aom 1mxT 1'lale InWMe, 21B N. Leo FIee1.3Wto 312. Alexgxal¢ VA22314. 1-3-13 1— 6.0A 1 1.3.13 .83 $. o = 1:20.7 3x10 II LOADING(psf) SPACING- 2k0 CSI. DEFL In (Ioc) Ydell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) -0.02 45 >999 360 M"tt 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.41 Verl(TL) -0.04 4-5 >999 240 BCLL 0.0 ' Rap Stress Ina YES WB 0.22 Ho2(TL) -0.01 3 n(a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrlx-Ln Wlnd(LL) 0.02 45 >999 240 Weight: 201b FT=20% LUMBER- BRACING - TOP CHORD 2.4 SIP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0oc pudins. ROT CHORD 2x4 SP No.3 BOT CHOAD Rlgld calling directly applied a 1D-" oc bracing. WEBS 2x4 SP1 .3 REACTIONS. (Ib/sTe) 3--IOII echanical, 4=41/Mechanleal, 5=291/0.7.10 Max HorzS=173(LC 12) Max Uplffi3=-123(LC 12), 5=•198(LC 12) Max Grav3=132(LC 17), 4=75(LC 3), 5=291(LC 1) FORCES. 0b) - Max. Comp./Max. Ten. - All forces 2SU (Ib) or less except when shown. TOPCHORD 1-2=<58/160 SOT CHORD 1-5=-122/337 WEBS 2-5=-325M5 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3•ssoond gust) Vesd=124mph; TCDL=4.2psf, BCDL=3.0psf; h--24ft; B=150tt; L=t00ft; eave=11 it; Cat 11; Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;GC for members and forces 8 MWFR5 for reactions shown; Umber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) The truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinf(s) except gW- b) 3-123, 5=198' 6) "Semi -rigid plichbreaks Including heels° Member end fixity model was used In the analysis and design of this truss. O WARNMG-YMly neslgnpemrohn endREAa NOTESON rIRS ANO walWEO MNE%REFERANGE AOEMIFr4]3 rOv. iNakRpIb BEFORE USE. Hit Utruss system.Before use, the IwianA tleslBrer mnt vanry the UpvlbaWlty or desllln Paiamete,a td poverty lacorywate cos de4gn into ma overall W[nnB deg0n. 6ocbt9 frWlcatedkto peveN dltlnln9 of lndMtluol Russ web and/or c5ord membessonlV. Addi9oM femvwary and Menem bracing MiTek' lodkalbry ilo .'delluaty-a—,I-and bcminUol lnNa —i 1—s t— seeAMIJM10ua11y W.Ii »�9onI BCSl aWdinC."O.,J 6904 Ik0E0v Bhd. 9alely Inform "_a Wiekm Im RateftOMe. 218 N. tee Shent, Wte 312 Plemndt VAY1314. Tnnpo, FL 33610 "Q 3x10 II FY'=51r_II LOADING(pst) SPACING 2.0.0 CSL DEFL In (too) Well ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TG 0.70 Ved(LL) .0.01 4-5 >999 36D MT20 2441190 TCDL 7.0 LumberOOL 1.25 BC 0.31 Verl(TL) -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress 1. YES W B 0.26 HOrz(TL) -0.01 3 rVa Wa BCDL 10.0 Code FBC2014IFPI2007 (Ma01x-M) Wlnd(LL) 0.01 4-5 >999 240 Weight 17lb FT=M LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puffins. BOT CHORD 20 SP No.3 DOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (kYslze) 3=78/Mechanlcal, 4=31/Mechanlcal, 5=250/07-10 Max Horz5=143(LC 12) Max UPIih3=-97(LC 12), 5=-180(LC 12) Max GraV3=104(LC 17), 4=58(LC 3), 5=250(LC 1) FORCES. (lb) - Max. Comp./Mex. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-2=522/122 BOT CHORD 1-5-1031420 WEBS 2.5-241/BU NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-secend gust) Vasd=124mph; TCDL=4..2psf; BCDL=3.Opsf; h=24ft; B=1 Sell; L=10011; eave=ll ft; Cal. It: Exp C; Encl., GCpl=0.16; MWFRS (direc0onal) and C-C Comer(3) zone; cantilever fail exposed;GC for members and forces & MW FRS 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 nonoonounent with any other live loads. 31' This truss has been designed for a live bad of 20.Opsf on the bottom chord In ail areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 41 Rarer to order(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jtdb) 5=180. 6) rigld pitchbresks including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNMO-WNy4oslEn/wNsmfens en4flFAD NOTES ONTNS AND P'OLUDED ADIEK REFERANOE PAOE41D11TJnv. IeeLPDIE6EFcompon .1—varq to use odY Men Mllek@c de1g , u,1 wdfy a basetlaMYupon parameters SnowR antl Isfw on hglNtluol Ou1Gtg conxsoth. not cusssystem. 6elaelac.fhe.0 b dmlOnal muskkg.Iheapp4cpbay o(dm�On POPneIEMe anclmg Iv I1co oTexYs tleSgnh110 Rse Wesel bJNna desiDn aattsp Ystlkaletl tvb rxevent dscklksp of Y,tlNltluol imasvebcM/o cnortl membersoNy. Atldltlonol lempomry attlpersnanenl baGq We Ebucall ford tarsbbenyovlloprendbcokVoll noa0le OssVd hlury antpsopeM don,aae, nor 9essc+ol&kls+tce reOorUM1IO ifw hfbltalbn sipa9e. delivery, erectlm and bracikg of Ilussesand InassydemL maAN51/fPll 9ua21y pllenO, DSBd9 aM BCSI BWION9 ComponeN W W Po14 EM DNd. SOIMY lan4rrlsaxen avdtade troth inns PMe IndeWe. 210 N.lae 5lreer, SUIB J72 Akxottl46 VA22314. Tema, FL J361D 3.7.10 1- axa 11 W x Usk, = 1:19.9 LOADING loll, SPACING- 2.0-0 CSI. DEFL In (loc) Wen Ud PLATES GRIP TCLL 20.0 Plate Grlp COL 1.25 TC 0.45 Vert(LL) -0.01 8-11 >999 360 MM0 244l190 TCDL 7.0 Lumber DO L 1.25 BC 0.49 Vert(TL) -099 .02 8.11 >9240 BCLL 0.0 • Rep Stress Incr YES WB 0.13 HorzCTL) -0.02 5 rVa rva 8CDL 10.0 Code FBC2014/7P12007 (Matrix-M) Wlnd(LL) 1).02 8-11 >999 240 Weight 27lb FT=201A LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structure wood sheaf ng dlredy applied ors-0-0oc purllrls. BOT CHORD 2x4 SP No.3 BOT CHORD Rlgld celling directlyapplled or 9-11-10 ac bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2.6.0 REACTIONS. All bearings Mechanical except gt=length)1=Mechanical. (Ib) - M. Horz 1=144(LC 12) Max Uplift Ali uplift 1001b or less at joint($) 1, 4 except 5=.295(LC 17), 6=-368(LC 12) Max Grav All reactions 250 lb or less at)dnl(s) 1, 4, 5 except 6=523(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when Shown. TOP CHORD 1.2=.205t269 BOTCHORO 6.7=-290/168 WEBS 3-6=-244/422 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vase=124mph; TCDL=..4.2psf; BCDL=3Apsh, h=241t., B=15Mt L=1001t,, save=l if : CeL II; Exp C; End., GCp1=0.18; MW FRS (directional) and C-C Exledor(2) mne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcunenl 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 tell by 2-0-0 vide will fit between the bottom Chord and arty other members. 4) Refer t0 girder(s) for truss to truss Connections. 5) Refer to girder(s) for truss to huss connections. 6) Pmvitle mechanical connection (by others) of [me to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 4 except gt=1b) 5495, 6=368. 7) "Semi -rigid pilchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WA6NW0-VadNtivslgnpersrwlatverMflEAe N07Ea ON TX6ANa AVCIUDEa/arFK fllPPRANLE PAGEMY1419mv. Ia0.YA1a9PJORa USC �■� pegnn v011d for ate only vAtlr Mlleka connectors.lNs tle4glabasetl only Won palamefers Slgwn. and is for v4lkh'f wIcAng Component rot a,�•��G Buss system. Betas ure.1M bull��p de40ner must verry the egwcabllN o(dexgt patanatals. po 1I�xaporale flh despnhto Ole oveldl bWrAM deslpn. waGhp hdtoletl k'o prevent WCYlirp of BxlNklWl ft-weboryl/or Chordmember,.w. Ad,9Yond temporary and P-1t.-Inb MiTek' halwaw reQtlretl for nalwxraw loprevenl collalal wilhrx>tsble pelwnd EWryorld gopedydoma0e. Po111ertera10l1dance reUarr/In01he fOdk.OSas stota0e. tlewrery. erecSalaM paclnd olimSte5 o11tl mAe watemb ANSI/iP11 ou�N CMerb, QSe 99 oq aC518Wbing Comporxnr 690E Paikv Eest BNtl. sorey irxmmmbna Cixe hem T� Rate hslltule.218 N. ICe Sheet Suite 312..Ale-oddo,VA2231A. Tv tea, Fl- 3U10 Scale =1:25.4 3xlo II LOADING Qxs1) SPACING 2-0-0 CSI. DEFL In (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) --05 45 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ved(TL) -0.13 45 >581 240 SCLL 010 ' Rep Stress Incr YES W B 0.33 HOR(TL) -0.03 3 Ma rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 4-5 >999 240 Welghl: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Purim BOT CHORD 2x4 Sp M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 Sp No.3 REACTIONS. (Ibrsize) 3=14SMechanlcai, 4=60/Mechenical, 5=376/0-7-10 Max Holz 5=232(LC 12) Max Up1103=-176(LC 12), 5=437(LC 12) Max Grev3=186(LC 17), 4=108(LC 3), 5=376(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1.2=-674/234 BOT CHORD 1.5=451/422 WEBS 2-5= 524/1110 NOTES- 1) Wind: ASCE 7-10; Vult=160mph ("econd gust) Vasd=124mph; TCDL=4.2pst BCDL=3.0psf; h=24f ; B=15011; L=1001t; save=11 R; Cat. 11; C; Encl., GCpk0.18; MWFRS (directional) and C•C Extedar(2) zone; cantilever left exposed;OC for members and faces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a'10.0 psi bottom chord live load nonconcunent whh any other INB loads. 3) - This truss has been designed for a Ilve load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will III between the bottom chord and any other members. 4) Refer to gird er(s) for trues to trues connections. 5) Provide mechanical contlecllon (byothers) of tmss to bearing plate capable of withslandvig too lb uplift atlolnt(s) except Qt=lb) 3=176, 5=237. 6) "Semi-tigid pitchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. A wARNYle-YMlyde VIpnamemlldNEAONOTESIXYT AMWIXUOEDI KREFERANGEPAOEW74TJmv.16eY1Xte EEFOAE USE. MR i rys(m. Before iez. Ihz dli tleXgnerrsmusIvtleAAry�rthee opg Zy",ad.an paameglen as qop rM Xlcgwra �e X+eeslOn nto�lh�e loveral q■ bWdlrq de5lCn. Ha:lna ln6'i:ated6to rxevenf bloNing ollatlNklabl rnlOWeb oM1/W <1101tl Members OtdY. AtlQliIXgli--cry—, pemWnBM broceq MiTek' I Ualwuys regJed l«slaalliv cntl lolxeveN cdlapse wxn posRAe PamMXWY wvXproperly WnWe. r«9eaera 0aldmce lepatXv)Xw laxly WcmR cfl-.dellverv.erectba OBda bUe.218 N.Lea<Sbaetsn e31,A,.9RI1 VA223entxb. o56.89maXCXI euXCXp Component Seoa,. FL 3M10 a. I Saely WamaXon ovalable hom imss Rote kuXMe, 219 N. Lee Shee4 SJIe 312 AlezregXa. VA223t4. Tehpe. FL 33G10 Seale= 1:ic.e 3xa 11 LOADING (Per) SPACING 2-0-0 CSL DEFL In (too) Well Ud PLATES GRIP TOLL 20.0 Plate GOP DOL 1.25 TC 0.40 Ven(LL) .0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Verl(TL) -0.01 4-7 >99g 240 BOLL 0.0 • Rep Stress Ina YES W B 0.00 Hoa(TL) -0.01 1 rVa rVa BCDL 10.0 Code FSC2014/1PI2007 (Matrix-M) Wlnd(LL) 0.01 4.7 >999 240 Weyhl: 1611, FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purling. BOT CHORD 20 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.22.6-0 REACTIONS. (lb(slze) 1=1o6/Meohanlcal,3=74/Mechanical, 4=31/Mechanlcat Max Herz 1=84(LC 12) Max Up11111=-27(LC 12), 3=-91(LC 12), 4= 10(LC 12) Max Gravl=108(1-0 17), 348(LC 17), 4=44(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=478/262 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL 4.2pst BCDL=3.CpsF h=241t; B=15011; L=1000; eave=11h; CaL it; Fxp C Encl., GCpk0.le; MWFRS (directional) and C-C Ex1eflor(2) Was;" for members and forces & MW FRS 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 lead nonconwnent with any other Ilve loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle ".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 tmss connectIons. 5) Provide mechanical connection (by others) of toss to bearing plate capable of wlllslanding 100lb uplift at Jolnt(s) 1, 3, 4. 8) "Seml-rigid pltchbreeks Including heels" Member end 0xxy model wes used in the analysis and design of this toss. AWARNVIO-Yedly tleclenlreiwneNR endNE4p NOTES ONTNe ANOWLlUOEe MREKREFE/IANOE PAOEW4]413 rev. faeVltllSeEFOl1E USE �eJ• Oeslgr vdkl tr useoNYwIT MIeh6aOMearors.iNs daslgl IL tl INY upon poramelen Yawn. andefor m sus.blW,V. Componont, rot ®® hug system. ee/ae ue.lhe bJtlhxr tlaslprwr rnuY vealy Ihs anWkaMNof design poramefers and piopedY hYwmorale lhls des{�n Nto Yte oveiaA WdV+g tloslpA aachtp lntllwletlklo geveN cuctlNn of YlNvxlual lNSSWebwttl/or GlWtlmerllben IXUy. AdtlflfMal temporary attl perniarenl baChp Mew tab Ito bn414tarapeotdeYvnmy erealbnand dachlp Ol lnnsesarcllh s5ySlomLl sWaeAH51/IPII pIYudrr 0. 9a�-89ra 518vAdI�ng Coirlponenl 01 PBftE daNd. 9dWy 1NWma9as ovobbe hom irus Plato IutIINe. 216 N. Lea giloel. SUIie 312 WexarxlAtt VA22314. Unnin., FL Me 7.413 47.10 600 1 J-13 3573 M. Scale= 1'20.7 3.6 II LOADING (pen SPACING- 2-0-0 CSI. DEFL B1 (toe) Well L/d PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.26 Vert(LL) -0.00 0-9 >999 360 MT20 , 244190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(TL) -0.01 B-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 5 rua n/a BCDL 10.0 Code FBC2014/TPI2007 (Matdx-M) Wind(LL) 0.01 7 >999 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2M SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 0o pudlns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-60 oc bracing. WEBS 20 SP No.3 REACTIONS. All bmdngs Mechanical except Qt-length) g-0.7-10. Qb)- Max Herz 9=173(LC 12) Max Uplift Aluplift 1001le or less at joint(s) 4 except 5=-290(LC 17), 6--M(LC 12), g=-171(LC 12) Max Grav Al:l reaclons 250 ib or less at joint(s) 4, 5 except 6=482(LC 17). 9=261(LC 1) FORCES. Qb) - Max. Comp./Max, Ten. - All forces 250 Qb) oriess except when shown. TOP CHORD 1.2=-253/56 WEBS 3.6=-190/310, 2.9=•205/433 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vastl=124mph; TCDL=4.2psF BCDL=3.Opsf; h=2411; B=1508; L=1001h eave=111t1 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.6o plate gdp DOL=1.60 2) This truss has been designed for a I O.D psi bottom chord live load no -current with any other live loads. 3)' This Imes has been designed for a live load of 20.Opsl on the bottom chord in all areas Where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other membels. 4) Reter to glydar(s) lot truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 1 CO lb uplift at joint(s) 4 except Qt=lb) 5--290 . 6=303, 9=171. 6)' Semi-dgid pllchbreaks Includ'rlg heals" Member end fixity model was used In the analysis and design of this truss. Q wARNMG- VMNd.s/geparamet MdREAON SON TKKANOA UVEVM KREFERANOEPAGEMB-74"11 IMMa169EFORa NSE -19n wild Dednor use oNV WM MIl-,nnecrws. ThNdedgn k bamupon d only n pmmmteashown. antra form nofff l-dig pw comwnt. rot buffdW des:( . vna hpl icaMletl is Coto Oore�vmi W�.ktlMl onM dfioidengn is web Ito�a lmemb�e as IRQNBa-wiiemmW avgnaWni rrb'ovtwr'14�119 aa(wQVs regaled br da[xAlryand torxev¢nicoli(pse wllhposstlepetapal hllnygW properly Wngte. For 0eneeAUuldmce ro9vdBg are MiTek' f.ox gg n sloMe. delivery. -tiDn aIW Wadn t of fi-mtl BIffi syslemy seeAN$VrPlt QuOly CIIIMb. D$B•a9 and BC516olldL gCnmpanenr MI Pert. E., BNd. Sttieiy Inrormaaon mFilatic• Um aua Rafe knli 2is H. lee SVeel. Wle 312 Alexmtlan VAM314. Tampa. FL -1. A 1.&12 -N 10 14V•13 &3.13 Sib 3xs'Il $cale 1225.4 LOADINGW) I SPACING- 2-0-0 CSI. DEFL In (roc) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Y.,(LL) -0.02 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.09 7 >999 240 BCLL 0.0 ' Rep Stress In( r YES WB 0.18 Hom(TL) -0.04 15 int. Na BCDL 10.0 Code FBG2014lfPp007 (Matdx-M) Wind(LL) 0.04 6 >999 240 Weight: 34 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing dlrecllyaPplled or 6.0-0oc purins. BOTCHORD 20 SP M 30'Except* BOT CHORD Rigid telling dirediyappiied or 9-10-10 oc bracing.3-7: 2x4 SP N0.3 WEBS 2x4 SP N., REACTIONS. Ob/size) 4=89/M%hanical, 8=341/0-7-10, 5=148/Mechanlcal Max Horz8=232(LC 12) Max Uplld4-100(LC 12), 8= 205(LC 12). 5=-104(LC 12) Max Grav4=112(LC 17), 8=341(LC 1), 5=183(LC 17) FORCES. (Ib) - Max. GomplMax. Ten. - All forces 250 (lb) or less except when shown. BOT OHORD 7-8=-313l212,5-6=-557t377 WEBS 2-8=-253/436,3-5=406/600 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft, B=1500; L=1008; eave=1111; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and GC Extedor(2) zone; cantilever left exposed;OC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This imss has beet) designed for a 10.0 psi bottom chord live load nonmncurrent Ain any other live loads. 3) - This truss has been designed for a live load of 20.Dps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Of between the bottom Chord and anyother members. 4) Rarer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by omens) of buss to bearing plate capable of Wthstanding 100 lb uplift at foim(s) 4 except 6t=lb) 8=205 . 6=104. 6) "Semi-dgid pitchbreaks Including Reels" Member end fixity model Was used In the analysis and design of this buss. A WAflNWO-V Ily Jcvlpnpazmelen mtlNFAe NelF30NTM3 ANa BlCLUUEeM?ExaEFERANCEPAOEMx-19Tl rev.iW3/la/5 a£FOaE USE Nit De46n volltl /« ose oMYwlfi Mi¢n®eomeofors.lhatlei�dn 6 basedoNY upon p«rnrelen siwwn. wM 1[for m hxlNCual lwKaq aomponanl, not pVutt [yslem. ee/«e use.lne IxaArO deslpler mrn'I venh the anplkab01No1desgn p«amelenontl q�pedY hcorporate fib dea9nlnto the overall U: o aeagn.®ocIn9lMbaletlatoprevenf huckl!Ip al lnalvltluai huavieboW/«cfgram¢mbe Ny. MdlloMllemporory Dna l/emlon¢rl- MITBk' cawan relaned l«stadnN arulmae wcollapse wlln Poaaer�eal lryuymolxwenymncYle. nor nenera «rkfar,ce reearano ne S.WyIrr_nl«ape. tlelN.ft-I-Rot mWil 1. 218M mOhusryee3I2.Nelgl/I%IGAMCrllaAo, D59d9 arM aCSl aunANp COmpomM T.0 , ke Eastebtl. SateN Int«mason avdada hom 1nm Plat MAlute, 216 PL lee Slreel.3Jb 312 Plex Ma. VA2231d. Tonpo, FL M. 1S-1a be-0 13 73 5-52 8cale=1:20.1 TM LOADING(psn SPACING 2.0.0 CSI. DEFL In (loc) I/dab Ud J PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.50 Ved(LL) -0.03 45 >889 360 MTZO 2441180 TCDL 7.0 LumberDOL 1.25 SO O.fiB Ved(fl) -0.07 45 >857 240 BOLL 0.0 Rep Stress Incr YES WS 0.37 Horz(TL) -0.02 3 n/a rVa I BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.04 4.5 >999 240 Weight 221b FT=20% LUMBER- BRACING TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied Or 6-0-0 oc purlins. SOT CHORD 2x4 SP Nos BOTCHORD Rlgid telling dlreally applied or 1040 oc bracing. WEBS 2X4 SP No.3 REACTIONS. Qb/size) 3=119/Mechanlcal, 4=r8/Mechenical, 5=322/0-7-10 Max Hon, 5=188(LC 12) Max Uplilt3=-135(LC 12), 5=-222(LC 12) Max Grav3=148(LC 17), 4=87(LO 3), 5=322(LC 1) FORCES. (Ib) - Max CompJMax. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-674/150 BOT CHORD 1.5=-1141474 WEBS 2-6=-56/1244 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h44ft; B=150tt; L=100I ; eave=111t CaL 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Corner(3) zone; cantilever left expose l;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL-1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent vain 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 36.0 tall by2-" wide will fit between the bottom chord and any other members. 4) Referto girder(s) for Imss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wimslanding 100 lb uplifl at jolnl(s) except dt=Ib) 3=135, 5=222. 6) "Semi -rigid pitchbreaks Including heels" Member end Wry model was used in the analysis and design of this truss. O WARNMG--y-11 pMemerMa and READ MOTEE ON T AM GDEDM RWMANDE PAGE MUM 100MrI6 BEFORE use *�'R rrsyelu9dinloBatwoNi 5 ne bJpinp ds+lg USI r�e11IN ty leg anpllCclJ1 {ndeSlOn pIXanet-anOpaowfor y mtrdGjale 7nxdeslgllnM lreo eaq ja.�Yp E dwa�yseq ietl bt "sto ilIrmtlto Ae any1 �11 nnrw+acle �+lk�4ulymo/orn oadlN mnme "wr eerier cJ a�omrq ltrw �Mrl--- MiTek' fab,6aa ctolage. delft/ h,. ereoeonarq brdalnd of hus+nsand Alas MleaKEBeANSdr%1 OIgIN pltefW, D6B-69 M0 BCsl hulaMp CempeMN 6904PeikeEes18N4- sdoh Into .11- avokable hom 1rus; Pole lrAaRDe. 218 N. lee Streel. SJW 312 Arexandda VA22814. TOmpe, R. 33610 1313 YI.4 1313 1-&] Scale= 112.5 LOADING Q1s1) SPACING- 2-0.0 CSL DEFL In Qoc) Mell L/d PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.12 Ved(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ved(TL) -0.00 5 >998 180 BCLL 0.0 Rep Stress mor YES WB 0.08 Horz(TL) -0.00 3 Na Na BODL 10.0 Code FBC2014/rPt2OO7 (Metdx-M) Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puffins. BOT CHORD 20 SP 1,10.3 BOT CHORD Rigid calling directly applied or ID-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=30/MechaNcel, 4=5/Mechanical, 5=184Po-7-10 Max Horz 5=88(LC 12) Max UPIift3=-42(LC 12), 5=155(LC 12) Max Gmv3=46(LC 17), 4=21(LC 3), 5=1 B4(LC 1) FORCES. Qb) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2.5=-120/284 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL--4.2psf; BCDL=3.0psh h=2411; 8=15011; L=10011; eave=l lit; Cat, It; Elrp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exledor(2) zone; cantilever tell exposed ;C-C for members and lorces 8 MW FRS 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 noncorx:ument v4th any other live loads. 3) • This Iruse has been designed for a live load of 20.Opsf on the bottom chord in all areas -where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord an" any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OO It, uplift at joint(s) 3 except Qtdb) 5=155. 6) "Semi -rigid plichbreaks Including heels" Member and fixity model —a used In the analysts and design of this truss. WARNWG-VaNry asgan perur,eren emOREAD NO]Ea ONTH(S ANDWCLUDFDWFEK aEFERANLP PAGE AM-]Q3,ev. /ON.Vfafb BFFOAE USE Dexbn Icild fa use oMy win Mlekecomlecro 1 M5 desibn k booed Or11Y upon Infometars9wsar. aM a for a1 LMvltlud "dhsp comr—M. not bInu bystem. Sofas use. Iha bWdtrg do4J'er must venh the oFp;calflh of tlmlpl parameters antl Ixopeey M1rcoryorate hhdesipn info the overall ullcinptleslpn.&ochpinobafetlhlo peveN bucktlnp allnon4duo:lvssweband/or cnatl meniwvsoNY.11lw�IemPorolY and pemsaienl bacFp MiTek' h tiways �aquLetlr, slaglnyaatlf-or,dinla IoOfwith povtiNupc�somn seaA SI/Wfl Quality woe. Fpeareral9,stlar,Ca rapOrtllrglho Kbrlcolbnsrompe,delivery,om T,i alstl 1-1d18K arstl Inrss syTfemx seeAN51]Wn A223Galata, DSB-69 and ae51 ev3dkg Component T, ..IL E 1e Satoh ImwmaHen wdode from Irlm Rate ImtlNte. 210 N. lee Street Sutte 312 Alexandlb. VA22314. lnrrye. FL 33610 Scab - 1:— dx6 = SM = 3xa = 314 = 3.4 1{ 3x6 = 3x4 = 44= 1 2 /7 3 18 4 5 fee 20 7 8 16 15 74 13 12 11 10 6 3x6 II 3x8 = 34- 3x4 = 3xe = 3a6 = M = 3� II LOADING (PSI) SPACING 27 CSI. 'EFL in Qoc) Udefi Ud I PLATES GRIP TOLL 20.0 Plate GAP DOL 1.25 TC 0.74 Ved(LL) -0.1912-13 >999 390 MT20 244f190 TCDL 7.0 Lumber DOL 1.25 BC o.a6 Ved(fL)-0.6012-13 >932 24D BCLL 0.0 ' Rep Stress rlcr YES W B 0.82 Hoa(TL) 0.08 9 rva We BCDL 10.0 Code FBC2014frP12007 (Maldx-M) WlndQl) 0.2912-13 >999 240 Weight: 223lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Slmcl ml wood sheathing directlyapplled or 4-2-2 oc pudim, except BOT CHORD 2M SP M 30 eM verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyappiled or 5.2-14 oc bracing, WEBS 1 Row at mldpt 1-16, 8.9, 1-15, 2-13, 4-12, 7-12, 8-10 REACTIONS. (IbW'e) 16=1425/10echaNnal, 9=1425/1VIechanical Max Up19tl6=-883(LC 12). 9=.863(LC 12) FORCES. Qb) -Way. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1.46- 1355/1146, 1-2=-1818/1405, 2.17-26MI990, 3-17=-2673/1990, 3.18- 2673/1990, 4-18=-2673fl990, 4-5-2672/1990, 5-19= 2672/1990, 6-19=-2672/1990, 6-20-2672f1990,7.20=-2672/1990.7.8-1818/1405,8-9=-135Sf1/46 BOT CHORD 14.15=•1405I1:18, 13.14=-1405f1818,12.13= 1990I2673, 11-12=-140511818, 1011- 14051181S, WEBS 1-15>165112142, 2.15-1012/862, 2-13-76311022, 4.13=-409/463, 5.12-406/449, 7-12-763/1021,7-10=-101ZM62,8.10=-16522142 NOTES- 1) Wind: ASCE 7-10, VUIL-160mph (3-second gust) Vasd=124mph; TCDL�30 .2psf; BCOL=psf; h=24ft; 8=15011; L=100ft eave=llh; Cal, 11; Exp C; Encl., GCp1=0.18; MWFRS (directional) and OC Fxtedor(2) 0-1-12 to 9-8-15, Imerbr(1) 9-8-15 to 38-8-0 zone;GC for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonc0ncurrenl with any other live toad.. 4) - This ruse has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to glyder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of IRM to bearing plate capable of withstanding 100lb uplift at joint(s) except gtdb) 16=863. 9=863. 7)'Semi-rigid pitchbreaks Including heels' Member and fixity model was used in the analysis and design of this truss. Q-RNWa.VMfy4exienppemeh REACNCTESCNTNISMDMLWMA KREFE NCEPACEM7VJ,v. 1a9YXl5b REU6E bIrim Mlbml. BelaedimWIn.MbNldln0 tle4dix±r lliusl ve Nth. applk fig o1Ee119n paromalers �mdrxrape+lV he IniPerate mkdeNOn trl�liv l—di '.�YYw C.tlTq WalOi49CU101ntllcolbtlrlo prevenn buckltrp dlrcLVWixx huswbb and/oreMrtl members ortly. Addtlorwl lempaay ontl pblmcnenlbot" MiTek• h dwuwwWletl bealaWwyoM bpevenl coAcpre wllhpoaOlb pnsoriol fnlirvaixlpropedytlon,apb. Fggenercl eJtlurcere9atJ(q Rib foMkaltat ilomde, tlelNery. eiecllonand badrq of WuesantlmmewI—reeA"1711 Lll 1, Cdferic, DS649 aM eC519aedwg ComponbN 8904 Peike EasfaMd. SmbN Inrarmaibn WtLcbie from Trim Hole BMiMe. 21B N.lee Steel 51ee 312 Ale—ddc. VA 22314. T.— FL 33610 Scale - 1:25.5 3x10 h LOADING(PSI) SPACING- 2 1 CSI. DEFL. In got) Vdeff Ud PLATES GRIP TOLL 20.D Plate Grip DOL 1.25 'fC o.76 Ved(LL) -0.04 45 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Bc 0 .40 Vert(TL) -0.11 45 >655 240 BCLL 0.0 • Rep Stress lncr YES WB o.4B Horz(TQ -0.04 3 nla file SCDL t0.D Code FBC2014rrP12007 (Matrix-M) W1nd(LL) 0.07 45 >999 240 Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 3=14WMechanloa), 4=58/Mechanical, 5-364/0-7-10 Max Horz5=223(LC 12) Max Upllh3=-168(LC 12), 5= 232(LC 12) Max Grav3=181(LC 17). 4=1040L0 3), 5=364(LC 1) FORCES. gb) -Max CompJMax. Ten. - All forces 250 gb) or less except when shown. TOP CHORD 1-2=-960r'222 BOT CHORD 1-6=-1461614 WEBS 2-5=49511 SOD BRACING - TOP CHORD Structural mod sheathing directly applied or 5-8-6 oc purlins. BOT CHORD Rigid telling directly applied or 10-0A oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psh h=24fh, B=15011; L=1008; eave=l if ; Cat 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Comer(3) zone; os cantilever left exped ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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-&0 tell by 2-0.0 wide will at between the bottom chord and any other members. 4) Refer to girder(.) for truss to huss connedl-s. 5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100lb uplift at Jolnt(s) except OWb) 3=168, 5=232. 6) •Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNWG-V RY Leslgnpcemelsa NW gFAO/IOJESONTIeS AND tlICLUD£O MlIEKRE£ERANCEVAGENR-1lTl rev. 1OW/10160170RFe6E Design -Rd! form odywith MnekOconn Iw.9,bdedgnb bamdonlyuponpaanelendrown. aidbloas IrKl ,d W11dingcanponant.rot19, hInes system. eatae ue.thop;llds,pp deslgr,ar musleeAofdedgn paanetas oM l>oDOOy Ncorpwale lhb deslgnlntolM ovetdl 1�pRp(�SS'� radr9de9gn. aach,g lndbatedbtoaevent buchtlAN, rndb panxuwebantl/accivrly age. y. general gull WcxcipelmorenlbxMg IOW bdwoys,eWed for atdxlily and soprewnl�Sopsa v41n poadeparsed Ltp6y ofxl IxopeMdanrya.togenerdd Rai aer camo,e fol.1,1 nsbrode. tlelNery.eleaxon and b Jof18 N.tmdDue MMne.teGN31/1w1�oflliyVA"3 t4tarb. 03929 and aC31 Bdldwg Cempemnl 6904.Fl. Fog DN4. Solely IdamaDon avoxdxe hom toes Rrrla hmalute, 218 N. Lee Sheol, Sdte 312 NexaxMu, VA2231C. Tartpo, FL 33610 e6-0 6e 1 36-0 3-2.1 3x10 II - II las= LOADING 20.0 SPACING- 2CSI. TCLL 20.0 Plate Grip DOL 1.25 TC o 61 1 TCDL 7.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr YES W B o.23 BCDL 10.0 Code FBC2014rFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2.4 SP NV SLIDER Left 2x6 SP 2400F 2.0E 2-6-0 REACTIONS. Outsize) 1=237/0-6-14, 4=55'MscltanM, 5-177/MechaMcel Max Hom=192(LC 12) Max Upllfil=-79(LO 12), 4_ 75(LC 12) 5-139(LC 12) Max Grav, 1=248(1.0 M.4=83(LC M.5=L17(LC 17) FORCES, (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2_ 220/447 BOT CHORD 1-6=-595✓244.5-6=-5951244 WEBS , 5=312l762 DEFL. In Qoc) Well Ud Verl(LL) -0.00 6.6 >999 360 Ven(TL) -0.01 5.6 >999 240 Hom(TL) -0.01 1 Ma Na Wind(LL) 0,01 6.9 >999 240 Scab= 114.5 PLATES GRIP MT20 244/190 Weight 37l1b FT=20% BRACINO- TOPCHORD Structural wood sheathing directly applied or 60-0 oc pudina. BOTCHORD Rigid calling directly applied or 6-11-2 oc bracing. NOTES- 1) Wind: ASCE 7.10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF, BCDL=3.Opsf, h=240; 8=150fi; �1008; eave=110; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 2) This truss has been designed for a 10.0 pill bottom chord live load nonconcunent 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 "-0tall by 2-0-0 wide will it between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss conneo0orM 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(.) 1, 4 except 01=11b) 5=139. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. A WARNWG-VedrydeslanparamarwaaW D�eNTNA9ANea26NeEONREKRE:EFANCEAA"E 71TIrw. leaVNf59EFORE U3E �R Derrgnw9ld Io,_ oNywlih MnEkea0oneeM itiStlerlplKr=qly Upon paKxn@ten Shown antl afgmYxlMtlual tarkerp cgnpgrent.Mt I■� oIu y4em. BelUne rae. me bW4nngdeSlgne,mud vexy the oppikwbglyof derign pommelen and ppo ry hcror ,te nb dedgn We the overall unang design. aac4x11rcecated is ro wevenigxuhg oftwlN4xrq mrawaoona/or crxxd nrerr4,e ly. AtlQllgial lempgary mtlpermarrgn bochg MiTek- kalwa{s refired nor slad9y and to wev«rlcalow@wttn novnle p@nonw rew qw wa�ertvd®uaae.. cerwral auf SI reogmre lne fpgkrtllbM1 9igage. tlelN@ry.@reClbn antl wopllg of lnraes ontl lrusryalemsreeAN91/coal arrosy CMgla, D9939 arM BC91aW41rg ComponeN 6BDG Pe ae E." Sefery INBSmBMonaWlaNe 4onIrua Role Wlllule. 218N.W.M. LWI.312M..nCkk, VA22314. Tertpa, FL 336t0 rats z-zo 117-n rtetc: LOADING(psf) SPACING 2A-0 CSL DEFL in floc) Udell Ud PLATES GRIP TCLL 20'0 Plate Gdp DOL 1.25 TC 0.15 Ved(LL) -0.00 5 >999 2.40 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Verl(TL) -0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES W B 0.10 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 12 lb FT=20% LUMBER- BRACING - Top CHORD 2x4 SP No.3 TOPCHORD Structural mod sheathing directly applied or 3-5-43 ce puffins. SOT CHORD 2x4 SP No.3 BOT CHORD Rii ceiling diredlyapptied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/sue) 3=41/MechaNcal, 4=12/Mechanical, 5=194r0.7.10 Max Horz 5=99(LC 12) Max UplIf13= 54(LC 12), 5— 157(LC 12) Max Grav3=59(LC 17), 4=29(LC 3), 5=194(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2.5=-139/324 NOTES- 1) Wlntl: ASCE 7-10; Vu11=160mph (3-second gust) Vasil=124mph; iCDL=4.2ps1: BCDL=3.Opsi; h=24iL 8=7501t: L=1008: eaxe=11f1; Cat. II; Fxp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord INe load nonconcunent with any other live loads. 3)' This truss has been designed [or a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 200 wide will tit between the bottom chord and my other members. 4) Refer to girderfs) for truss to Russ connections. 5) Provide mechanical connection (by others) of truss to bearbtg plate capable of withstanding 1001b uplift at joint(s) 3 except at-- b) 5=157. 6) "Semi -rigid pltchbreaks Including haste Member and fixity model was used In the analysis and design of this truss. O WAaNwa-Verl/y deslen parxn,efxs anEaEAD N01E90NTri6 ANDWCLUDEa ARfaIfREFEnANLa FAOENR)4TJnv. iDUYl01$B£PoAEfIaE �■� oaugr vdltl br use o.Y.11, Mlfek®camectors. Itslsdasl kbo—I NY upon paamelersshown,mdbfa as hdMduual DUBdir19aompDnenl. Mi huss 5}Slem. BDlae use. fne building deslaser must"` 1 apoicabRily of design paanetee a dp mly hcoryorole aNs dexrm hb the ovadl dildrp dedpn, aachplixJk:aletl ktopseventlwitltrpofx Svkludfi�webarclJa CtgrdmembeR orry. PtJsflxond temPosaymdpe+manent bacing MTek' b awaysreautedfor slabiYtyarW bprevenlcdla<ae wsh passbb persorgl hpuyaM aoperlydanaDa. Fos penerai gukNxsce mgsx6pike robdcalbn slaope, delNery,aeI—andbackxlof1& N. L, SInmsyila 31 aeeAN51/IPI1 VA MCsaerle, DSB-89and BC51 &tllWg Compononl T, Parke M61BNd. Sarnry Informaeon waAtbia hom Irws %ate YnDlule.218 N. Leo Sheet coats 312 Aleraxbb. VA 22314. Tartpn. FL S361D Er=+.1:sRKzr LOADING(Pat) I SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC It Vert(LL) -0.00 4-5>999 360 MT20 240190 TOOL 7.0 Lumber DOL 1.25 SC 0.09 Vert(TL) -0.00 4-5 '999 24D BCLL 0.0 ' Rep Stress Incr YES W B 0.11 Horz(rL) 0.00 3 nra rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 4-5 >999 240 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural Mod sheathing directly applied or 3-11-6 wpudlns. BOT CHORD 20 SP No-3 BOT CHORD Rigid telling directly applied or 104).0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=53IMechanlcal, 4=19/Mechanical, 5=21010.7-10 Max Horz5=98(LC 12) Max Uplift3=-63(LC 12), 5=-169(LC 12) - Max Grav3=70(LC 17), 4=39(LC 3), 5=e10(LC 1) FORCES. (1b) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 25=-1641284 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL3.Opsl; h=241L B=150tt; L=1001t; eave=111t; Cat. Il; Exp C; Encl., GCpI=-0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 ps(bottom Chord live load nonconwmenl With any other live loads. 3) - This truss has been designed for a live Iced of 20.0ps1 on the bottom chord in all areas wfiere a rectangle 3.8-0 tall by 2-" wide will 81 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 mrss to bearing plate capable of withstanding 100lb uplift at joint(S) 3 except gt-lb) 5=169. 6)'Seml-dgld pltehbmeks Including heels' Member end fixity model was used In the analysts and design of this truss. Q WARNP/G. VMNdWgl Pxremalvrs 114READ NOTESON WSAND MCLUDED sAWK11EEFAANCEPAGEMP14TJmv. IWQGa156—REUSE ME Omlgn-1d for use.Ny with Maak9 cw—lon. Ins —M o MbaoNY uron pwomerers 4roW11. osd b for on hdMd-I lx"- ownpw1e111.rot .'®Y� WMuss eydom. Befwa us. the b6a:ng dedglwl must venN Itw o1xr:lcotpN of aedpt pawnatam a1W mopeM Incorypale Qssdedgn k4o the overall I(xng despn. alacQd Yldcoledabbevenl bucY11tk1 orxxAvkxnllmaweband/w dwrd members oMV. Adcs9orxtl fempwary and per mane 1 Inc MiTek' bclt.lx eaulro delllery. arxlr onclntwsx, ofI poublepolsorxnhUxrwWmjIQuality e. r,DW89 wd Boll SuUgalalrmpon ssol Perko EAd BNd. sobrk:oawt dotage. d loiote. m T'vn Rol bating of 1l8 N. We rest. Wens SeeAr1B{1P11 VA n3QINrb, DS&89 and BGI6u9ding C9mponeM Sar9W INMrrrOQM aVdotll0 Qom ilua Nara kellNle. 21b N.lee Street. Salle g12. Plexatxbb. VA22314 Ta1ryo, FL s3610 T11891116 13 3 5168 1040 150.10 21]d 2SB-11 303] 31J-0. � 1313 I 4b12 I 41-] I S9d0 I S9.1D 41-] F 4612 11.1.131 $case= 1:54.9 4W = as II 4XI) = 3x9 = 3r4 = 50= 3.4 = Y1 see H-0, 31-id 11LO 13 a43 I N10 I 6A•W I M iv OS toot Plate Offsets OLYF- 120.7-903.0114:0.5.40.2-01 r&M40.2-01 f8.0.7.90.3-01. f120-4.0.0-3A1 _ LOADING(psf) SPACING 2-0-0 CSI, DEFL In Qoc) Vde9 L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.36 Ved(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ved(TL) .0.2610-11 >999 240 SCLL O.0 ' Rep Stress [nor YES WB 0,71 Hoa(TL) 0.06 10 n/a n1a BCDL 10.0 Code FBO2014fTP2007 (Malrix-M) Wind(LL) 0.10 12 >999 240 We'ght: 1721b FT=20% WMSER- BRACING - TOP CHORD 2M SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc pur ira BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling dlrect[yapplied or 6.8-15 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. QWSI-) 14=1169/0.7.10,10=116WO-7-10 Max Ho¢ 14— 240(LC 10) Max UPI11114=465(LC 12), 10=-707(LC 12) FORCES. Qb) -Max CompJMax. Ten. -All forces 250 gb) or less except when shown. TOPCHORD 1-2=-01721,2-3_443285,3-21-1515/1466,4-21=.1412Jl468,45-1567/1645, "--1667f1645, 6-22=-1412/1468, 7-22-ISIS/1466, 7.8=-453285, 8-9=-417/48 BOT CHORD 1.14-89/336,13.14=-1190/1455,12-13=-96Wl326, 11-12-960/1312, 10-11=-1185/1361, 9-10-89/336 WEBS 2.14=-28&555, 3-14-1254/1311, 3-13=-163f274, 4-13=-99289, 4-12=-345/420. 5.12=-359f467,6-12=-345f420,6.11-99f289,7.11=.165/274,7-10=-1254/1311, e-10-2861555 NOTES- 1 ) Unbalamed roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.0psf; h=24f1; B=1500; L=100fg eave=l l h; Cal it;Exp C; Eric,., GCpl=0.18; MW FRS (directional) and C-C Exted0t(2) 0-0-010 9-73, IntMor(1) 9-7-3 to 1000, Exterior(P) 10.0-0 to 21-7-4 zone; cantileverieft and right exposed;C-C for members and forces 8 MW FRS for reacllons shown; Lumber OOLn1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5)*This truss has been designed fora live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechadcal connection (by others) of truss to bearing plate capable of withstanding 100(b uplift at joint(s) except Qt=lb) 14=765. 10=707. 7)'Sembrigld pitchbreaks Including heels' Mamber end Ully model was used In the analysis and design of this truss. Q WAAN4YG-Verily Osslgnpaomsrars oMpEAp NpiEBON ip)3 ANp B1pLU0ED MNEKAEFEAANCE PAOEM410TJ m. 1aeYN15 BEFGAE USF. De9gn vgitl la ue orlY VMh tnrelrw connector. Rd dexpnh UOsed oNY anon paometorsstxwm.rntlkla an hd{Ntluol lxpd'Iq component. not �• dIluc system. eefom ae. Ibe"V?tlesbrer mud verltyo ll¢ IN of de9gn paaneiers aq qol>ary0wolpwate lhktlasY,rn into fha overall ���•Y�� ar➢np de9prs a0chg ydlcatedlsbgevent bucalrQ flrcW It.. and/«Mad membrsswJy. A[IttllbM tart,nosy mdPormamnl lxa, Welk' a olwyssegdmd br s"""y rnd b prevenicoeopsevmmpc�]le parsoml hyey andgopedy danopo. Fq gernrd ONdance repurdhO the bblboll— dompe. dalNery. aecl:on and lxoelr.9 f8u—and lnm systems NWMI Quality CRakkWO-B9 and SCSI BUIMIn9 Compo0enl Sy P.. Ese Md. wKy INameeoe ovdiable, f, m Bus Rale "lue. 218 N. lee Sheet S4Ia 312. Aexalat¢ VA22314. Tarps, FL 33610 FY:1pSIFiX] 4xe = 40 = 4 6 3x4 = Ixk = 3.4 = AB = axe = 4x4 = 3xa II 3.4 — sxe II LOADING 4*1) SPACING- 21-0-0 CSI. DEFL In (loc) Well Id PLATES GRIP TCLL 20.0 Plate Gdp OOL 25 TC 0.49 Ved(LL) -0.07 il•13 __I, 36D MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Ved(TL)-0.2111-13 >899 240 BOLL 0.0 Rep Shwa Incr YES W B 0.56 Hoa(TL) 0.04 9 rVa we 80DIL 10.0 Code FBC2014/rPVW7 (Matrix-M) Wind(LL) 0.08 11 >999 240 Weight: 173 lb FT-20% LUMBER- BRACING- TOPCHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling dlreclly applied or 6-8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-11 REACTIONS. (Ib/sIE6) 15=116M-7-10,9=11SM-7-10 Max Ho215-288(LC 10) M. Upllftl5- 765(LC 12), 9=-707(LC 12) Mex Grav 15=1173(LC 17), 9=1169(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=•2631119, 2.3=.1652/1490, 3-22-1421/1378, 4-22- 13SWI387, 45=•1222/1345, 5.23-A329/1388,6.23- 1422/1378, 6-7=-1641/1491, 7-8-274/120 BOT CHORD 1-16=-192/264, 14A5=-213/479,13.14=-1179/1604. 13-24-1155/1340, 12-24-855/1340, 11-12=-656/1340,10-11-1149/1406,9.10=•1851298,8.9=-185/29B WEBS 2-15=•108611228,2.14-98011157,3-13=-324/369,4-13=-174/388, 5-11=-190/355, 6.11-335089,7-10=877/1156. 7.9=-1066/1227 NOTES i) Unbalanced r-of live loads have been considered for this design. 2) Wind: ASCE 7.10; Vutt=160mph (3-second gust) Vasd=124mPh; TCDL=4.2pd; BCDLaOpsh, It241h, 8=161MC L=100d; eave=11ft; Cat II; Exp C; End., GCpl=0.18; MW FRS (directional) and C•C Exterbr(2) 0.0.0 to 9-73. Inledor(i) 9-7-3 to 12.0.0, Exledor(2) 12-0.0 to 19.7.4 Zone; cantllover left and right exposed ;C-C for members and forces a MW FRS for reactlons shown; Lumbar DOLa 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 psi bottom chord live lead nonconcugent 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 lit between the bottom chord and any other members, with BCDL - lO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandng 100lb uplift at joint(s) except tit=lb) 15=765. 9=707. 7) •Seml•dgid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING-VMydaal3npanmmvrm endREAO NOTES ON THIS ANO INOLUOEa NY1Exfie—INM PAGE4eAT4731ay. iQe32015 BEFORE USE. ��- ped9nvdldlauseO V with Mfek6 corvAxbn. lint tle4gn IS OOsod oNY upon OOmrnetenSh— Ondlafol on InofivdM WIdhg component.not bhuu syAem. Bala. — She w"no dedo., mud vedr en Opplcat4{N Of tleslgn paOmeteuaW goperlY hcoryaa101Ns design Into the Ovordl uedry Hesf9n.&OUgIndCOietlhlo prevent Wcklkq olkKSNb.Id lnmweb arM/a cixxa memOersOrly. Ada3ond temporary ondpermOreni,_,nn MiTek' bdWOYssegUfed la naORMdlW bpevaN Cdlopsn{MI,{x,a3AO Uerwntl llely OfW gopeMOnnWe. Fa 9¢n¢sal guWtnce raga6ry the 690d Parke —I old, serny bn.nao0e.dellvary,onr Tnn and baerun, 114 N. Wedreet. Sue312.NN31/Ri1 GAMIN �druNO. D5Bd9OM BC31BWdM9Componenl Te .FL SYIe Sal•N Wortnaxon aWlOde can Tv RUIOYbI1Me. 21a N.Ine street. Sella d72 aexgwxa VA22314. � &74 4a 4.6 = 3 4 a I Scale=1:52.6 3x4 = axe II 3vt = 3x8 = &m = 4x4 = 3xe 11 LOADING(psi) SPACING- 200 CSI. BEFL N (bc) Udell Ud TOLL 20.0 Plaze Gnp DOL 1.25 TC 0.45 Vert(LU -0.05 8-9 A99 360 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.15 6.0 >999 240 BCLL 0.0 ' Rep Stress (nor YES W B 0.58 Horz(TL) Q01 7 Na n1a BCDL 10.0 Code FBC20147TP12007 (matrix-M) Wlnd(LL) .0.0611-/2 >999 240 LUMBER- BRACING- PLATES GRIP WT20 244/190 Weight: 165 lb FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or &O-D oc puffins, except BOT CHORD 20 SP M 30 and verecela. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 8-0-0 oc bracing. WEBS 1 Row at mIdpt 2-11 REACTIONS. (Ib/slze) 12-1444/0.7-10, 7=732M-6-14 Max Hcrz 12-313(LC 10) Max UPII1112-1233(LC 12), 7- 987(LC 12) Max Grav 12=1444(LC 1).7=776(LC is) FORCES. Qb) - Max. CcmpJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=A 184/612, 2-16=-557/288. 3-16=-00/311, 3.4>559/557, 4.17=-567/514, 5.17- 6771501, 5-6=-1009/746, 6.7= 7351588 BOT CHORD 1-12=465fl193, 11-12-507/1152, 1611=-110/491, 9.10=-110/491, 8-9=-580(854 WEBS 2.12=-1272/1736, 241=4OBM46, 3-11-346/594, 3-9= 606/406, 5-9-472/568, 6.8=.540/818 NOTES- 1) Unbalanced rod 11" loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=180mph (&second gust) Vasd=124mph; TCDLU4.2ps1; BCDL=3.Opsf; h=24fl; B=15o0; L=1001L eave=11It; Cat. II; Exp C; End., GCpl=D.18; MW FRS (dlre"al) and C-C Exted0f(2) 0.0.0 to 9-73, Imedor(1) 9.7-3 to 1400, Extedor(2) 14.0.0 to 17-7-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate Indio DOL=1.80 3) Provide adequate drainage to prevent water pondirig. 4) Tics truss has been designed for a 10.0 pat bottom chord live load norooneument with any other live loads. 5) - This miss has been designed Lora live load of 20.0pst 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 beating plate capable of withstanding 1001b uplift at joint(s) except Qwb) 12=1233,7=387. 7)'Semi-dgltl pllchbreaks inducting heels" Member end fixity model was used In the analysts and design of this truss. O WARNMO-V»Uy Oe4lgn p.vanao-and READ —SON THAtMOBVLYUOED NRExaEF WEPAOEN 7— 1eAroT0168470NEOSE �� DestOn wild b1 ufe aOy,Attr MIIdNJ connectors.lDl C!WD bbored ody upon momolon, snwvn. andafo, on kxfMtluol Durtling component, not huvsyslem. Beforo use. Rio DUIIOIrW dz—rnufsi verry fne apprcabllly dtle:g, paamelors antl Mopedy hwopwate IMc tlodgn tub the overtll buixing dedgn. &f-Z"In'-of- a to pevent buckling d M1xllvldu01111xA web and/a Zd".- tiers only. Atldlomliemtwtaryantl pelmarenf Dlalno MiTek' k dways faqured brstabllliyantl to pfevenlcdbpse vAlhpos4de pWwmllraxy and propedydamaee. " gwserd 0uldorRaregoodog the robicalkut vo.-rldNery, erection ontl rxoclgd Runes aW mlsssyslerm. a NSIMII Quarry Cdblb.D36-A2 and SCSI BUldni, Cemp,n4nt 6904 Perk, E,d 84d. so'Ov Iot—ronavr9lot,t M1om inns Ptah tsBMe.218Nlee SReeI.4lla 312 NexandA¢VA T2314. Tarrye•FL 3MI0 ) 1 5 10610 Ulf 2211d 29G-8 3.65 53-0 I 7.1-10 I &]d I s 015= -e g.. 1:M,3 1# 30 = 614= 5x10= 4x4= 3.511 LOADING (psf) SPACING- 2.09 GEL DEFL. In (roc) Man Id PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.55 Vert(LL) -0.09 10-11 >999 380 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ved(TL) -0.1910-11 >999 240 SCLL 0.0 ' Rep Stress Inc, YES WB 0.67 H0a(M) M01 8 n(a rya BCDL 10.0 Code 1`13102014frPl2007 (Matdx-M) Wlnd(LL) -0.0910-11 >999 240 Weight: 158 no FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directtyapplied or &0-0oc pudins, except BOTCHORD 24 SP M30 and verticals. WEBS 2x4 SP N0.3 SOT CHORD Rigid ceiling dlrec0yappffed or 6-0.0 oc bracing. WEBS 1 Row at midpt 6-10 REACTIONS. (@haze) 11=1445/0-7-10, 8=730/0.6.14 Max Horzl l=.356(LC 10) Max Uplift! l=C 8(LC 12) 11=23 Max Grav445(LC 1), 8=780(LC 18) FORCES. Ob) - Max CompJMax. Ten. -All lorces 250 (lb) or less except when shown. TOP CHORD 1-15=-1237/568, 2-15-121--".23= 940/513, 3-16=-934/544, 4.16=.9281588, 4-6=-0701448, 5.17- 514/463, 5-17=391/439, e-18=-8841745, 7-18= 9991732, 7-8-71 S/615 BOT CHORD 1-11-499/1249, 11-19- 116/465,19.20-= 116/465, 10.20=-116/465, 9-10=-535/819 WEBS 2.11-367/610, 4-11=-I13711317.4.10-495/461, 6-10=-587/673, 7-9-4131705 NOTES- 1 Unbalanced reof Ilve 10a6R Have been considered for this design Wind: ASCE 7-10; VWt=160mph (3-second gust) Vasd=124mph; TCDL^4.2psf; BCDL-3.0psf; lr-241C 8=150h; L=1001g eave=l In; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directlonaa) and C-C Fxledor(2) 0-0-0 to 9-7-3, Intedor(l) 9.74 to 15.9.10, Exlenor(2) 15.9.10 to 25-4.13 zone; cantilever leg exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load noncimoument with any other live loads. 4) - This hues has been designed fora lave load of 20.0psf on the bottom ChOid In all auras Whore a rectangle 3-6-0 tall by 2.0.0 Wide will M between the bollom chord and any other members, With BCDL = 10.0psf. 5) Provide mechanical connection (byothers) of truss to boaring plate capable of Withstanding 100 no uplift at (oint(s) except gt=lb) 11=1235, 6=365. 6) "Semi -rigid pitchbreaks Including heals" Member end fixity model was used In the anaiysis and design of this truss. Q WARNING- WadIV 4vtlgepwm,ar —F READ NOTEa ON]NhANO NCLUCEO MIERREfERANCE PAGEAlIMe nv-/00.BUe15 BEFORE USE �R OeslOn voytl fw use oNyVAIn MIlex9connectors 7NsdeyOnGbaetl ONy upon porameiaa shown.OndafamlMMd.I01tw'Clrq comlwnenL not {■� Muss syilOm. Belie Vse. RIO W.k1Ylg deslrxlel mull veAry IM oppltotsJlly oftle40n poronelars and poPe4y trscorpwafe Ink daSOn Isle Iho eve I bolRdlq tleslgn. sac: hok aced bioPlovolsll J4IIro allMlMluol sus weD andf«clnld memb¢rs aiy. AtN➢Wntl lempwayaMlsOnnonenl aaGnO MiTek' a dvMriregWed ra sIaMIW txW le gevenlCdlppf0 Wxn posmle nersolld x1,%oMpropeM �nqp. foI gelxlt9 eVtlo.ke r iordpIna WtxkOlbrtsbroge,de!Nory,oleelb0 atd barJlp of lnmesoWllua systems. seeAN11/fPll oeeBM C4kIW, DSll1 os14 BC51 Mof!og Component GM P,,ke Eea BMd. Surety WOmgxen OWIOIxe from /IUs %tire iaBMe.216 N. tee 5free1. SdWi J12 Plexondll0. VA22JII. Toepo, FL 3 10 Scala=1:61.a 44 = 600r 10 Sgl ax6 = LOADING(psf) SPACING- 2.0.0 CSL 'EFL. in Qoo) I/defl Ud PLATES GRIP TCLL 20.0 Plate adp OOL 1.25 TC 0.44 Vert(LL) . -0.11 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Ved(TL) -0.24 15.17 >999 240 BCLL 0.0 ' Rep Stress finer YES WB 1.00 Horz(TL) a.04 10 rda We BCDL 10.0 Code FBC2014/TPI2007 (Malnx-M) Wlnd(LL) 0.1112-13 >999 240 Weight US lb FT=20% LUMBER- BRACING - Top CHORD 20 SP M3D TOPCHORD Structural wood sheathing directly applied or 5-9-10 ob pudlre. BOT CHORD 20 SP M 30 SOT CHORD Rod calling directly applied or 6-0.0 oc bracing. WEBS ZN SP N0 .3 WEBS 1Row at midpt 6-15 SLIDER Right 2x8 SP 240OF 2.0E 2-6.0 REACTIONS. (lb/size) '10=919/0-7-10,17=1583(0-7-10 Max Holz 17=-368(LC 10) Max Up111110=-507(LC 12), 17--1311(LC 12) Max Grav10=952(1-0 18). 17=1583(LC 1) FORCES. (fib) - Max Comp.Mtax. Ten. - All forces 250 (fib) or less except when shown. TOP CHORD 1-27=-1198/561, 2.27=-1178/649, 2-3_ 902/515. 3.28-896/545, 4-28-891/669, 4.5- 746/512, 5-6- 760/517, 6.29=-1445/1013.7.29- 152011 D01, 7-8=-107MM, 8.9=•1254/895 BOT CHORD 1-17--502/1216, 17-30--78/473, 16-30= 78/473, 15-16=-78/473, 14.15=-735/1301, 13-14=-73511301,12.13- 1330/2134,11-12=-1327m40, 10.11=-653/981 WEBS 2.17-366b607, 4-17-1300y1407, 4-15- 548(555, 5.15=•65/340, 6.16=-9771940, 6.13-203/460, 7-13=801l676, 7.11= 1269/758, 8-11=372/670 NOTES- 1) Unbalanced mot live bads have been considered for this design. 2) Wlntl: ASCE 7-10; Vah=160mph (&secontl gust) Vesd=124mph; iCOL=4.2ps1; BCDL=30pe1; h�411: B=150a; U1001t; Bova=111t; Cal. [I,Exp C; Encl.. GCpk0.18; MWFRS (directional) and C-C Exledor(2) 0-0-0 to 9-73. Intedor(1) 9-7-3 to 15-9-10, Exterior(2) 15.9-10 to 25.4-13, Imerlor(1) 28-1-7 to 31-3-15 zone; cantilever left exposed ;C-C for members and forces 6 MW FRS lot reactions shown; Lumber DOLa1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water pending. 4) This muss has been designed for a 10.0 psi bottom chord live lead nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fib uplift at joint(s) except 61d1t)10-507. 17=1311, 7)'Semi-rigid pitchbreaks Including heels' Member and Ifxlty model was used In the analysts and design of this truss. O WAaNINa-VMly design pnmmoture.vnCREAa N01ES ONTMl6 ANpINCIWEa IWIFI(RFFEN<NCE pCGe N.4-]t)Jtr,'. 16DYM156FFOaF 115E ��' Daslgn vdld for use onty worn Mliek!o conflecton. IHS tleilnn kbosadonly upon paomalen shown. mtlk(w as IMMtlua'lxA6n0 component, not bUIWDtleaxpn �ecT0lna�atedkloq l lmiuclAlsgol hcN ll srywebondot/tcrwrdmsmbenoriyll �IK.eitempwwantl(pel ematenewl luadnn k owmy5 ro=d for S:cbIIItY aMltogevenf cdlapse vim pxsLhle peuoiwl Yi7vy wvlrxopeMdornme. Fa (1w,eicl gJdawere0wd!nO ltw MiTek• fabrkotbrt stwe0e, dolrrwy.omctbn arcl baGrq of missesand lnrss sysle- seeAN59IPIICuaxty Cillado,DSe-49ond BCSlavx4ing Compon-t -Pn,ke East DW. Solely INormoxon uvulOL'a Rom rnra papa InstlNle. 216 N. lea Street, Sidle J12 Aleran5h VA22JId. Tempe, FL 3-0 il ]-1-s I 1gs1�1 1s.o.fo H zlnfo I zsl-] I zs315 I Ls15 la � ]-LS 3i� 65O 530 5613 32�6 0.2-0 13f3 scab. 1.62.7 4.4 = 6Aa 12 a 60 = 3x6 = as = 3dl = &a = 4x4 = 3x4 = awe = 3r6 II LOADING Post) SPACING- 2-" C51, DEFL In pot) Udell Id PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.38 Ved(LL) -02113-15 >999 360 L920 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.50 Ved(TL) ..5 ."S >585 240 BCLL 0.0 Rep Stress lw YES W B 0.84 Horz(rL) 0.03 11 Na rVa BCDL 10.0 Code FBC2014RPf2007 (Matrix-M) Wind(LL) 0.1213-15 >999 240 Weight 1861b FT=20% LUMBER- BRACING, TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or4-10.14 oc pudins. BOT CHORD 2x4 SP M30 BOT CHORD Rigid telling directly applied or 6.0.000 bracing. WEBS 2x4 Sp No.3 WEBS 1Raw at mldpt 4-17 REACTIONS. 0b/size) 17=1579/0.7-l0, 11=996N-7-I0 Max Ho¢ 17=379(LC 11) Max Up;ittl7='l308(LC 12X 11-554(LC 12) Max Gray 17=1579(LC 1), 11=1045(LC 18) FORCES. Ob) - Max. CompAAax. Ten. -All forces 250 Qb) arises; except when shown. TOP CHORD 1-24=-11891569, 2-24- 1167/651, 2-3= 897/522, 3-25= 891/553, 4.25=-885/597, 4-5-8071518, 5�-793/649, 6-26_ 2136/1476, 7-26=-2166/1459, 7-8=-1833(1185, 8.9- 135&4317 BOT CHORD 1-17=-509/1208, 17-27- 93/508, 16-27=93/508, 15-16= 93/SOB, 15-28=-451/f069, 28-29-451/1069, 14729=-451/1069, 13-14=-451/1069, 12-13-647/1120 WEBS 2.17-367/597, 4-17- 1314/1414, 4-15=-52&1575, 5-15= 142/435, 6.15==-788/829, 6-13-782/1122, 7-13-115O/892, 8-13=-425/690, 9-12= 657/1020, 9-11=-956/917 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10. VUIt=160mph (3-siwa d gust) Vasd=124mph; TCDL-4.2psf-, BCDL=3.OpsC h=24fl; 8=1500; L=1001C eave=l l h; Cat II; Exp C; Encl., GCp1=0.18; MWFRS (directions[) and GG Exterlor(2) 0-0-0 to 9-73, Imerior(1) 9-73 to 15-9-10. 115-9-10 to 25.4-13, Interior(l) 26.1.7 to 29.3.15 zone; cantilever left and right exfwsed;C-C for members and tortes & MW FRS for reactions shown; Lumber DOL-1.60 Plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This Truss has been designed for a 10.0 Pal bottom chord live load nonooncu ant with any other live bads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3." tall by 2.0.0 wide will Ix between the bottom chord and any other members, Win BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 to uplift at)olnt(s) except 01=1b) 17=1308. 11=554. ])'Semi-dgid pltchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. Q WA9N ld Im wdey MR, mmek0cndplite NarE9 aNnM baNs arty upon I osam EFPaA ,anoEgFranM 1QR W0,tin FONEU9E. Oasl9n vdltl for use My Wm Aklak@connectors.lNsde90nkbaeadoNy ulbn paraneters slwxn, axihforon AtdlWlutl lw0�ncompawnt. nor huesaysfem. Befga use.aw butlI��xpfdaslpner mnr verily lha apq:cawlNof das19n pmamelefs a,d prope4Y Ncorno, W,1hhdesgnlMolheovemll pp,�s Wltlllq desl0rt aachB xdlcaledlsto prevent bsCMlllp allndNdud huswebard/a aM,tl members ortly. Atldllond tarns Montl rwnntnent bracllp IYI)TBk- saways,equxetl fa stabAdp mdb psevenrmli=,s hpoa0le"m VRVxY and lxawrtyr ge. F gene,algddasce se0ard0u me R]Wk:albn storage, tletivery, section and bmdnn of Inmesantl bmsyalema seeAN61/nll Caallly Cdteda, M40 ad 0— euadln9 tamVoa..1 30a P.- 9- Blvd. Safely 1nt.-' Non adlob a Ran Inns Rate is Me. 216 N. lae sheet Site 312 Alewadit VA 22314. To,rya: fL 33610 7-ma 1&6-10 1 23.34 1 3oa-V 3e.a1z ' aloe 7-ea 7-&7 7aa BWe�1:67.9 US = 3.4 = 3,11 = 3c4 = 3x4 If 3x6 = ax4 = 4.5 = 1 2 17 a to 4 6 196 20 7 a 16 21 is 22 14 13 23 12 11 24 10 25 a axe 11 4x5 = 30= SO = W = s.e = 4XS _ exe h LOADING (paf) ISPACINfi- 2-0.0 CSI. DEFL In 000) Vdell Ud PLATES GRIP TCLL 20.0 Plete GOP DOL 1.26 TO 0.72 VBd(LL)-0.1712-13 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC o.44 Ven(TL) -0.41 12.13 >999 240 BCLL 0.0 • Rep Stress in" YES We 0.73 Hoa(TL) 0.07 9 rVa rVa BCDL 10.0 Code FBC2014/rP12007 (Mafidr.M) Wlnd(LL) 0.2212-13 >999 240 Weight 2371b FT=20'Y. LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins, except 130T CHORD 2x4 SP M30 and verticals. WEBS 20 SP No.3 BOT CHORD Rigid celling directly applied or 5.8.12 oc bradng. WEBS 1 Row at midpt 1-16, 6-9, 1-15, 2-13, 4-12, 7-12, 8-10 REACTIONS. (Ib/size) 16=1425/Machanical, 9=142SWechanlcal M. UpI1t116=-863(LC 12). 9=-863(LC 12) M. Gravl6=1474(LC M.9=1463(LC 17) FORCES. fib) - Max CompJMax. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-16-1356/1146, 1-2= 153611174, 2-17--2244/1662, 3-17= 2244/1662, 3-18-2244/1662, 4.18=-2244/1652, 4.5-223111662, 5.19-223111662, 6-19=.2231/1662, 6-20= 223111662, 7-20= 2231/1662, 7-8-1523(1174, 8-9-1356/1147 BOT CHORD 15-22- 117411536, 14-22=-1174/1536, 13-14-1174/1536, 13-23=-16622244, 12-23=-1662/2244, 11.12=•117411523, 11-24-1174/1523, 10-24=-1174/1523 WEBS 1-15=-1470/1926,2.15=.10131964, 2-13=•677A307, 4-13-408/463, 5-12=-4081449, 7-12=-876/906, 7-10=-10131964, 8.10- 147011910 NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasil=124mph; TCDL=4-2psf; BCD V3.0psf; h=241b 8=15011; L=10011; eave=11I1; Cal. Iq Exp C; Encl., GCp1=0.16; MW FRS (dlre0lonal) and C.0 Extedor(2) 0.1-12 to 9-8-15, Interfor(1) 9-8-15 to 38-8-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 2) Provide adequate drainage to prevent water ponrsng. 3) !his truss has been designed for a 10.0 par bottom chord live load nor eencunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on fete bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will In between the bottom chord and any other members, will BCDL= 10.0psf. 5) Refer to girder(s) for man to truss connections. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of wlmstanding 100lb uplift at)oinl(s) except et -lb) 16=863, 9=863. 7) -Sehi igid pilchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. O WARNWe-Y.dNd.Nenpn4nrrws.rM6FADND7FSON ��A�4Ne WLLUDEa NREKREFENANCE PA6EMa)I7J rev. 1eW[hrSBEFORE a9E �� Z,11-vt.foi useonly, the xAdhoonnDcto reet Aealpfkb ppliaNlity r paometem teecandkfamhtlMWol grWlr,p component 1af a tr ntec, em. Before usa.lha tWdkq do9911er muff ve4N the opplk:abmNof dedmr parameters arW pope4y Ytcapaafe Dtkdetlenl to 0re ovetdl dlditg design. a- DW�afedkfopsveM te_fng oflndMdaol Dim web endr.chordmembem oNy. AddI4IXMlempaaN alC pemlanen1 b14c'no MITek' kalwaysregWadt tW1011ymdtoprevenicdkpas wllhpo ep ,enel D6xyendic, p rtl'demage. Fcrdenero19Jdoncere9ardled" ladlwibrt Aaale. deAvery. erecllm and daclnb of Dumsand tnmsysfems ieef,N31/IwI CuaYIy CAterIa, D3ed9aM eC316u6Cina Cemlr9narit 6904 Poiko East aNd SafelyINormeb-avdlab'e Dom Inert Rote IMBute.216N. Ise SDeef. fte312 NevoryNI VA 22314. ToW..FL 3381D hSdk: Scale= 1:14.7 LOADINGW SPACING 2-0-0 CST, DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.06 Ved(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) .0.00 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO INS 0.06 Hoa(TL) 0.00 3 Na rVe BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing d1mody applied or 4-7-15 co,purllns. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/siie) 3=12/Mechanica1,4=-0/Mechanica1,5=22&0.8-15 Max Hari 5=114(LC 8) Max Upllft3=-43(LC 5), 4=-e(LC 7), 5=-1B9(LC 8) Max 0rav3=14(LC 13), 4=8(LC 3), 5=228(LC 1) FORCES. Qb) - Max. CompdMax. Ten. - Al 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=3.0psf; h=24ft; B=150ft; L=100f1; eave=1ltt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (dimottonal); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psi bottom chord live load rlonconcurrent with any other live loads. 3) - This truss has been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will 8t between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Provide mecharrical connection (byothers) of truss to bearing plate capable of wilhslanding 100 lb uplift at jolnt(s) 3.4 except Qtdb) 5=189. 6)'Seml-dgld pltchbreaks Inclu6ng heels' Member and fixity model was used In the analysis and design of this truss. 7) Hangar(s) or other connection device(s) shell be provided sufficient to support concentrated load(s) 45 lb down and 113lb up at 3-11-8 on top chord, and 51 lb up at 3.11-6 on bottom chard. The design/aelecllon of such connection device(s) Is the responsibility of other& 8) In the LOAD CASE(S) section, loads applied to the lace of the Truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead a Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plt) Van: 1-3= 54, 4-6�-20 Concentrated Loads (lb) Van: 9=68(F) 10--29(F) bIMundg4nnnWANoesf6-aV�—fY<orlywflhwlnnptlakrxeOlieedk0eclmpnfeeclea,bIMuc7lCWa oallhisHMoAtlNeedd wO'n�fy�Opbn poramdetamdsho wEPUaAnGdoEanNafform ld[xwAlb.vlmdueloaflb0dn�btoNmEInoUSeE'mnaLnment rr-n9, 1clingI% Nlbaclnfiml s wws�ca�acuramodnlvmdloprawemcalacsevnmr>oat+eoa�soranlu<rarwrxopeMdmr�me-�rpa.,eragwaorcerego�dkgttre lion slotag0dlion Rai dadlAl OIM Sell Cua C. Mi 60PeA. EasMd s.,Z nmwnoavdlaJNe from Tm Wole h1Me, 1215 N. lure slreet.sdre 312. Aleab, A214TOnp,FL 31c Scale = 1:23.7 2011 LOADINGO ) SPACING: 2-0-0 CSL DEFL N OW) I/den Ud PLATES GRIP TOLL 20.0 Plate GOP DOL 125 TC 0.24 Vert(LL) •0.02 5-6 >999 360 MT20 2441190 TCDL ZO Lumber DOL 1.25 BC 0.19 Vert(TL) -0.05 54 >999 240 SO 0.0 • Rep Stress Incr NO WB 0.20 Horz(fL) -0.Ol 4 Na Na BCDL 10.0 Code FBC2014frP12007 (Matdx-M) Wlnd(LL) 0.01 6 >999 240 Weight 52lb FT=20% LUMBER - TOP CHORD 2x4 SP M30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 REACTIONS. (Ib/size) 4=124IMechan1m1, 7=352/0-10-13, 6�223/MechanMal Max Horz 7=232(LC 8) Max Upllft4=-146(LC 8), 7= 298(LC 8). 5=-1Wit. C 8) FORCES. (lb) - Max. CompJMalc Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11-380/333,11.12=-328/298, 3.12=-339245 BOT CHORD 6-16— 3381341, 5.16=-330/341 WEBS 2-7=350/194, 2.6=•263/427, 3.5=-381/379 BRACING - TOP CHO RD Structural wood sheathing directly applied or 6-0-0 or, purles. BOTCHORD Rigid ceiling directly applied or 6.0.0 oc bmci% NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 SCOL=3.Opsf; h=24f1; 8=150fb L=10011; eaVe sl In; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate gills DOL=1.60 2) This truss has been deslgned for a 10.0 psi bottom chord live load nonconc,urranl Will any other live loads. 3)' This truss has been designed fora live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide wilt fit between the bottom chord and any other members. 4) Reler to girders) lot truss to twos connections, 5) Provide mechanical connection (by others) of buss to beating plate capable of withe ail ing 100 lb uplift at )olnt(s) except tit=lb) 4=146, 7=298, 5=158. 6)'Seml-dgid pllchbreaks Including heels• Member end fixity model was used In the analysis and design of this buss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concenlmled load(s) 50lb down and 971b up at 2-11-0, SO lb doom and 9716 up at 2-11-0, 2lb down and 1101b Up at 5-8-15. 2lb down and 110 lb up at "-15, and 25lb down and 1591D up at 8.6-14, and 251b down and 1591b up at 8.6-14 on top chord, and 501b up at 2-11-0, 501b up at 2-11-0, 221b up at 5.8-15, 22.Ib up a[ 53-15, an" 191b down and 17lb up at 8.6-14, and 19 lb down and 17lb up at 8-6-14 on bottom chord. The deslgNselecdon of such connection devices) 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 UVe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-54, S-8=-20 Concentrated Loads (Ib) Vert: 11=56(F=28, B=28) 12=44 (F=22, B=22) 13=-49(F= 25, B=25) 14=77(F=39, B=39) 15=18(F=9, 0-9) 16- 26(Fo-13, B=-13) M w4NNEar-VW141 dexien Fan»rolen—READ NOTES ON nooANO MCLUDFV Nsmin(AFEri FAGS uo,nll rev, 1ee3 5UEFONE USE, �� Dedpn vdltl a, Use odyw lh MI1ects connectors. RJs deslan 5 based only upon paromeles shown. antl Is for an kxfl I WOtllrq—Parent nor Ilua system. aefore use. the WldYq dasbner muss veary IIg applkaW Iry dtloUgl paamelerm antl pOWelly lncomaate nds Uesgn No iha oVCrall bnlIdnp desgn aachlp lndcaledls to pevani Wakag of lrrlvltlW lrlmwebantl/a chord mamba only AdUlnomllgnpo:aly antl Pamonenl brackp M!Tek' al —no rewired la stablinand10Mw,emcOxgYS35s,Possible Per— niuy antl popem'dmlope. Fato"' Ouklonce lepOr4ng the fadkotkxu staope,delvery, aectlal and bracln9olhuses o Irusssystems.saeMIWIPIIGwery CdNtta,dSa-ee and gal 9ulldlrlg Canpanent sees Perko East Blvd. satety IMelmallen avdlaWisfrom Tn ss Plate Inshlule. 218 N. We Shnat Silo 312. Alexantldo, VA 22314. ionpx. FL 336f 0 14-1d 3513 .14 1 4-N I e-7-15 s td3.65 c .=1:252 2.3 11 LOADING= SPACING- 2, 0 CSL DEFL in Qoc) VdeB tPo PLATES GRIP TOLL 20.0 Plaie Grip DO 1.25 TC 0.14 Ved(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ved(TL) -0.01 67 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 4 n/a rJa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) WeIghC 421b FT=20% LUMBER- ORACING- TOP CHORD 2x4 Sp M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 4=69/Mechanica1, 7=28510-8-5, 5=87/Mechanical Max Horz7=232(LC 8) Me. Uplifl4=-W(LC 8), 7=-2D3(LC 0), 5- 97(LC 8) Me. Grav4=78(LC 13), 7=295(LC 1). 5=92(LC 3) FORCES. 01b) - 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-4.2psg BCDL=3.Opsf; h=24f1; B=150tt; L=100fC eave=1111; Cat. II; Exp C, Encl.. GCpl=0.18; MWFRS (dcll lfaonal); cantilever 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 nonconcunenl with any other live loads. 3) . This truss has been designed for a live load or 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 glydar(s) for Zero truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4, 5 except at -,lb) 7=203. 6)'Seml-rigid pitchbreaks including heels' Member end fixity model was used In the analysis aril design of this truss. 7) Hangil or otherconnection device(s) shall be provided sufflclen(to support cencenirale l load(s) 36 to down and 181 It, up at 54.0. and 35 to down and 101 lb up at 5811 on lop chord, and 49 to up at 646, and 49lb up at 56-11 on bottom chord. The dasign/seleceon of such connection devices) Is the responsibility of others. 6) In the LOAD CASE(S) seallon, bads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Rool Uve (balanced): Lumber Increas-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 14=-64, 5-8=.20 Concentrated Loads (lb) Vert: 11=131(F-65, 8-66) 12=45(F=23, B=22) Qgrn-?d VeNry deslgopxmmxrarsmW BEAD NO7ES ON iMS AND 4YCLUDFo 6a7BKREFFRANCEYABE,fo7 3refl,tcu 20dS BEFOREY3E �� Despn vd!tl br use oNY w,m Mllek®conneclon. ilsistlesigr k bosotl oNYupon parameters snow'. antl Is for m hUUs403d bu'ItlY10 component. not Inm ¢ritem. Oefose use. Ire bulk5n0 desgner loud veAN Ire opWlcaoelN a tlesi0n parameters and rxoperlY mcoryerale MB OedOn Into iha overall W!ddorgYsd s0loos�adl!rtlicatedls to prevent dscklfrda ollridMtlud loss webaM/mctprtl members oNy. AtlNlionol femporaryantl permanent tomcv WOW NondfopreveM callopsa with p U. persmgl hlrW arcl propeMdmnroe. Fot aerMmlBWdurco regrxdirg lira roNloollolu.ra0e, delivery- cllo_zb'.dn00l buses and hus swleme s N51/iPR Quarry Criteria. D049 mid BM Bulldmg C4mpdn4M 69" P4he Eess Blvd. sotmy Irxarmafl- avdlolsle from- Nola hvflMe, 2M N. lee Sheol. SWIe 312 Nexanrld0. VA22314. Tesrpe, R 3361a 1 �s�10 41b 653 715-0 1-s�10 2.3.12 23.12 9•&19 Scale=1:23.7 LOADINGF SPACING- 24>41 CSL OEFL in Qoc) Uden Ud PLATES GRIP TCLL 20.0 Pia[e Gdp DOL 1.25 TO 0.16 Veri(LL) 0.19 &7 >889 240 MT20 244/190 TCDL 7.0 I LumberDOL 1.25 BC 0.60 Ven(TL) I -0.15 8-7 >72D 240 BCLL 0.0' Rep Stress loot NO WB 0.49 Horz(TL) 0A2 6 We rya BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight 561b FT=20% LUAIBER- BRACING - TOP CHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 2x4 SP M 30 •Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 4.8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (I1,/812e) 5=10g/MaChanlcal, 10=428/0.10.13, 6=394/Mechanlcal Max Horz 10=232(LC 8) Max Uplill 17(LC 8). 10=373(LC 8), 6=340(LC 8) Max QMV5=119(1-0 13), 10-428(LC 1).6--394(LC 1) FORCES. (b) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-3$WlO, 3.14=-34W91, 3.15=-8807746, 4-15=-857/745 GOT CHORD 4-7= 299/345, 7-18=-974/988, 6-18=-967/979 WEBS 2-10= 410/289, 2-9= 366/497, 3-9=-31SM97, 7-9=38/3 B38, 3-7=-507/542, 4.6- 1017/1005 NOTES- 1) Wind: ASCE 7-10; VUIL- con 160mph (3-sed gust) Vasil=124mph; TCDL=4.2psh 8CDL--&OpM; h=241h B=15olt; L=100U; save=l lit; Cal. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Th)s truss has been designed for a 10.0 psf bollom chord live load noncondlnenl vAth am/ other Ilya loads. 3) • This truss has been designed for a live bad of 20-Opst on the bottom chord In all areas where a rectangle 3fi" tall by 2-" v4de will fit between the bottom chord and any other members. 4) Refer to gi der(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 100Ib uplift al)bint(s) except Qtdb) 5=117, 10=373, 6=340. 6)'Sem"gld pitchbreaks Including heels" Member end fixity model was used In the analysts and design of this truss. 7) Hanger(s) Or other conneolim device(s) shall be provided sufficient to support concentrated load($) 501b down and 97lb up at 2.11.0. 50 lb down and 97 to up at 2-11-0, and 131b down and 129 lb up at 54415, and 2lb do= and 110lb up at 5-8-15 on lop chord, and 50 lb up at 2-11-0, 50lb up at 2-11-0, 3 It, down and 37 lb up at "-15, 221b up at 541.15, and 122 It, down and 143lb up at 8.6-14, and 1551b down and 176 lb up at 8.6.14 on bottom chord. The design/selection of such connection deWce(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roo1 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Veil: 1-5= 54. 8.11=-20, 6-7=-20 Concentrated Loads (lb) Vera 14=56(F=28,13=28) 15=24(F=2, B=22) 16=77(F=39, B=39)17=6(F=3, B=9) 18=276(F=155, B=-122) Q W-G-Vedyd4Lgn yammalcrs 4MREAa RO7ESON7Rl$ANO wGLU0E0 MREKRE/FJI4NCE P4GENR]Q9 m. fil-016eEFOREVSE, D.OiirsQs snbm Bofoie uYo 4u W141®rgqc tlosVrel m ul-N foe applcdMlly�ol0 9e�(S�pxoneteia vltl popalY O'+�-oPorot bl 5dWealpn In Ito°i»o=., ■�Yf bUlarptle.4pn. &scam=nNcaletlklopevenllxfcYlrido(arWWwlliuctwebovl/ocnortlmembarsady. AtldI=-.poayaMpelmarenlMar.:M/ MiTek' is rAways ro4VM1'ed tar s1adlllyarW to pevemt cdlornevAln Possde personcl e4bW antl poyolydar,Gpa. 1p 0emerd Ouidonce repordry the rddleaeat siora9e. dewery, araaMrlaM Wocln0 olfNrses and mes sygom seaANSUfPi1lidmlify CNerfm, DSeb9oW BC61 &xWIn9Cemp0namf 6904 Pedro Eesb 9Md. sol.1, Irxonnadon avoffoDW from irw Rate InsA:Ne.218 N. Lee Shoal. Wle 31ZPle]amdla VA22314. Tlmr .FL 33610 14F8 I 85.13 I 6.7.10 I I 169 1-11-7 3-f-13 scale=1:19.5 LOADING (Pat) SPACING- 2-0-0 CSL DEFL In (toc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.12 Ven(LL) -0.01 4-5 >999 WO MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 HOrz(TL) -0.01 3 We Iva BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wlnd(LL) 0.01 4.5 >999 240 Weight: 211b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc patina. BOT CHORD 2x4 SP M 30 DOT CHORD Rigid calling directly applied or 10.OA oc bracing. WEBS 21r4 SP NO.3 REACTIONS. Qblslze) 3=86/Mechanlcal, 4=32JMechanlcal, 5=28VO0 9-1 Max Horz5=161(LC 6) Max Up11113= 110(LC 8), 5-212(LC 8) Max Grav3=108(LC 13), 4=64(LC 3), 5-L62(LC 1) FORCES. (Ib) -Max. CompJMsx. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2.5=.242/294 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL-3.Opsf; h=241t; 0=150i1; L=10011; eat-118; Cal. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with My other live loads. 3) - This Iruss has been designed for a Ilve load of 20.Opsf on the bollom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide Will fit between the bottom chard 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 wllhslanding 100 Ib upllg at joint(s) except QIJb) 3=110, 5=212. 6)'SemFdgid pikhbreaks Including heels' Member and fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other eonnecdon device(s) shall be provided sulOdent to support concentrated load(s) 4611, down and 106 lb, up at 3.9-13 on lop chord, and 53 Ib up at 3-9-13 on bollom Chord. The designiselecllon of such conneelion 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 IF) or back (8). LOAD CASE(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unlfonn Loads (pill Vert: 1-3=54, 4-8=-20 Cencentreted Loads (Ib) Vera 9=09(B)10=30(B) A& WAN 0-VVMYW eparamrn der D,WME$ OR 71a$ANO M'eL00£OM KaEFEA4N A0EM&)475mv. taN/tO11-FUREUSE �*® I1ius-tmnt.Bofaau ,1W WllVill.k4g d.Ig-r must vetllylha arptic try ideslgr po,omets aM pl�nlYholipotab lNCWol lcfespnlMOlM overtll an blltlhg tledpn, &mhglrgkctetl h to prevonl buc" oIhMtMudl IlY,0,bmd/aclwtd lne=r=y.AtldlI oml km Qerr poermmem bW M!Tek' Edweys new bsbb',IlY andbgevenlcdiepa Mtn poatle pe,sand hlNyDK1 PrOVertY danogB. Fa genera gVWmoo regadln9lna fd>tkalion, slaa0e. tlalNery. erecYmaM txacl-,p of Rusesantl hua swletns reMNSUrPIt Cvdlh 0dleda, DSB-89 and aC51 Bu114h9Comporrenl W W Pe E." BN1 Saery Iddrtndllon ovdloble hom f Incle 1-le. 218 N. lee Sheet. W1. W. Plex do. VA223f4. Toape. FL 33610 19 ,) 392-2d.1a 7.13 � tdd F.= Ill"W LOADING (pal) SPACING- 2-0-0 CSI. DEFL In (too) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.15 Vert(LL) .0.02 4-5 >909 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.10 Vert(TL) -0.04 4-5 >999 24D BCLL 0.0 ' Rep Stress Incr NO W B 0.10 Horz(TL) -0.01 3 WE We BCDL 10.0 Code FBC2014/TPI2007 (Maldx-M) Wlnd(LL) 0.01 4-5 >999 240 Weight 23 lb FT=2015 LUMBER- 1IRACING- TOPCHORD 2u4 SO 30 TOPCHORD Structural wood sheathing directly applied or 8-0.0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied a 100.0 oc bracing. WEBS 2.4 SP No.3 REACTIONS. (INsize) 3=100/Mechanlcel,4=38/Mechardmi,5=277A0.9-1 Mau Horz 5=173(LC 6) Max Upllft3=424(LC 8), 5=-220(LC 8) Max Gmv3=125(LC 13), 4=74(LC 3), 5=277(LC 1) FORCES. Qb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-273/333 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=24f ; 13=1501t; L=100ft; eave=11It; Cat. II; Exp C; EncL, GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=/.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncunent with any other live loads. 3) - This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-60 tall by 2-0-0 vide will fit between the bottom chord and any other members. 4) Rotor to girdar(s) for truss Ib truss connections. 5) Provide mechanical connecdon (by others) of truss to bearing plate capable of withstanding 1001b uplift at IDIM(s) except (n=%) 3=124, 5=220. 6) "Semi•dgld pitchbreaks including heels" Member and fixity model was used In the analysis and design of this buss. 7) Hang") or other connection device(s) shall be provided sufficient to support Concentrated load(s) 46 lb down and 1061b up at 3-9-13 on top chord, and 53 to up at 3-9-13 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 CASES) Standard 1) Dead +Real Live (balanced): Lumber ha esse=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (Ib) Vert: 9=69(5) 10=30(B) WARNING-VsraydxEop mefenr NEAO NOYES ON TM15ANO INCLa0EOMMKNEFZAANCEPAOEFPo-74MJ Imu SBEFOFE USE. Deign mild fq use oaY Bnm MAek®cOnrieclNx Biatleslnn eea loNYupm parometeasnvm. mdl¢Ioron NellMU buAof c mporenl, raf �- aua ¢Ynem. Reheats, iM beldn0 tleY9IKK maul vmM iris arplcaWlN adeYpn pvam4en wx1� opelN hco4wlate Ihlc de4gn Yrb Ina ovofdl b,Aangde¢lgn.a«IgxxAcaledab peveniGucWYg olertlNa.iafimweb and/u clard rnanbe oMAdanpkd lempaGn�sd permanent br«kp MITek' U arways replied Ior sbanN and lolxevenl aNlcpm Min InossCxe perrona BVW andpopenYdom�e. ror genera pwor�ce regaarg lne DS149aM SCSI Bu04in9Component hA TonpoeFL 3O010 SeMNInlarmaxoneavdlODle hpn Lla Pole aaPBAe. 211ieN¢WeStrael.2NexMilO, VA&alexa, la•1d 4A•1 7-8-12 1 /ild 1 2.7d � 9d-1D I Scab=1:23b LOADING( paQ SPACING 24}0 CSI. DEFL M (bG) V0e11 Lid PLATES GRIP TOLL 20.0 Plate Gnp DOL 1.25 TO 0.38 Ven(LL) 0.03 45 >999 240 M120 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.11 Vertin) -Mos 4-5>999 240 BCLL 0.0 ' Rep Stress Incr NO W B o.12 Horz(M) -0.01 3 We rVa BCDL 10.0 Code FBC2014/rPY2007 (Mablx-M) Weight 251to FT=20% LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 REACTIONS. glefat r) 3=68/MechaNcal, 4=29/Mechanloal, 54MO-8-5 Max Horz 5=207(LC 8) Max Up)lft3=-124(LC 8), 4- 3(LC n 5— 218(LC e) Max GMV3=68(LC 1).4=50(LC 3), 5288(LC 1) FORCES. (Ib) -Max CompJMax. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 1-2=-2711M WEBS 2.5=-252/411 BRACING TOP CHORD Structural wood sheathing directly applied or a-O-D oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0oe bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-seeond gust) Vasd=124mph; TCOL=4.2psf; BCDL=3Dpsh, h=241C B=1501t; L=10011; 1 lft; Cat. II; Exit, C; Encl., OCpk0.18; MW FRS (directional); candiever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load rwnconcurrenl with any other live loads. 3)' This buss has been designed for a live load of 20.Opsf on the botom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 Woe Will fit between the bottom chord and any other members. 4) Rater to gird er(s) for truss re truss connections. 5) Provide mechanleal connection (byothers) of truss to beating plate capable of Withstanding 1001b uplift at jolm(s) 4 except gl=lb) 3=124 , 5=218. 6)'Seml-rigid pltchbreaks Including heels' Member end lbdly model was used In the analysis and design of this trues. 7) Henger(s) or other connection device(s) shall be provided sufficient to support coneetltramd load(s) 36 lb down and 181 lb up at 5.4-0, and 35 lb down and 191 Ib up at 5 6-11 on top chord. and 49 lb up at 5.4-0, and 49lb up at 5-0-71 on bottom chord. The designlselecllon of such connecllon devlce(s) Is the responsibility of others. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead . Root Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-0_ 54, 4-0=-20 Concentrated Loads (1b) Vet,: 9=131(F=66, 13-65)10=45(F=22, B=23) ,&WARNING- 1hy4aslgepmmerasrr4REAe Na7Ea ON7Nla AND wCLeOEp MREKREiEAANC6PAG[MM19073 mv. feeLTaISGEFGRE UBE �� I rys et m. BpIpO WOWI's dlh�p deslpser mu eAH the applC t>JWof ticSlDn f%�taninelOnaM rMaMRdY� IaPaaleslpn lnb lM toveldl bNdll3 tlaspn. 9Octt9lMbaletlkto prevent buck9np o11ndMduoliwsweb and/d chwd memUersaxy. /ulalbrwl temrbrW mdPonmaneni braeNq MiTek' Is Wb o1—a ootape, dewy. aecllo�RW bWnD or 1—ondi—swlelm feeRN51o/RI10aedRV ck.CreMa DS-89 oM BM aWIE6q Co�mpehnenl 6e09 P.1k. Emt llwd 8dety Inleanatbn ovolable Rom Rue Plate WINUW 218 N. Ise Wsot, Sato 312. Noaandit'AMU. Ta,rye. FL —1. 3J-] 661 337 Scale -123.6 LOADING(psp SPACING- 2-0-0 CSI. DEFL In (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl(LL) 0.12 4-9 >634 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TI) -0.08 4-9 >923 24D BOLL 0.0 ' Rep Strescr NO s m W e 0.00 Hurz(TL) -0.06 3 We r✓a BCDL 10.0 Coda FBC2014/TPt2007 (Mabix-M) Weight: 28 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sbuctural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. SLIDER Leff 2x8 SP 240OF 2.0E 2-8.0 REACTIONS. (Ib/size) 1=205/0.7.8, 3=91/Machanical, 4=54/Mechanical Max Hoa 1=175(LC e) Max Up1181=-99(LC 8), 3=-155(LC 8), 4=-49(LC 8) Max Gml=205(LC 1). 3=91(LC 1). 4=58(LC 3) FORCES. (lb) -Max CompdMax. Tsn.-All forces 250(Ib) orless except when shown NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2pst BCDL=3Apsf; h=24ft; 8=150M t^701)f1; eave=l lfl; Gat, IF Exp C; Encl., GCPI=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a Ilve load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0.0 wide will litbetween 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 1001b uplift at jolnt(s) 1, 4 except gt=ib) 3=155. 8)'Seml-dgid pitchbreaks Including haels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provlded sumcleM to support concentrated load(s) 22 It, down and 195 lb up at 4-2-2. and 22 lb down and 20411, up at 4-4-14 on top chord, and 661b up at 42-2. and 67lb up at 4-4-14 on bottom chord. The design/selection of such connection devices) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace 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 Incre-1.25 Unlfoml Loads (oil) Vert: 1-3- 54. 4-5-20 Concentrated Loads (lb) Vert. 11=105(F=49,8=56)12=21Fee, 8=12) A WANNIND- VeNlyd", puemetars ldRUD WrESON]NlSANOM WED 6erEKRfiF MNCEPAIiEMLL]QJ rev. latucoISDEFDaEDEE �R- D.slDn-Idl for use o* We, Niek4Jcolsnect 1;%1, dedona bos 11=11 upon{Wom.fersslroWll, alW Blot on lndlNtl«I bulcma com«nem, nor IInn sysfem. Beta. use. IA. bWldrg tleslpnar must v.11lytne applkabrilly eldeilpn IxxdnelM Ond piopedYI«o8�or.lo Iha W-sBps lNolhu owndl wYdn9 deilpn. D«asp Bsdk0ledblo lxevenf butYSnpd11x1MCWd1nlo web.sA/a drdd momben oNY•Addlblt0l lemp0lon'�d pem, nfbr«ro M!Tek' a dwoysrequlserl roe sbbalM and toprsrvenlcWopso with possGl. pclw hp,,WWopanydornge. Fd penel.lpddonca reDeidlfg Il,e Iadleasbrt Daame, delNery, fir«Son and bl«Ire of fn�sasd hiss syxfemi s N9/1PII CuaIIN Offtele, DS8-89 and BM 111009 Component 6900 Pepe East B., SetatyInlorm.aonc,oKeble komInce mt. tralue. 218 N. lee Street. Sd1e 312 Alexa Io. VA 22314. T.W..FL 38610 Ia10 4.10-6 1.9-10 3-0-12 Scale. 113.3 LOADING(pst) SPACING- 2-0.0 CSf- DEFL. In Poe) IRIeR Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.26 TO 0.08 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TOM 7.0 Lumber DOL 1.25 BO 0.07 Vea(TL) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.01 3 n/a rya BODL 10.0 Code FBC2014lrP12007 (MaMx-M) W8M(LL) -0.00 4-5 >999 240 1 Welghb 161b FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 4.10-6oc pudlns. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/sIw) 3=40/MechaNcal, 4=.8Mlechanlcai, 5=1BWO-10-13 Max Horz5=99(LC 8) Max Upllft3_ 38(LC e), 4- 17(LC 16), 5-195(LC e) Max Orav3=40(LC 1), 4=18(LC 3), 5=183(LC 1) FORCES. gb) - Max. CompdMax. Ten. -All forces 250 gb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL-4.2pst BCDL=3.Opsf; h=241b 0=1501t; L=1001t; eave=111t; Cal. II; Exp C; Encl , GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This muss has been designed for 10.0lost bottom chord 11" load nonconcurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2.0.0 wide vall lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to tmss connections. 5) Pmwde mechanical connection (by olhels) of truss to beating plate capable of Withstanding 100 to uplift at)oin(s) 3,4 except gldb) 5=195. 6)'Semi-dgid pllchbreaks including heals' Member end fixity model was used In the analysis and design of this buss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 501b down and 97lb up at 2.11.0, and 501b down end 971b up at 2-11-0 on lop chord, and 5010 Up at 2-11-0, and SD Ib up at 2.11.0 on bottom chord. The deslgntselection of such connection devices) Is the responslbllityol others. 8) In the LOAD CASE(S) section, loads applled to the face of the thus are noted as Iron (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Incre-1.25 Uniform Loads (pll) Vert: 13=44, 4-6=20 Concentrated Leads gb) Vert: 9=56(F=28, B=28) 10=77(F--39,.B=39) Q WARNWO-VenY7doNgnpamme dREA0 NOTES ON TM AW WDLWM wREAREPE CE PABEW7= rov, tee1110re BEFORE USE Design wild lw use oNY Wan xOiek®COlxledblS. Antleslpsxbosetl oNyupon poromeNn45own. ontl blormagMdualtwld4gcolnponBOi. MI �� bbust system.Be(ole one, tna bYldlsrpp dex(xwr must veAN the oPWk«4Moltleskxl pasametals antl Wope4Yl«oTorale inn deggnlnb llw over all -•� Advsg tleslgn. w«hOkxgCdtetl kIO.MoveN buclSaV o11MFAduu ausswebaq/ardwsd mambasaNY. P vond temrwrmytfk gortnanentlxOckp Mire k' aawoys ray,lrod far shbtlXY and lopevenl mllopse wnn Povdepersmv4 trluyand popedvdansaga. Fos Oerserat OiXlasce regaelrxl No lotrlaatbn. slota0e. delNMy.eF«OOn Ond d«bq of lnlIIexmdausc ryalem;nMN51/1P11pWIty CMada, DSB-B9 aM BC91 &dWing Component SM Pehe ESN BAd. Sorely Intortnenon a oble hom True pate WINte,210 N. Lee Sfteel. sure 3 t7A menhim VA MI1. Tarrpe, FL 33610 S" = 1:11.4 LOADING 8.0 SPACING- 2.0-0 CSI. DEFL In (too) Wall Vd PLATES GRIP TCLL 20.0 Plate Odp DOL 1.25 TO o.o4 VBR(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 8C 0.03 VBd(TL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 3 We n/a BCDL 10.0 Code FBC2014/rP12007 (MBWFM) Weight: ll It, FT=20% LUMBER - TOP CHORD 2.4 SP M 30 BOT CHORD 2x4 SP M 3D WEBS 20 SP No.3 REACTIONS. gb/slze) 3=20/MechMICal, 4=-3/MOMaNCal, 5=205/a8.15 Max Horz5=76(LC 8) Max Uplllt3--28(LC 8), 4— 3(LC 1), 5— 187(LC 8) Max Gmv3=38(LC 13), 4=16(LC 10),5--205(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Pb) or less except when shown BRACING - To PCHORD Structural wood sheathing directly applied or 3-1-13 oc pulllns. BOT CHORD Rigid call frig of redly applied or 10-" oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=24ft; B=150g; L=1001t; eave=flit; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (directions); cantilever 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 nonconcunent with any other live loads. - 3)' The 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 ,it between the bottom chord and any other members. 4) Rater to girder(s) for truss to truss conneclions. 5) Provide mechertcal connection (byothers) of truss to bearing plate capable of withstanding 1001b uplift at )ord(s) 3,4 except Qt=1b) 5=187. 6)'Seml-dgid pitchbreaks Including heels' Member and fixity model was used In the analysis and design of this truss. A WARNING-VMfy deslen paramoha arMflFAO NOTES ON TM9 ANOINLLUOEO AUfEKREFFRANCE PAGEMeT4Tdrev. iaDYle1SBEFORE USF. nDe9�syremf. 2efae use.IMMbWldnn tlBSgnem ulvaMy lrq CCplN'abllN�deUPn POrametels and g8operlY he I� IBMSUeaDn hbine lOverdl �� wbno dndoa. aackq lndkalaasbweveru lxx:wvnalndroltlud mraweomd/ol cnadrnemoer:oniy. Atlalknai lemrwrW and oummenl5r«Inp MTek' 6 always regelretl la soll", and rwor,0nl wlara l wlln Pnado pn+axial trexy and papeM domaDe, fd oenerd 91Ytlaxe reeardxV the bMkatkn.11aaDe. dMtvery. eteaiknaMl bracn0 a1118 NA S I Equu.3lZ eANS1/IFI16utl11y Glteda, aSa419 aM BC91 Bewang f:empMMl 4904 Parke —Blvd. sahry INormaeon ovalade M1om Rus Rale Imxtule. 218 N. lee SIr9e1. SU119312 Aleiantl4a. VA 22314. Tn,rya FL 3]410 611./1 I 1a$O 21 7-13 a0-1-t5 I 9B-e•12 U' &11-it 6-0$ 8-7-13 6.1 s anal.= 1:68.0 3x4 = 41$ = 3N = 4x8 = is 14 13 25 12 nil 10 27 9 4x10 II 3x6 i1 4xe = a. = axe - Axs = sx6 II ae = LOADING(ps, SPACING- 2-0.0 CSL DEFL In poc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grlp DOL 1.25 TC 0-83 Vert(l) -0.19 12-13 >999 360 MT20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL)-0.4812-13 >999 240 BOLL 0.0 ' Rep Stress Inct YES W B 0.94 Hoa(TL) 0,09 9 n1a rya BCDL 10.0 Code FBC2014/rP12007 (Matdx-M) Wlnd(LL) 0.20 12 >999 240 Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 3.10.14 oc pudlns, BOT CHORD 2x4 SP M 30 except end vwtals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 5.0-8 oc bracing. SLIDER Left 2x6 SP No.22.6.0 WEBS 1Row at mldpt 6-9. 6-13.7-12. 8.10 REACTIONS. (lb/sim) 1=1431/MocWlcal, 9=1431/Machanical Max H"' 1=3W(LC 12) Max UPIItt1 _ 828(LC 12), 9=-904(LC 121 Max Grav 1=1550(LC 17), 9=1572(LC 17) FORCES. pb) - Max. Comp./Max. Ten. - Air forces 250 pb) or less except when shown. TOP CHORD 1-2=-54Df264, 2-3=.253211975, 3-20=-2209/1755, 4.20-2151/1767, 4-21-1966/1874, 5-21-1966/1674, 5-22=-216311798, 22-23=-2163/1796, 6-23= 2163/1796, 8.24-2183/1796, 7-24=-2163/1796. 7-6 162711206. 8.9-1414/1249 BOT CHORD 1-15-2117MI)4,14.15-2117/2294.13-14-2117/2294, 13.25=-1796Y2163, 12-26= 17gCJ2163.12-26-120N7527, 11-26-120G/1527, 10.11-1206I7527 WEBS 3-13=-406/550, 4.13=-341/585, S-13-449/201, 5.12-31SM45, 7-12-771/826. 7-10=•975/1045, 8-10=1544/1955 NOTES- 1 ) Unbalanced mof be loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (35econd gust) Vasd=124mph; TCDL-4.2psl; BCDL.3.Opsf; h=24ft; B=1506; L=100fr; eu-111t: CaL II; Exp C; End., GCpl=0.18; MWFRS (directional) and C-C Fxterlor(2) 0.0.0 to 9.7-3, Intedor(1) 9.7.3 to 13-0.0, Extedor(2) 13-" to 26-6.15 z ;C-C for members and forces a MW FRS 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 nonconcunent with any other live loads. 6), This truss has bean designed for a live load of 20.ops1 Gn the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to ghder(s) for muss to truss connections. 7) Provide mechanical connection pry others) of muss to bearing plate capable of withstanding 100lb upllit at)olnt(s) except ptdb)1-828, 9=904. 8)-Semkifild pitchbreaks including heels- Member end fixity model was used In the analysis and design of this muss. QWARNWIG-Vnllr OsalgnWrNmlers antl RFADND1E30NTX15 ARO MCLeGED LIREKRPFERARCE PAGEAaP-1?Jrw. 1a4M015 BEPoREaSE �-t be vdld for useonh/with MIIeIF`connectors. MsdeNOnsIxa•atl only Won ponameters snows. arsdbtorm In(iMtlud b/klln0 cromponanl, not bInds system...fore use. IM10 bJltlhq tlesl0rler mrrsl veAh the OpplCobaN Ol tle4gn pofOmetersalatl psopelly Ncolpa0te Ihs dasl0n hb the overall ufidngdedgn. 6aGlq lrb:caletl is io prevonl bucNing ofhtllvWol ln]il web onNor chord membwcoNy. PCdpolWh paaryorW permanent blacFlp MOW h dways regWetlfor tlabJlNand to provenlcdlWse wllhpossIDla penarKl kesyaMpropedY Ganole. For 9enerd ONrlalce regal(9rp 111e 6ee4 Pe,ke Emt Bk& .1, Torrye, FL 3361e IbR storage. detivery, erecllon crsd brxlnq of lnrssesanGlnusyslomi sesANal/fIN1 Goa0N Cdlurlo, 0aa-09 arM aCSI Bu4dIn9ComponeM Safety 44ormaxon ovdlmle hom Ina IYata InsllNle. 218 Nlee 3iree1, site J12 AtoxaxMa VA2231A. ID:O4141 SWIe-1:Y.32 la 3x10 II 3x10 II LOADING psi) SPACING 2-0-0 C61. DEFL In (too) Wall UO PLATES GRIP TCLL 20.0 Plate Orip DOL 1.25 TC 0.30 Ved(LL) 0.04 7-8 >999 240 MT20 2447190 TCDL 7.0 Lumbef DOL 1.25 BC 0.18 Verl(TL) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Inor YES WB 0.19 HOrz(TL) -0.01 6 n/a We BCDL 10.0 C.d9FBC2014frPI20D7 (Matrix-M) I Weighl: 44 lb FT=20% LUMBER- BRACING - Top CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0.0 m purlins. SOTCHORD 2x4 SP M30 ROT CHORD Rigid calling directly applied or 8.11.9 cc bracing. WEBS 20 SO No.3 REACTIONS. (IlYslze) 8-"W-7-10,6=44W0.7-lD Max Horz S=-145(LC 10) Max Upllfte=-532(LC 12). 6=-473(LC 12) FORCES. (Ib) - Max. COmpJMax. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 1-2=-262/596, 2-3=-393/696, 3.4=39;11896, 4-6=-262/596 SOT CHORD 1-8=-604/294, 7-8=-604/294, 6-7— 6D4/294, 5$=b04/294 WEBS 3-7=-427/174, 2-8_ 399/633, 4-6-399/633 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2p0; BCDL=3.Opsf; h=241t; B=1501k L=1009; eave=111t; Cat. It, Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Fxtedor(2) mne; can0lever felt and tight exposed; porch left and right exposed;C.0 la members and forces & MW FRS for reactions shown; Lumber COL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi boilom chord live load nonconcunent Win any other live loads. 4) • This Truss has been designed fora IN. load .120.0pst on the bottom chord In all areas where a rectangle 341-0 tall by 2-" wide v40 III between the bottom chord and any Other members. 5) Provide mechanical connection (by others) of truss to be9ring plate capable of withstanding 1001b uplift at)oint(s) except at -lb) 8-532. 6 173. 6) •Seml-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design o1 this truss. ,A wAAN 1d lb yda�ynpuam,nen nma[4o No7FSON7H/34H0 PlLLuOEe MI)EKREPERAMCE PAOEM4)4Tlma cu,01b RdIno wEOaa �■R DoslmS vclltl lorrueonlywxh MlieL9Jconrwclors, lMs de90n6b Wa4yupon pwoma,ersslwwn. ondls loran hdlNdual WldYp canponenl.not b1nmsystem.aororeuse.rise cl(s0deslventmust reo theappllcmllryoldandl chwclrenaMpropalY escaporale Oxs desl0nlM0 xse OVaotl WGrxl doslOn. aachg L-xic«etle,o gevent bucldn<n«IrMluWuol Ours wane J/a chadlnembasoNy. Adtlxas011empaayastl Permmenl lxocOsg MireK Isdwoys regJrai br nr blLtY ord lowevenlcalolrw vn—on,!1Penas« .,vkN V"" dvtp W, Wr Oe 9andl/=W1,11bg 9 1,Oe (adkollonsloro0e,ddmry,emcxon Plot,a«rgo(Oussesard Osm sysle312 Aexandric oumy ORa14059-09 and 9051 aWWxrg CornpOmM 6904 FL Darr BNtl. 9arery Informa00n avdlcslxe ham inm hole nrin,re, 210 N-Lee streaL SrJle 312 NezanWla VA22314. Tempe. FL 33610 3a8 6014 I ta916 12-1-12 4.4 = Beale=1:23.0 Io 2.3 II LOADING(Pat) SPACING- 2.0-0DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.41 VedQ.L) 0.11 6.7 >782 240 MT20 244/790 TCDL 7.0 Lumber DO 1.25 BC 0.47 Velt(TL) -0.07 8-7 >999 240 BCLL 0.0 ' Rep Stress Imx YES W B 0.20 HOrz(1L) -0.00 6 n/a rVa BCDL 10.0 Coda FBC2014?P12007 (MaMx-M) Weight: 461b Fr=20% LUMBER- BRACING - TOP CHORD 294 SP M 30 TOP CHORD Structural wood sheathing directly applied or 60-C oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 60.0 oc bracing. WEBS 20 SP No.3 REACTIONS, Ob/size) 8=562/O.7.10, 6=336M-7-TO Max Horz 8=-146(LC 10) Max Up11it8=-666(LC 12), 6=-339(LC 12) Max GmV6=562(LC 1). 8=347(LC 22) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23--1001273 WEBS 2-8=-3041680.4.6=-385/461 NOTFS- 1) Unbalanced roof live loads have been considered Tor this design. 2) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=2411; B=1501t; L=10011; eave=11IT; Cal. 11; Erp C; End, GCpl=0.18: MW FRS (directional) and C-C Extedor(2) zone; can8lever left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) - Thts loss 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 ,it between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (it=Ib) 6=666, 6) -Semi-rigid pitchbreaxs including heels' Member end fixity model was used In the analysis and design of this Truss Awx6KWa.Ve4fydoalyepaamoroa aadaElaWTESON MIS-INcL00E0M KKEFEflxK0EAA6EL 74TJrev. IDOYd615 BEiOTIE U82 _pN■ xgn va:ltl(or use any xlttl Mlekacayrecla4. a4s desllxl 6basatloNyupon paaneleah- and is for an lndrMuol buldh0 compasenl,not �� 1 roan sysbm.anroreuse.lne WdMg tlaslPrar mun V¢ArylMapplk:abClfy of aespn poraner-a piopeey lncur,crate asxdesignlnto the overall Ialb oa6a.ng d�9gn. 6acYr0lndbaietlhlopreveN WcklYra olfMNtAral husswebarv!/achord membenoNY-Addl"nfjmpaary aMpemr-ml bracing MiTek' 6 dways regr/:aa for daWltry=bpevenl a�l=. OcaClep -n d 9xL9y ofW INcpem da - far general Qul a erag.a9 lhre fabr-r-storage. tlelNerY, aeclbn and brakg or hoses and Ma ry Iems r NSIVMIo ly Cril.K D31149 axl aCSI SUCNna Comporsanl 6e0a Varka Ean 6Nd. Smelt' Inrarmae avaamle kan Gas Rafe Institute,218 N. lae 111. W1b312 PlexaWlla VA2261a. To ,FL 3361(1 I L3.f3 1319I 2b0 16P0 l W1.12 7, J3 _ 7A 5 08 = Scale = i5 5 6.00 12 4 3x4 = 3.6 = 8x4 = axe = 3.4 = 100.1 1t-0.1 J P.1-19 l 6640 W4 9416 osla LOADING SPACING- 2.0-0 CSI. DEFL In (loo) Vtle6 t/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.63 Ved(LL) .0.32 8-10 .999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) .0.50 8.10 >694 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.85 Hom(TL) 0.06 7 rJa n/a BCDL 10.0 Code FBC2014frP12007 I (Mabix-M) Wlnd(LL) 0.10 8.10 >%9 240 Weight: 1611b FT=20% LUMBER- BRACING - I¢ TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied a 5.6-1 oc punim, except SOTCHORD 2x4 SP M 30 and verticals. WEBS 2x4 SP No.3 SOT CHORD Rlgitl celllrg dlrectlyapplletl or 6-9-i l oc bradng. WEBS 1 Row at mtdpt 3.11, 5-7 REACTIONS. (RJslze) il_7159M-7.10,7=1061/0-7-10 , Max HOrz 11-362(LC 10) Max Upliltll= 759(LC 12), 7= 641(LC 12) Max Grav 11=1187(LC 17), 7=1114(LC 18) FORCES. (lb) - Max. ComPJMa1L Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-523/165, 2-15=6B5/604, 3-15=-558/618, 3.16=-1560/1417, 4.18- 1479/1442, 4-17=-1460/1470,6.17=-1542/1445, 5.18=-293/423, 6-18=-371/408, 6-7o-331/422 BOT CHORD 1-11=-328507, 10-11-1165/1678, 10.19=605/1087, 9-19=-605/1087, 9-20=-605/1087, 8-20=-60511087, 7.8-1139/1387 WEBS 2-11-5481951,3-11-107G7019,3-10=-412/580,4.10-5OBf736, 40=4887705, 5.8=-376/564, 5a=134a1143 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=42psl; BCDL ht=3.0l 24fh B=1608; L=1 DOI; eave=l lff; Cat. 11: gx C; Encl.. GCl8: MWFRS (directional) and C-C Extedor(2) 0-0-0 to 9.7.3, Intedor(1) 9.7-3 to 15.9-10, Exteria(2)15.9.10 to 254-13 ions; cantilever left exposed ;C-C for member and forces a MW FAS for reactions shown; Lumber DOL=1.60 plot. gdp DOL=1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonoonmuenl with any other Ilve loads. 4) - This truss has been designed for a Ihm load of 20.Opsi on the bottom chord In all areas whom a rectangle 3.6-0toll by 2-0-0 wide will III between the bottom them and any aher member, with 8CDL = 10.Opsf. 5) Provide mechanlml connection (by others) of foss to bearing plate capable of withstanding 1001b uplift at Jolm(s) except gldb) 11=769. 7 641. 6)'SemHlgid pitchbreaks Including Heels' Member end fixity model was used In the analysis and design of this tmss. A WAMWG- edlydldan 04/NrMiHi M4NFAD NOTE90N7M6ANOWOLUDEOFI?EKaEFEAAmeE EAeh7473 1.9L20f60VONause, Ded9n vGW fc,use,* vAlh MleaWcorvteckrs.ItS deslpn Is bosetl orYylA7on paromekrssMwn. and Is fw m IndlNdlwl hitdh0 component. not aussyslem.Befwe we. the Wtllrq aeslpr,er mud vaM Ire a{:prc.hllly otdesxsl fxnomeles asMR oPerlY hcapwalefhbd ,into Itleoveral bufaiq des9m aadnO lndLvietl Not a to lx mbuctlsl9 o/tr1dlrldW husswebmd/orcnwA mamba ly. Addiibrgl temp«pry aldpc!=hadrq Well eaw.n requl,6O kr SldxYhaW lopreyOnlcoOr�sewan rwsbl. pericrl:fl irlu<y m<i popedy tlama0e. Po70enera0idoslcetell .QT. fadkason storufd., dNWmy. ereciknand bacYgl of lmmesaW iNs Wslems so NSVTP116u0s y C M,, 03a-99 and sCM Wtldblic. -h! N P,ft Eesl BNd. saelylawma avc}cbIe ftc hT sPM191nttINr,21e N. lee Srael. SUlle 312. N.xavlda. VA22n1A. 1sn., FL 33elo 44 = an 12 3aels • 1:65.3 aloe = 4*= U4 = 61m = 354 3xl = LOADING(psf) SPACING 2.0.0 CSL DEFL In (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.54 Vert(LL) -0,31 9.11 >999 360 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.51 g-11 175 240 SCLL 0.0 ' Rep Stress I. YES W B 0.85 HDrz(TL) 0.06 8 n(a n/a BCDL tO.D Code FBC2014/TPI2007 (Mabel) Wlnd(LL) 0.10 9-11 '999 240 Weight: 166 lb FT=20% LUMBER- BRACING TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5S7 oc puffins. 50T CHORD 2x4 SP M30 SOT CHORD Rigid calling directly applied or 7-1-4 oc bracing. WEBS 2x4 SP N0.3 WEBS 1 Row at mldpt 3-12, 5-8 REACTIONS. (IWsize) tt_1152Po•7.10, 8=1187/0-7-10 Mel( Ho¢ 12=379(LC 11) Max Upllfil2=-754(LC 12), 8=-718(LC 12) Max Gmv12=1181(LC 17), 8=1200(LC 18) FORCES. (Ib) - Max Comp.lMeu. Ten. • All tortes 250 (lb) or less except when shown. TOP CHORD 1-2=-517/167, 2-19=-853/606, 3-19=-5581819, 3-20=-1549(1385, 4-20=-1468/1411, 4.21— 1427MV1, 5.21=-1505AM. 5-22=-36W382, 8-22=-4591369, 6-7-327180 BOT CHORD 1-12— 329/505, 11-12=-1070/1681,11-23=•500/1 DOB, 10.23—SM1088, 10.24-50811088, 9-24=-508/1088, 8.9-1013/1330, 7-8-110/307 WEBS 2-12= 550/951, 3-12-1061/972, 3.11-413/584, 4-11=-512/739, 4-9= 454/874, 5.9=-353/527, 5-8=-1225/1148, 68=d32/725 NOTES 1) Unbalanced root live loads belle been considered for ihla design. 2) Wind: ASCE 7-10; Vult=S50mph (3-second gust) Vasd=124mph; TCDLr4.2psh BCDL=3.Ops1; h=24f ; B=1501t L=10011; eave=111% Cat. It Exp C; Encl., 00pi=0.18; MW FRS (directional) and C-C Exterlor(2) "-0 to 9-73, Intedor(1) 9-7-3 to 16.9.10, E1ltedor(2) 16.9-10 to 25-0 13 Zone; cantilever left and dgm exposed;GC for members and forces a MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other Ilve loads. 4) - Th. truss has been designed for a live load of 20.Opsf on the bottom chord In all elves where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of Uuss to beefing plate capable of Withstanding 100lb uplift at lolnt(s) except at -lb) 12=754, 8-718. 6) "Semi-dgid pitchbreaks Including heals' Member end fixity model was used in the analysis and design of this truss. AW4IU/LYG-VeNiydeslgnperarMtMBnOaEAD a0TEa 0NTN9 AND alLLYpED NREK/IEFEXANCE PADEMIIJ4J9nr. mDL101baCfpflE USE. ��� D hfodNbdeeriKalvwbtllmonsI.Gs—la. �baptl0raofo,e r"sI lcOwiWiIY--W"l. loN pI tlevxe—m1 mu 14V lipbaollr �dv�"wonti�PoertlileWrtlwikad�ensgn Ir b tnhIe tovertll mlro MiTek lhpc�WaM-'1NAYonevoeotlXiaW4n— yMCSIdelery.nCM btradw5wuC' Componenl 6904 FeAe Eesl Blvd. filially In—Nonav"—from Tnas%ale—lino. 218 N. fee SNervt.-319, Alera raV Y1314. Tangs. H. MO a 4x6'= Scale 6A72 sx4 = 45s = 8M = 4x12 11 3x4 = mat nay too eato 1 easy I EW LOADING (pat) SPACING- 2-00 CSI. DEFL. in Qoc) Well Ltd PLATES GRIP TCLL 20.0 Plate Gdp 170E 1.25 TC 0.57 Ven(LL) .0.34 8-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(TL) -0.59 0-10 >566 240 13CLL 0.0 • Rep Stress Incr YES WB 0.84 Horz(TL) 0.11 7 rua rVa BCDL 10.0 Code FBO2014/TP(2007 (Matrix-M) Wind(ILL) 0.16 S'0 >999 240 Welght: 156 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Slmdural wood sheathing directly appl(ed or 4.9-13 x purims. BOT-CHORD 20 SP M30 BOTCHORD Rigid calling directly applied or 643-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at nlldpt 3-11 SLIDER Right 2x6 SP 2400F 2.0E 2-8-0 REACTIONS. (lb/size) 7=1066/Mechanical, 11=116510-7-10 Max Horz 11=384(LC 10) Max Upliff7=-644(LC 12). 11=-762(LC 12) ax MGre,7=1120(LO 18). 11=1192(LC 17) FORCES. (lb) - Max. CompJMax. Ten. - AI I forces 250 gb) or less except when shown. TOP CHORD 1.2=-504/141, 2-19_--652J582, 3.19=-53Sr596, 3-20=-1569/1422, 4-20=-148WI447, 4-21=-1447/1456, 5.21-1622/1438, 5-22=-1565/1471, 6.22-1653/1451, 6-7-29WO7 BOT CHORD 1-11=-308/485,10-11-1164/1685, 10-23=608/1095, 9-23=-608/1095, 9.24=-608/1095, 8-24-60801095, 7-8-1121/1381 WEBS 2.11-554/955,3-11=1107/f031,3-10=-404/575,4-10=-50Y/42,4.8=.45W671, 5.6=-382(557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vaed=124mpht TCDW.2psp BCDL=3.Ol I8=150ft; L=100g; eave=l1fl; Cat. II; Exp C; End., GCpl-0.18; VWFRS (directional) and C-C Extericr(2) 0.0.0 to 9.7-3. Intenor(1) 9-7-3 to 16-9-t 0, Exterior(2) 16.9-10 to 25.4.13 zone; cantilever left exposed ;C-C for members and to. & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 31 This tons has been designed for a 10.0 psi bottom chord live load nonconounent with any other live loads. 41 ' 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 WI by 2.0.0 wide will 6t between the bottom chord and any other members, win BCDL=10.Opsf. 5) Refer to glyder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift atjdnt(s) except at -lb) 7=644, 11=762. 7)'Sernkgld pitchbreaks including heels° Member end fixity, model was wed In the analysis and design of this truss. Q WABNaNI•PerNydrsynysrxmefinendREAg N07Eg Owil4e ANg eyOLUOEp w/IEKwEFEXANOE PAOE4aF14/grev. IaeY s-EFOaEO a Design vattol to use ordy v lh MBax4J mnrecbrs. Trade9gn eboeed ONyupon posamefenslwvm, axl a for on fntll a 1xldln0 comporwnl,-1 ��• bbuss mtem.eefore use.lhe psllldlnf de9gner moil vanN ms oppfwblliN dtleslgn poometeismd papo,N hcorporare rM—co Into the Quasi urdngdadgo.wacIne lndkaratlaW provonl Wcdxg onnWaWlnaswebandor chord rnarnhe Ny. Atldr lempaay and permanent Honing (s� iNiTeK ftor y leOured ra srobrxy and to Aevenl oolopse with pGarbre personal s+A+v onor pmpody dvr For general guidance mgoi 'lfw robx tr doroge, dHNew.e flknassd b'Mim of irt,aesand lnassyslertrc SeeAt4ll/I%16ud11y Criteria, D58d9 and aC5 plung Canponent sg04 Porte Eml Blvd. Smaty rNdmaxon oveedble from Tnas nolo I"JiMe. 218 N. fee Sireet, Sure 312, Nexo,dxcl VA 4M. Tompo. FL 3361e I 4XII= sane. 1:51.6 7 I 3x4 = 3.4 = sxs = 3.4 = 3x5 11 3x10 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Vd PLATES GRIP TCLL 20.0 Plete Grip DOL 1.25 TC 0.63 Ved(LL) -0.25 9.11 >999 360 Mm 2441100 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Ved(TL) -0.44 9-11 >594 240 BCLL 0.0' Rep Stress lncr YES WB 0.64 Horz(TL) -0.08 8 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.35 941 >742 240 Weight: 1621b FT=20i LUMBER- BRACING - TOP CHORD 2.4 SP M 3D TOP CHORD Structural wood sheathing dlrectlyapplied or 6.0.0 oc purlins. ROT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 4-9-14 oc bradng. WEBS 20 Ste No.3 WEBS 1 Row at midlet 3-12, 4-11, 4-9 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (Ib/size) 12=95310.7.10, 8=881/0-7-10, 7=397/Mechanlcal Max Herz 12_ 364(LC 10) Max UP01112=1114(LC 12), 8a•943(LC 12). 7- 281(LC 12) Max Grav 12=953(LC 1), 8=881(LC 1), 7=485(LC 18) FORCES. (lb) - Max. Compdfvh . Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2_--4671979, 2-20=580/1266, 3-20=.425/1279, 3-21- 1069/2166, 4.21= 97312211. 4.22= 56411383. 5.22- 644/1359,5.23=-405r589,6.23=465/576,6-7=-287/16 BOT CHORD 1-12-923/446, 11.12=-1846(1037, 11-24=-815384, 10-24=-815(564,10-25-6151584, 9-25-8151584, 6-9-3631388, 7-8-362/382 WEBS 2-12-65"11,3-12-71011108.3.11=-452/579,4-11=-1428/590,4.9=275J280, 5-9=-872/474,5-8=-835/1722 NOTES, 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7.10: Vu9=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCOL=3.0paf; h=24ft; 8=150tt; L=t00ft; save=111b Cat. It; Exp C; Encl-. GCpl=0.18; MW FRS (directional) and C.0 Exterior(2) 0-0-0 to 9-73. Inferior(l) 9.7-3 to 15.9.10. Exierl0r(2) 15.9.10 to 26-4,13 zone; c.111ever left exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1,60 plate grip OOL-1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurtent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-e-O tall by 2-" wide will 8t between the bottom lord and any other members, with BCDL = 1 O.Opsf. 5) Refer to girder($) for truss to truss connections. 6) Provide mechanical connectlon (by others) of Was to bearing plate capable of withstanding 100 lb uplift at )olnl(s) except #Wb) 12-1114, 8-43, 7=281. 7),.SemMdgM pilchbreaks Including heels' Member and fixity, model was used In the analysis and design of this truss. 4WI9Nwa•VeNN4eslgnpxramenmxM9EAaNa7eeON1NlSANa4Vc1.90a0MRHf6afE8ANCEiAGEM6)Ilarw.f9aVfel$aE(ONEUSE �� �fruusysl m be%aeirse Ilmio�Wltlln9 tley9nernmt�at vei�I�lltaorAS�b�siN��On paeanete soM popeaY nrAiWra�lebnt�i ld�eYlT 4Ho line lov�eratl ounawcles0n. IracRt9ln6cnietletopavent a,crmo orrwWawllnnsweoom/or cnatl members orrv. Auanwalemporory mw pormarenl waaw WOW k olways ierxJmd for NtbllllyoM topravant tdbPSo wllnlbssa�k nerwmi NhxyaM poperyd CAter r.DS"9randKoncere0adrptlw kxxhalbn do,a0e. delWery. eracikm and btaC11p 01tNitm arW lni¢syslema ueAN51/IPII CVaINCWerW.O$&49 arM aC5l BWldrp CamponeM 6904 Ro,Ye Ees18Ntl. SatNy Inlotmollon avosable Rom Rim Rate Yw4Me. 219 N. U:e Sheet, Sullo S12 Alexondb. VA22314. T.-, R 33610 o Scale= 1:69.2 2.3 II a. = eAo 12 S to a 19 7 3x4 = 44 = 3x6 = 3z4 = W®= 3x4 11 3.5 11 1-3 LOADING psi) SPACING- 2.00 CSI. DEFL in pool Wall Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.81 vert(LL) 0.22 12-13 >999 240 TCDL 7.0 Lumber DOL 1,25 BC 0.32 Vert(TL)-0.1712-13 >g99 240 BCLL 0.0 ' Rep Stress Ina YES WB 0AS Hoa(fL) -0.03 8 rda n/e BCOL 10.0 Code FBC2014RPI2007 (Mok-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP MW WEBS 20 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. pb/s)ze) 8=-20/Medmniw1,13=825/0-7-10, 9=1415/0.7.10 Max Horz 13=478(-C 12) Max UplihB=-20(LC 1), 13=-905(LC 12), 9— 1547(LC 12) Max Grey8=167(LC 18). 1M25(LC 1), 9=1415(LC 1) FORCES, pb) - Max. Gomp./Max. Ten. - All forces 250 pb) or lase except when shown. TOP CHORD 1.2=34(104, 2.17=-987/1614, 3.17=-9.91/1640, 34-793/1541, 4-5-467(791, 5-18= 317/180, 6.16=-317/180, 6.19=317/180, 7-19=317/180 BOT CHORD 1-13=-747/415, 12-13-13951483,11.12-19251797,10.11=-19287707, 10-20=-e43M42, 9.20— 843M3 WEBS 2.13=-875/1100, 2-12=.533/383, 4-12= 5IW81, 4.10=-561/1339, 5-10=-1276/487, 5.9=-794/1766,6-9=446/589, 7-9=-292/499 PLATES GRIP MT20 244119D Weight 1901b FT=20% Structural wood sheathing directly applied or 641-0ocpudins, except end venlcals. Rigid ceiling directly applied or 5-0-10 oc bracing. 1 Row at mIdpt 7.8. 4.10, 5.10, 5-9. 6-9, 7-9 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=3.0pst h=24ft 8=1501t; L=100it; eave_11It; Cat. It; Fxp C; Enct., GCpI=-0.18; MW FRS (directional) and C-C Extedor(2) 0-0.0 to 94.5, Intedor(1) 0.4-6 to 16.1.8, Extedor(2) 16.1-e to 30-0-0 zone: cantilever left exposed: porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Pro'Ada adequate dminage to prevent water pending. 4) This twss has been designed for a 10.0 psi bottom chord live food nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tell by 2-" wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss cannecdons. 7) Provide mechanical connection (by others) of Inks to bearing plate capable of withstanding 100 lb uplift at joint(s) a except pldb) 13=905,9=1547, 8)'Seml-rigid pftchbreaks Including heels' Member end Ilxity model was used in the analysis and desfgn of this truss. 0WAI1NwG-pMly Beslanparemrtac erN paAD NOTE90.VTN6 AMOINLLI/BEe IdrEK aFFEaANLE pAGENa7g3rev.faD]R015 BEF06E 1/3E tq� Dedpn vdld for use ortlYwl4s Mledngd.ectors.9shdeslgrlsbosetloNYVpan pttdmetelYlhdwn anpop"y Ined 1W3dh9 compawnl. not ■•®YEI!- GInsssystem.setaesae.lheb.Ydlh deslDrser mullvedy the agDOcotNOy of delhxs parameters and gapellYnaorpolareashdesgnInto Iheovera3 .Na ,egy.dac4x18ll: ddafopreventbucMpofMVMMnU6webdW/adwrtlmemberoNy.MtlIIIOrINIemPtl0+YasWPelrrwsentaacme MiTeu, b rilways reQlretl brstoalliv and loprevenlccilqse wlln poa®Ie petsawllrysyarW lxutx+IVdomoBe. For Obrcerai Wdma eDadnD ltso a9DC Pesb F.asi BNtl, fNxbalbn. stam9e. ticlNerv. election arcf aaclr0 of inasesantl huu systems seeAN51/IPIIOWIy CNerIq DSB-990rd eG518WdIn9ComponMl Tompe, FL 33610 SNeW INo1ma11on avdlabW hom Truss Pbte InstlMe. 21a N.lee Sheet Sxle 312 NezandAa. VA22314. Type HIP 1 Oty Fly 1 zoaos sachem sar T11aB1141 Job Reference footionat) - ID:O4KlDC870wRG7h1eJCAKZY77r-OEG7UXCYOnW6k5Mi Vdboz73c88ALhZIkgbrr A 56E 1.113I 8A-e 19d-16 I 1614 I 232.1 is*," �1-b19 6+8 8-7•te OA-9 EU13 4A = Scale- 1:62.8 2x3 II 31e4 = 88012 6 20 7 21 8 6xB = 394 — 396 = 3x4 = 6a = 3.4 11 3x4 = r.M119 LOADING (ps`n 6PACING- 211 O CSL DEFL In goof Well I PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.46 Ven(LL) 0.38 11.13 >724 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BCVen(TL) -0.9911-19 >678 240 SCLL 0.0 Rep Stress Ir1a YES WB 0.67 Horz(TL) -0.03 9 rVa rVa BCDL 10.0 Code F8C2014/TPI2007 (Matrix-M) Weight 20210 F7=20% LUMBER- BRACING - TOP CHORD 2x4 SpM 30 TOP CHORD Structural mod sheathing dlreclly applied or 6-0-0oc Purim. BOT CHORD 2x4 Sp M 30 except end verticals. WEBS 2x4 Sp No.3 BOT CHORD Rigid ceiling directly applied or 4.8-15 oo bracing. WEBS 1 Row at midpt 8.9, 5-13, 5-11, 6-11, 6.10. 7-10. 8-10 MlTek recommends that Stabilizers and required cross bracing be Installed during truss eredlon, In accordance with Stabllizerinslallallon idea. REACTIONS. (lb/slze) 9=-61/Mechanical, 14=81110.7.10, 10=147010.7.10 Max Horz 14=538(LC 12) Max Uplift 9=-61(LC 1), 14-858(LC 12),10=-1660(LC 12) Max Grav 9=1 WILD 12). 14--811(LC 1). 10=14841LC 2) FORCES. (Ib) - Max. CompJMax. Ten. -All fames 250 Ots) or less except when shown. TOP CHORD 1-2-258/478, 2.18=320/649, 3-iB=-227/660, 3-19— 881/1613, 4-19=.816/1614, 4.5— 801/1627,5.6=-281/456, 6.20=-380/199, 7-20= 380/199, 7-21=-380/199, 8.21=380/199, 8-9=-311/144 BOT CHORD 1-14=420/234,13-14_ 2067/855, 13.22-1103/493,12.22-1193/493,12.23=1193/493, 23.26-1193/493, 11-26=-1193r493, 11-24=-504/209, 10-24=-504/209 WEBS 2-14=-414/367,3-14=459/1110, 3-13=-327/443, 5-13c-1170/453,5-11=-544/1203, 6.11=-1547/665, 6-10=-829/1821,7-10=-391/521,8-10-345/646 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt-160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL-3.0psh h✓24g; 8=150tt; L=1001h gave=11ft; Cat. 11; Exp C; End., GCpl=0.18: MWFRS (directional) and G-C Exterlor(2) 0.0.0 to 9.7.3. Interior(1) 9-73 to 18-1-8, Exterlor(2) 18.1-8 to 30-0.0 zone; cantilever left exposed ; porch left eIposed;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 psl bottom chord live load noncdncurrent truth any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bell= chord In all areas where a rectangle 9.6.0 tall by.2.0.0 wide wW fit between the bottom chord and any other members, with BCDL=10.0ps1. 6) Refer to girder(s) for truss to buss connecti0ns. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 9, 858 to uplift at joint 14 and 1660 lb uplift at joint 10. 8) "Semi -rigid pitchbrealis including heels' Member end flinty model was used in the analysis and design of this truss. DWArvcild me tle`lanperemMwslAtl READ NOsdesl iMlaA orgy onMREmelensh Is sform mV1edW1,BEFOREm,v O'sklnsyusm. 0.t . ve. tlhna bulid 9dagg—smW-1, ft moka�MlYl & dsslBn Pxameellers-regedy �� »IInnks-sign hi. in -11 mcIW slsr, fa IngkOayt lociiIsk sNc W�Wllno fl � eBb-0/o,0.rd nn rs y. Addfifi, g1 P..yandreilw ni lxorkq Wek' fgMmlbn.sMroge. dW1vWY, erector and Wockp of I and lnsisYsaxnt A UMII Ov %Cds,l M-89 and BC91&,86ng Camp W 6404 Perko E. BN4. 9alen, mfo 11-gVchme,fromtoss Role IVBNle. 218 N lee Miser. sure 312. AleStald44 VA223 IA. Tenpq FL 338ta e t-3 3 BAfi 133.15 PILL, 234.E 3(LI-14 h-313 S48 1 b]9 i 639 I 3613 { 511.1 -1 4x10= ql, 11 U4' 6119 = 30 = 3x6 = _ 6xa = ax4 11 3x4 = 14 table Pld Pb2a >�>1P 1� P4N t MM I 441a I 1•] I LOADING (psi) SPACING- 2-0-0 CBI. DEFL In (too) Well Ud TCLL 20.0 Ptele Gnp DOL 1.25 TC 0.51 Vert(LL) 0.40 11-13 >662 240 TCDL 0.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.421143 >620 240 BOLL 0.0 ' Rep Stress Incr YES WB O.B4 H02(TL) -0.03 9 rVa Wa BCDL 10.0 1 Code FBC2014/rP12007 (Melrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS bell SP No.3 BOT CHORD WEBS REACTIONS. (lb/slze) 9=-58/Mechanlcal, 14=812/0-7-10, 10=1466fO-7-10 Max Ho214=597(LC 12) Max UPIM-58(LC 1), 14=-840(LC 12), 10c-1654(LC 12) Max GMV9=170(LC 11). 14=812(LC 1), 10=1466(LC 1) FORCES. (lb) - Max CompJMax. Ten. • All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-375/676, 2-3- 369/811, 3.18_ 797/1348, 4-16=-723/1348, 4.5=-685/1382, 6.7=•315/179, 7.19=-315/179, 6-19=-315/179, &8= 288/133 GOT CHORD 1.14= 554/294, 1314= 1987/833, 13-20=-1276/510, 12-20-1276/510, 12-21=-12761510, 11-21-1276/510 WEBS 2-14=-458F256, 3.14- 6641809, 3.13-329/493, 5.13- 1109/462, 6-11=-653/1470, 6-11-1601/809, 6-10=-783/1920, 7-10- i5W460, 8-10=,3=575 PLATE-8 GRIP Mf20 244/190 Bate =1:65.3 Weight: 211 It, FT = 20% Structural wood sheathing directly applied or 6-0-0oc purlins, except end ver8oals. Rlgld ceiling directly applied or 4.8.9 oc bracing. 1 Row at midpi 8-9, 5-13, 5-11, 6.11, 6.10. 7-10. 8-10 NOTES- i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu16160mph (3-second goal) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsl; h_24ft, B=1601t-, L=1000; eave=l lit; Cat. IC Exp C; Encl.. GCpko.18; MWFRS (direction) and C-C Exteri0r(2) 0-0.0 to 9-7.3, Interlor(1) 9-7-3 to 20-1-8, Ewedor(2) 20-1.8 to 313-0.0 zone; cantilever left exposed: porch left exposed;G-C for members and tomes & IAW FRB for reactions shown; Lumber DOL=1.60 plate grip DOLa1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss hes been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.6psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beefing plate capable of withstanding 100lb uplift at joint(s) 9 except 01=11b) 14=840. 10-1654. 8) °Semi -rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. QWnaNncifc xlynnyWt, MIT wxw14eclen, 1es OlI1,1-ecicniyu BO M?FXRFFER4NCa PAOaWWOProv. f6fxU40156EF0ae0sE *� Desl®1 vaMbuse anlYv4a, MBels®cannecbrs R4s etasfyth, m'p;,",upfn gnnetersslwvm.rntlfs laanfitliNduallwkbn9 wmponenl.lxl Pat' bA>l Igr, l4aaing Indceletl h top tdlckilellNr appElc I-o/dexan parametersaM prope4y IncoO'lorale IMtlefl911 bllo the overot h always reefed arswGsry alW to rxevenl croilapsx v®I�r,all rynr.IFa� rallalg�aa 6osmrg pp ni batlnp Mire k' S-y 1llort sror , delNery, erection and tracYx1 .218 N. LeM feet. W 31 Aftol/IRI Cuo4ry fNtda, OSBd9 and 8t11 BUYdin9 ComponeN fi601 PaFL =1Ee. Otrtl. sdary Intormaeon avdWlPe km Ina Pyle Imtilale. 21B N. Lee 611eet, SW1e 312 NexanGlb, VA22314. Tertpn, FL 33610 4,6 = 3x0 _ 3x5 = Stale= 1:73.7 6.00 12 6 W21 7 8 14 ra zG zo 1Y If n 10 " 9 3x4 Sx, — 3.8 3x5 = 3.6 11 = 36 = rao7 gala s.urz qzI 11oa10 114 arse¢ sac LOADING(psn SPACINGDEFL In (toe) Won Vd PLATES GRIP TCLL 20.0 Plate Qdp DOL 1.25 TC o.78 VeR(LL) -0,34 .31.13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vs 1, -0.85 11-13 >587 240 BCLL 0.0 ' Rep Stress Ina YES W B 0.69 Horz(TL) 0.05 a nla Na BCDL 10.0 Code FBC2014/rP12007 (Matnx.M) Wiiri 0.1311-13 >999 240 Weight: 234 to FT=20% LUMBER- BRACING TOP CHORD 2x4SPM30 TOP CHORD Structural wood sheathing directly applied or 5.1-7 oc pudlns, except SOT CHORD 20 SIP M 30 andverticals. WEBS 2x4 SP No.3 BOTCHORD Rigid calling directly applied or 5-4-7«bracing. WEBS 1Row at midpt 3.14, 5.11, 7.11, 7.10.6.10 2 Rows at 1/3 pis 8-9 REACTIONS. (Ilorst 9=117210-7-10.14=1270/0-7-10 Max Horz 14=656(LC 12) Max Uplitl9=-823(LC 12), 14=-712(LC 12) Max Grav9=1451(LC 17), 14=1438(LG 17) FORCES. (to) - Max. CompJMax.Ten. - All tortes 250 (to) or less except when shown. TOP CHORD 1.2=597176, 2.3=777/500, 318=-1973/1208, 18-19-1964/1211, 4-19=-1906A221, 4.5=-1847/1235,5.6-1134/805, 6.20=-977/638,20-21- 977/838,7.21— 977/836, 7.8=-599/517,8-9-1334/1223 BOT CHORD 1-14=-230/586, 13-14-1861/2035, 13-22= 1451/1584, 22-23-1451/1684, 12.23— 1451/1584, 11-12=-1451/1584, 11.24=-517/599, 10-24=-517/599 , WEBS 2.14-558/890, 3-14= 13.13-321/520, 6-13=3357593, 5.11— 898", 105d1097,428M 7-11-739/870. 7-10= 8-10=-11.111.7 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vaetl=124mph; TCDI--7.2psf; BCDL=3.Opsi; h=241b B=1501t; U1001t; —11It; Cat. II; Exp C; Enel., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) 0.0.0 to 9.7.3, Interlor(1) 9-7-3to 22-1.8. Exledor(2) 22-1-8 to 33.0-0 wne; cantilever left e17 osed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 pate gdp D(3L=1.60 3) Provlde adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nor omounent with any other [Iva loads. 5)' This buss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0.0 wide, will fit between the bottom thud and any other members, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to beading plate capable of wllhstanding 100111 uplift at joint(s) except gt=16) 9=823, 14=712. 7) "Semi -rigid pitchbrealts Including heels" Member and fixity model was used in the analysis and design of this truss. QWARNING-V,o,*lenp,iam--FREAPNWWONTMa ANa WCLaOEDNREKRIFEM"PAfR:MI7---1aaY2 88MREI— Deslprly I,rfof use oriy Mln Mlrek$corvact—1 deslfl hbased ONyupon IxssomelersdavAtandh.-k IMl dWitlkxl compofuml.fat (fuss ryslOm. 6,fo,esne. IN, Nfia,g cast,,, muss v jy Me arp6—ty of dedpn n,vom—, andpro ly klcwpomle Ihis d.sg Into ale ovewA a alwoYs ls4us'etl0fai tlo[Ylityn �o We�on1 to11npYfvkh ppFWIVWIR'sll WW fWOVedY tlamoO¢. tless¢slagr fOry � Ibaelsg 6,hlk:atlwt lfofnt>A, dative,. erecnon a,xi prochxl OI I — and Ima wo— .—W1Sl/IPII Q. Wt, OrEam, 038-69 and M Bulking Camp —1 Salary Into,man,n awlkilNa enm imss Kato InsBfule. 218 N. Lee 61ree1. Sulfa" 2.A1exaM VA223i4. MiTek- W 01 Perk, East BNd. T,ne,. PL 33610