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HomeMy WebLinkAboutProject Information I Job Truss Truss Type Qty Ply 971zoo-Lewis Res. � T10884849 871200 T08 Hip 1 1 Job Reference(ooticnal) I .Builders FrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MITek Industries,Inc.Fri Apr 14 09:32:48 2017'i Page 1' ID:gJgXDVrhrl3 DdirC14NwizlePs-JcMR27eZaXebIZ2?7f6FnSLcw3igrg0r\kxrKiOzQs7z -2-0-0 5-7-2 9-0-0 16-10-0 24-&o 1 14 33-8.0 5-7-2 3-q-14- 7-10-0 7-1D-0 3414 Scale=J:61.3 Sx6= 2x4•i I 5x6—. 5.00 12 4 5 6 2x4 2.4 i ..� 7 3 �� 2 / \ / 8 3x8= 13 12 1.1 10 9 .3x8 = 3x4 = 4x6_ 3x8= 4x6= 3x4= I I 9-" 7-10-D 7-1" 5-0_0 Plate Offsets(X.Y)— 12:0-4-2.0-1-81,14:0-3-0.0-2-41,fk-3-0:0-2-41 f8:04-2;0A-81 LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Ndefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL _ 1.25 TC 0.82 Vert(LL) 0.28 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC :0.92 Vert(TL) -0.53 11-13 >755 240 BCLL 0.0 ' Rep Stress incr YES WB 0.96 Horz(TL) 0.15 .8: n/a n/a BCDL — 10:0 Code FBC2014/TPI200T (Matrix) Weight:158lb F7=20%a- 1LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied. 4-6:2x4 SP No:1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT'CHORD',2x4'SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qb/size) 8=1227/Mechanical,2=136110-8-0 Max Holz 2=100(LC 16) Max Uplift8=-464(LC 8),2=-590(LC 8) FORCES. ;(Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2529/2078.3-4=-2328/1928,4-5=-2790/2402,5-6---2790/2402,6-7=-2404/2002, 7=8F-2652/2211. BOT CHORD 2-13=1787/2253,12-13=-1533/2106,11-12=-1533/2106,10.11=-1593/2170, 9-10=-1593/2170,.8.9==193612403 WEBS 3=13---190/302,4-13=-121/376,4-11=653/856,5-1 1=-4 841576,6-11=-568/803, 6-9=-191/415,7-9=-268/405 NOTES- (9) 1)Unbalanced roof live loads have been-considered for this design: 2)Wind:ASCE 7-10;Vutt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf,,BCDL=3.Opsf;h=15tt;Cat II;Exp C;Encl.,GCpi=0.18; MWFRS.(envelope)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 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord'and any other members. 6)Refer to girder(s)-fortiuss to truss connections. ! 7)Provide mechanical connection(by others)of truss to bearing plate capable of wfthstanding 464 lb uplift at joint 8 and 590 lb uplift at joint 2. 8)"Semi-rigid pitchbreaks with fixed heels"Member end'fixity model was used.in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any l ,.particular building is the responsibility of the building designer,per ANSI TPI 1 as referenced by the building code." I ®WARNING-Verify design parameters and READ NOTES ONTHIS AND INCLUDED MrrEK REFERENCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7i ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .a truss,system.Before use,the building designer mustverify the applicability of design parameters and property Incorporate this.design Into the.overall building'design.`BrarJng Indicated is to prevent buckling',of Individual truss web and/or chord members.only.Additional temporary and permanent.bracing Is always required for stability and to.prevent collapse with,possible personal Injury and•property damage.For general guidance.regarding.the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPI1 Quality Critedo,DSB-E9=d SCSI Building Component m SafetyWoratlon available from Truss Plata Institute;218 N.Lee Streat,Suite 312,Alexandria,VA 22314. 81vd. Tempe,6904 Parke 3e Eass1 Job Truss Truss Type Qty JPly 971200-Lewis Res. �f T10894850 971200 T07 Roof Special Girder 1 2 IJob-Reference-(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Fri Apr 14 09:32:50 2017 Page 1 ID:qJgX Dvrhr6 DdirCi4NwlziePs-F7UCThgp69uJ tCOF481stQ3GsX6JdGTBFKRovzQs7x i 200-0' 5S-33-1122 I 151.-80--05. 156--1100-.00 I 2250 I 26 -0I 31=11-4 3-012 4 40 -34 -3-45-10-0 4 5 Scale=1:78.0 I ' 5x6 3x8 = 5x6= '5.00�12 4 5 6 !/ . ..-.-__-.-._--...• ------------- - - 5x6= 3x4= 3x8= 5x8= i 3x4 i /� / i \ 7 8 21 2.29 23 24 10 \ I ---- ---- ---.--- --- 4x6 — c�--- 20 19` 17 16/ 15 19 12 11 18 14 25 26 27 28 29 .2x4 .I 5x8 = 5x8 = .2x4 .5xa -- 44= 4x6 == 5x8__ 3x6 Il 4xl0 MT20HS= F---- 12----4 - a0 -- I - fG10 1)-- F - 8 0- --I--26 e-0 -' --31-> 4— a-- 37-0-12 -- ' - -4-0- - 5-3-12 5-11-5 5-10-0 5-10-0 4-0-0 5.3-4 5.1-8 t 53-4 Plate Offsets(X,Y1— f4:0-3-0.0-2-41,[6:0-3 0.0-2-41,[9:0-3-8 0-1-81, l 1.044,0-1-8 12:0-3-8.0-2-81 _ LOADING(psf) SPACING- 2-0-0 I C31. T DEFL. In (loc) I/deft L/d I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.38 15-16 >999 360 j MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.7.1 15-16 >705 240 I MT20HS 1871143 BCLL 0.0 ` Rep Stress lncr NO WB 0.78 HOrz(fL) 0.10 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 _(Matrix) _ — I Weight:527lb FT_20% LUMBER- BRACING- ---LLL TOP CHORD 2x4".SP M 31'.Except` TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc pudins, except 1-4:2x4 SP No.2 end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* B-16,9.13,10-12:2x4 SP No.2 REACTIONS. (lb/size) 11=3599/Mechanical,2=2137/0-8-0 Max Horz 2=207(LC 8) Max Upllft11=1702(LC5),2=-884(LC 4) FORCES. ,(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 23=4514/1852,34=4175/1al3.4-5=3838/1723,5-6=-581812651,6-7=-6256/2811, 7-8=-9278/4191,8-21=9472/4376,21-22=-9472/4376,9-22=9472/4376, 9-23?-6114/2873,23-24=-611412873,10-24=-6114/2873,10-11=-359911751 BOT CHORD 2-20=-1759/4093,19-20=-175914093,18-19=-2257/5080,17-18=-2257/5080, 96-17=2257/5080,15-16=-4196/9286,14=15=-4376f9472,13-14=4376/9472, 13-25=72873/6114,25.26=287316114,26-27=-2873/6114,12-27=2873/6114 WEBS 3-19=337/306,4-19=-510/1289,5-19=1690/760,5-16=541/1022,6-16=-90912124, 7-16=-4303/1988,7-15=-494/459,8-15=-1091/1246,8-13=-776/740,9-13=-1724/3851, 9-12=-2421/1313,10-12=-3256/6946 NOTES. .(14) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except it noted as front(F)orback.(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;Vutt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);LumberDOL=1.60 plate grip DOL=1.80 5)?rovide adequate drainage to prevent water,ponding. 6)All plates are'MT20 plates unless otherwise indicated. 7)This truss has.bLen designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide metal plate or equivalent at bearing(s)11 to support reaction shown. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1702 lb uplift at joint 11 and 884 lb uplift at joln12, d8AAW-t jg ptbreaks'withfixed'heels"'Memberend fixity model was used In*the analysis and design of this truss: ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.101032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into.the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional.temporary and.permanent bracing Is always required for stability and to prevent collapse,with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information-available from Truss Plate Institute,218 N.Les Street,Suite 312,Alexandria,VA 22314. Tampa;FL 36610 Vob Truss Truss Type JQty Ply 1971200-Lev4sRes. I710884653 97.1_Ii TOB Roof Special 1 1 Job Reference.op-onal) Builders FirstSource, Plant City,.FL 33566 7.640 s Apr.19 2016 MTek Industries,Inc.,Fri Apr 14 09:32:51 2017 Page 1 ID-qJgX_Dvrhrf3_DdlrCi4NwiziePs-jB2ahlhRtSOAcOnapogyO5z6eGnP2lTdQv3?KLzQs7w -2-0-0 5-1-0 13-0-0 20-8-D 24-6-0 30-5-8 36.3-0 42-0-0 2-0-0 5-1-4 7.10-12 7-8-D -,8, 5-9-8. 6 1-0 Scale=1:79.4 I i 5.00 F12 5x8= Sxfl 5 6 5x6= 3x4= 4x6= 3x6= Sx8= 4x6 7 8 10 11 3 3 4 - -- --9 - --- 17 2 3x8- 20 19 18 21 17 16 5..-^14-- ---------13 ----- - ---12 2x4 11 3x4 =4x6= 5x8= 3x4= &S= 5x6= 3x6 11 4x1D MT20HS F 5-1 '13-0-0 20-8=Q 24-B-D 305-0 - 38-3-0 42-4-0 , 5.1-4 7-10-12 7-8-0• 4-0-0 5.9.8 5-9.8: 6-1-0 Plate Offsets(X.Y)- f2:0-7-2,Edge1 f4:0-3-O;Edgel,f5:0-5-0.0-2-41,f6:0-3-0,0-2-41.'f9:0-3-0 Edoel LOADING(psf) -SPACING- 2-0-0 CSI, 'DEFL. in (loc). I/defi L/d, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.46 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) 0.78 14-16 >645 240 MT20HS 1871143 BCLL 0.0' Rep Stress Incr YES WB 0.98 i HOrz(fL) 0.20 12 n1a ri/a -BCDL 10.0 Code FBC2014/TP12007 (Matrix).. Weight 232lb FT=20% LUMBER- BRACING- TOP CHORD 2x4'SP No.2`Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. • 4-5,5-6:2x4 SP M 31,14:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2=0 oc bracing. BOT CHORD'2x4 SP No.1*Except* 2-18:2x4 SP No.2 WEBS 2x4 SPNo.3*Except* 7=17:2x4 SP No.2,8-16,10-14,11-13:2x4 SP M 31 REACTIONS. (lb/size) 12=1545/Mechanical,2=167B/0-8-0 Max Horz 2=249(LC 12) Max Uplift 12=-684(LC 9).2=-615(LC 8) FORCES. (lb)-Max.Comp:/Max.Ten--All forces250(lb)or less-except when shown. TOP CHORD 2-3=3407/2759;34=-2846/2307,4'-5=-2765/2327,5-6=-2980/2578,6=7=-3236/2702, 7-8=4143/3416,8.9=-3486/2852,,9-1 0-348612 8 52,10-11=-2130/1730, 11-12=1488/1261 BOT CHORD 2-20=-2736/3064,19-20=2736/3064,18-19=2127/2543,18-21=-2127/2543, 17-21=-2127/2543,16-17=3432/4157,15-16=2852/3486,14-15=2852/3486. 13-14=1730/2130 WEBS 3-20=0/253,3-19=-564/628,;5-19=.131/440,5-17=-401/685,6.17=-6481906;. 7-17=1628/1357,7-16=-363/413,'8-16=680/792,8-14=768/766,10.14=71341/1621-, 10-13=1224/1137,11-13=2029/2498 NOTES. (10) 1)Unbalanced roof'live'loads have been consi8ered for this design. 2)Wind:ASCE-7-10;Vult=160mph.(3-second.gust)Vasd=124mph;TCDL=4.2psf,BCDL=3.Opsf,h=15ft;Cat.'11;Exp C.-Encl.,GCpi=D.18; MWFRS(envelope)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 3)Provide adequate drainage to prevent water ponding. 4)Ali plates are.MT20 plates unless otherwise indicated. 5)This-truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3'-6-0 tall by 2-0-0 wide will At.between-the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 684 lb.uplift at joint 12.and 615 lb uplift at .joint 2. 9)_Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev,101032015 BEFORE USE. .Design valid for.use only.WthMTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system..Before use,the building designer must verify the applicability of design parameters and properly Incorporate'this design into the overall ,building design.Bracing Indicated is to preventbuckiing of individual truss web andlorchord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke EaslBivd. Safety Information available from Truss Plate.Institute,218 N.Lee Street,Suite.312,Alexandria,VA 22314. Tampa,FL 36610 I i Job Truss. ]fRUSS:e Qty Ply 971zgo-Lewis Res.971200 Tog RoofSt 1 1 T10884852 Job Referenwe.lDulitulall Builders FirstSource, Plant Uty,.FL 33566 7.640 s Apr 19 2016 M7ek industries,Inc.Fri Apr 14 09:32:52 2017 Qage 1. ID:gJgX_Dvrhr13 Od1 rCi4NwlziePs-COcyuNi3em81 DAMmMVBBxlV lgg7lnUNmfZpYsnzQs7v i 7�-0 15-0-0 18-8-0 22-B-0 31-5-12 40-0-0 - 42-4-0 7-6-0 7-rr0 3-8-0 4-0-0 8.9�12 &fi-4 .24-0 Scale=1:78.0 n .5.00-.12 .5x6= Sx6 4 5 5x8 3x4= 46= -- 3x6 . i ,� 5x6 - 6 7 9 46 i 3x4 9 3 / \ 10 / \ 8 0 3x6 = 18 17 16 19 20 - 15 i4 13 12 11 2x4 I I 3x8 MT20HS= 3x8= - 5x8.= 4x6 = 4x6'= 4.6=3.9 I I ----17 -- - - L---- --- -#-- - -has tz ---F -as a�- -----h 2 a-0-I Plate Offsets(X,Y)- 11:0-0-10;Edgel,L4:0-3=0 0-2-41,L5:0-3-0 0-2-41, 3-0 LOADING,(psf) SPACING-^ 2-0-0 CSI. DEFL. in (loc) 1/deft -L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.40 15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.72 t3-15- >702 .240 MT20HS 1871143 BCLL 0.0 ' Rep-Stress lner YES. WB. 0.94 Horz(M) 0.16 11 n/a n/a BCDL. 10.0 - _Code FBC2014/TPI2007 (Matrix) Weigfit:2331b FT_20% LUMBER BRACING- TOP CHORD 2x4.SP No:2'Except' -TOP CHORD. Structural wood sheathing.directly applied.or 2-2-0 oc pudins, except • 34,1-3:2x4 SP No.i,6-8,&9:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 31'Except' BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. 1-17:2x4 SP No.2 WEBS 1 Row at midpt 2-16,7-15,9-13 WEBS 2x4 SP No.3`Except' 5-15:2x4 SP M 31 REACTIONS.-(lb/size) 1=1549/0-8-0,11=1549/Mechanical Max Horz 1=230(LC 12) Max Uplift 1=558.(LC 12),11=-658(LC 13) FORCES. .0b)-.Max-Comp./Max.Ten.-AIL forces 250 pb)or less except.when shown- TOP CHORD 1-2=3379/2769,2-3=-2656/2220,34=-2568/2243,4-5=-2386/2178,5-6=3924/3374, j 6 7=-3520/2982,7-8=-2786/2355,&9=-278612355,.9-10=-767/619;10-11=-1573/1255 BOT CHORD 1-18=270413033,1 7-1 8=-2 70413033,1.6-17=-2704/3033,1.6-19=-2100/2533, 19-20=-2100/2533,15-20=-2100/2533,'14-15=-2283/2786,13-14=-2283/2786, 12-13=.5861739 WEBS 2-18=0/311,2-16=-740/801,4-16=-484/693,5-16=-442/254,5-15=1569/1897, 6-15=1820/1698,7-15=-711/833,7-13=-930/975;9.13=-1930/2328;9-12=-1120/1043, 10-12=1'133/1449 NOTES- (10) 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;h=15ft;Cat.II',Exp C;Encl.,GCpi=0.18; MWFRS(envelope)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 j 3)Provide adequate drainage to prevent-water ponding. 4)All.plates are MT20.plates.uniess.otherNise.indicated. 5)This truss has been.designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)•Refer to girder(s)•for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 558 ib uplift at joint 1'and 658 to uplift at joint 11. 9)"Semi-rigid-pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1,0)"This manufactured product is designed as an individual building component. The-suitability,and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1-as referenced by the building code." ®WARNING.=Verify design parameters and READ NOTES ONTHIS AND INCLUDED MMEK REFERENCE PAGE MU-7473 rev.1010=015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not B.Vuss system.Before use,.the.building.deslgner must verify the appllcabillty_of design parameters.and.property Incorporatethts.designAnta the overall building design.Bracing Indicated is to prevent buckgng of Individual truss web andlor chord members only.Additional temporary and permanembracing Is always required for stability and to prevent collapse with possible personal injury and-property damage.For general guidance-regarding the fabrication,storage,delivery,erection and bracing.of trusses and truss systems,see ANSI1rP11 Quality Criterla,DSa439 and SCSPBullding Component 6804 Parke F�atBivd. Safety Information available from Truss Plate Institute,218'N.Lee Street,Suite 312,Nexandda,VA 22314. Temps;FL 3astB Job Truss I Truss Type 10ty Ply 971200-Lewis Res. I`I{ T10684853 971200 T10 Roof Special 1 1 IJob Referenge p6onaR Builders FirstSource,. Plant City,FL 33566 7.640 s Apr 19.2016 MTek Industries,.Inc.FrI Apr 14 09:32:53 2017 Paget iD:gJgX_DvrhrB_Dd1 rCi4Nwl ziePs-gaAKSjHP4GurKxzwDiQTW2T24S6WwxwtDY6OEzOa7u i 6-9-t2 16-10-0 20.8-0 + 29-5-12 38-0-0 I 4 ` 8-942 88-0 4 3-10.0 8-9-12 8-64 4d-0 Scale=1.77.9 w &00 12 5x6-= 4 5x6 3x4= 4x6.= 5x6= 3x6% 5 6 8 3x4 i 3 I --- ------- ---- -----0 4x6 7 � 9 �m 6 3x6= 17 16 15 14 -18 13 12 19 11 10 i 2x4 I I 3x8 MT20HS= 3x4= 3x8= 3x6= 3x6 fl- I 3x8== 4x6= '1----------$=9c12,.--------�------._1_610-0----------{---�0.8-0 .---♦•------------ 12..-----.-1---------3&tL9.------ ---42-0-Q----I 8-9-12 B-0-4- 3-10-0 8-9-12 8.6-4 44. Plate Offsets(X,Y)-- f1_0-7-2 Edgel,f7:0-3-0,Edge],f8:0-3-0,0-241,f12:0-3-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (Ioc) -1/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.33 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Verl(TL) -0.67-12-14 >748 240 MT20HS 187/143 BCLL 0.0' Rep Stress-Incr YES- WB 0.98 Horz(TL) 0.18 10 n/a- n/a BCDL — 10.0 Code'FBC2014ITPI2007 (Matrix) - Weight'232lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except. TOP CHORD Structural wood sheathing directly-applied, except end verticals. 3-4:2x4 SP No.1,4-5,8-9:2x4 SP No-2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing- BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 2-15,8-12 1-16:2x4 SP No.1 WEBS 2x4 SP No.3*Except* 4-15:2x4 SP No.1,5-15:2x4 SP M 3.1 REACTIONS. (lb/size) 1=1549/0-8.0,10=1549/Mechanical Max Horz 1=244(LC 12) Max Uplift l=-576(LC 12),10=-670(LC 13) FORCES. .(lb)-Max-Comp./Max.Ten.-All.forces 250(lb)or less except.when shown. TOP CHORD 1-2=3320/2728,2-3=-2500/2133,34=2403/2157,4-5=-2442/2199,5-6=-2996/2628, 6-7=-261,3/2277,7-8=-2613/2277,8-9=-120911003,9-10==1529/1284 BOT CHORD 1-17=2648/2972,16-17=-2648/2972,15-16=-2648/2972,14-15 249712999, 14-18=2139/2613,13-18=-2139/2613,12-1 3=-21 3 912 6 13,1219=881/1105, 11-19=-881/1105 WEBS 2-1 7=0137 1,2-15=-8541902,4-15=-1292/1562,5-15=1357/1163,5-14=119/258, 6-14=415/458,6-12=-780/862,8-12=-1493/1790,8-11=-842/821,9-11=-1147/1456 j NOTES- (10) 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=3.0psf:h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gdp.DOL=1,60 3)Provide adequate drainage to prevent water ponding., 4)All plates are MT20 plates unless otherwise indicated: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a dive 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'betweenthe bottom chord and any other members,with BCDL=10:opsf. 7)Refer to girders)for truss to truss connections. 81,Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 576 lb uplift at joint 1 and 670 lb uplift at joint 10. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the'building designer per ANSI TPI 1 as referenced by the building code:" AWARNING-Verily design parameters and READ'NOTES-OWTH1S AND/NCLUDED'M/TEK REFERENCE PAGE MD-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify-the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent budding of Individual truss web and/or chord members only.Additional temporary and permanent bracing - Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSINPH Quality Criteria,USB-89 and SCSI Building Component 6904 Park.East Blvd. Safety.lnformarion available from Truss Plate Institute,218 N.Lee Streel,.Suite,312,.Alexandria,VA 22314. -Tampa,FL 36610 I Job Truss Truss Type Oty Ply 971200-Lewis Res. T1088054 971200 T11 Roof Special 1 1 JobReference(notional) Builders FirstSource, Plant City,FL 33566 7.640 a Apr 19 2016 Weir Industries,inc.Fri Apr 14 09:32:54 20171 Page.1 ID:gJgX_DvrhrB—Dd1 rCi4NwlziePs$nkjJ2jK9NOkTUW9UwDfOjbedTpPFNs3611fxgzOs7t 8-9.12 16-10-0 ,18-8-0, 24-4-12 3D-3-4 36-0-0 42-4-0 8-9-12 8-0-4 1-1D-0 5-8-12 T 5-10-B 5.812 Scale=1.77.9 5.00;12 5x6= 5x6= 4 S. 2x4 I 13x6= 3x4 = 5x6= Us -- B 7 8 9 — - �- , 1 Yf � r 3x6 = 1s 17 16 19 20 15 14 21 13 TL 12 11 2x4 I'I 3x8MT20HS= 3x8,= 4x6 3x4= '3x6= 3x6'11' 3x8 I B-9-12 8-0-4 1-10-0 5-8-12 5=10.8 5-8-12 6-4-0 Plate Offsets(X,Y)— f1:0-7-2.Edgej [g:0-3-0 0-2-41. LOADING,(psf) 'SPACING- 2-0-0 CSI. DEFL in (loc) t/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.31 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1:25 BC 0:84 Vert(TL) -0.62 1546 >810 240 MT20HS 1871143 _ BCLL 0.0' Rep Stress incr YES WB - 1.00 Hotz(CL) 0.17 11 n/a_ n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:'2451b FT=20°/a LUMBER- BRACING- TOP CHORD.2x4 SP No:2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 3-4:2x4 SP No.1,1-3:2x4 SP M 31 end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 3-1-8 oc bracing. 1-17:2x4 SP No.1 WEBS 1 Row at midpt 2-16,5-15,9-13 WEBS 2x4 SP No.3*Except* 4-16:2x4 SP No.1,5-16,10-12:2x4 SP No.2 REACTIONS. (lb/size) 1=1549/0-8-0,11=1549/Mechanical :Max Horz 1=244(LC 12) Max Uplift 1=-576(LC 12),11=-670(LC 13) FORCES. (lb)-Max-Comp./Max Ten.-All.forces 250(lb)or.less except when.shown. TOP CHORD 1-2=3316/2716,2-3=-2508/2122,3-d=-2412/2145,4-5=240312191,5.6=-2554/2279, 6-7=-2554/2279,7-8=-255412279„8-9=-2127/1915;9-10=-1481/1239,10-11=-149311298 BOT CHORD 1-18=2636/2968,1 7-1 8=-26 3612 96 8,16-17=-2636/2968,16-19=-2099/2537, 19-20=2099/2537,.15-20=-2099/2537,15-21-17.13/2127,'14=21=1713/2127, 13-14=-1713/2127,13-22=1050/1324,12-22=-1050/1324 WEBS 2-1 8=013 5 5,2-16=-839/899,4-16=-1285/1559,5-16=-1108/1000,6-15=341/406; 8-15-533/625,8-13=-772f759;9-13=-984/1193;9-12=-656/657;10-12=-1171/1499 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:-ASCE 7-10;Vult=16omph(3-second gust)Vasd=124mph;TCDL=4,2psf;BCDL=3.Opsf,,h=15ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zonwC-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate -grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are'MT20 plates unless Otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .fit between'the'bottom chord and any other members,with BCDL=10.0,psf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable.of withstanding.576 lb uplift at joint 1 and 670 lb uplift at joint 11. 9)"Semi-rigid.pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular-building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I ®WARNING.Verity design parameters and READ NOTES"ONTHISAND INCLUDEDMITEK REFERENCE PAGE TAII.7473 rev.1a(Mr1a18'BEFORE USE Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not A truss system.Befera.use,the building designer must verify the applicability,of design parameters andproperty incorporate this desigrn into the overall building design.Bracing Indicated is to preventbuckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing .. Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPlt Quality Criterla,DSE-89 and BCS1Building Component 6904 Parke East Blvd. Safety,Information avagable from Truss Plate Institute,218 N.Lee Street,.Sulte 312,.Atexandria,VA 22314. Tampa;FL 36610 Job Truss. � 7russe Qty JPlyT0-Lewis Res. T10884855 971200 T12 1__ _ __ ___ _ _ _ _ _ eterence(optional) Builders FirstSource. Plat City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Fri Apr 14 09:32:542017 Page 1 ID:gJgX DvrhrB_DdlrCi4NwlziePs-8mkjJ2iK9NOkTUW9UwDfOjbeoTpWFTH36tlfxgzQs7t 8.9-12 17-" 25-GO i 34.0-0 42-"- ^ 8.9-12. 8-2-4 8-6-0' 8-6-0 8-4-0 Scale=1-75.1 5.00 12. SxB:_ 2.4 ii 4x6=- 5X8. 4 5 6 7 3x6 3x4% 3 / 1 5x6 2 \\8 17 14 16. 11 17 3x6-= 15 13 12. 10 9 2x4 11 &B MT20HS= 5x8 = 3z6 3x6= 3.6' 11 3x4 = I------- 8-942 8-2-4 '�-------a-&o f ------8.6-a -fi----------24-0 8-4-0 Plate Offsets(X,Y)- fl:0-7-2,Edgel,r4:04-0,0-1-131,f6:0-3-0,Edoel:f7:0-5-0 0-2-41,ffB:0-3-0.0-1-121 LOADING(psf) SPACING- 2-0-0 CS). I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.26 1-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1:25 BC 0.89 Vert(TL) -0,60 12-13 >844 240 MT20HS 167/143 BCLL off Rep Stress-incr YES WB- .0,59- Horz(TL) 0.15 9- n/a- nla. BCDL 10.0 CodeFBC20141TP12007 (Matrix) Weight 227lb Fr.=20%o LUMBER- BRACING- TOP CHORD 2x4'SP M 31`Except TOP CHORD. 'Structural:wood sheathing directly.applied, except.end verticals. 4-6,6-7:2x4 SP'No.1 BOT CHORD Rigid ceiling duectly applied or 3-1-8 oc bracing- BOT CHORD 2x4 SP No.2'ExcepP WEBS 1 Row at midpt 2-1$,7-12,8-10 1-14:.2x4 SP No.1 WEBS 2x4 SP No.3'Excepr 2-15,8-9:2x4 SP No.2 REACTIONS. (lb/size) 1=1549/0-8-0,9=1549/Mechanical `Max Horz 1=245(LC 12) Max Upiift1=578(LC 12),9=-600(LC 8) .FORCES. (lb)-.Max-Comp.Max-Ten.-All forces 250(Ili)or less except when shown. TOP CHORD . 1-2=-3313/2706,2-3=-2508/2108,34=24 1 3121 3 2,4-5=2251/2066,5-6=-2251/2066, 6-7=-2251/2066,7-8=-1670/1391,B-9=-1477/1309 BOT CHORD 1-15=2626/2965,14-15=2626/2965,13-14=2626[2965,13-16=-179912216, 12-16=-1799/2216,11-12=-1151/1474;11-17=-1151/1474;10-17-115111474 WEBS .2-15=0/351,2-13=-816/903,4-13=-322/568,4-12-78/264,5-12=-521/592, 7-12=84411081,7-10=-474/556,.8-10=-1188/1553 NOTES- (10) 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=3:0psf;h=15ft;'Cat.11;Exp C;:End.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate:drainage to-prevent water-ponding. i 4)All plates are MT20 plates unless otherwise indicated.. 5)7his truss has been designed"for a 10.0 psf bottom chord five load nonconcurrent with any other five loads. 6)'This truss has been designed for a live load of 20.0psf.on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fibbetween the bottom chord and any other members,with BCDL=10.0psf. 7)Refer to girder(s)fortruss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 578 lb uplift at joint 1 and'600 lb uplift at .joint 9. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)"This manufactured productis designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING.-Verify design parameters and READ NOTES ONTMSAND INCLUDED'MREK-REFERENCEFAGEM07473"rev.1111=01SBEFOREVSE Design valid for use only with Mi rake connectors.This'design is based only upon parameters shown,and is for an individual building component,not j .a truss system.Before use,the building designer must verify theappllcabllityof design parameters and properly Incorporate thisdesign into the overall building design.Bracing Indicated Is to prevent buckiing of Individual truss web and/or chord members only.Addittonal temporary and permanent bracing Is always required forstability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the - fabrication,storage,delivery,.erection and bracing.bf tnisses and.truss systems,see. ANSIrrPl1 quality CrltoNe,DSB49 and'BCSI:Building Component Safety Information available from Truss Plate Institute,218 N:Lee Street,Suite 312,.Alexandda,VA 22314. 6904 Parke'EastBNd, .Tampa;rkFIL 36610-- Jab Truss i Truss Type Q[y Ply 971200-Lewis Res. I T10884856 +W1200 T13 Hip 1 1 , II I Job ReTerence(ootionali -Builders FirstSource, Plant City,.FL 33566 7.640 s Apr 192016 M7ek Industries,Inc.Fri Apr 14 09:32:55 2017;Page 1 ID:gJgX DvrhrB_DdlrCi4NwlziePs-czH5WOkywhWb4e5L2dkuZx7oxt9L_.tjCLXICT6zOs7s i 6-85 11-0-11 17-10-8 25-6-0 33-1-8 39-11-0 42-4-0 4-0-7 6-9-13 r 7-Z-B' 7-7-8. .E9-13 '2-4 Scale=1:75.2 5.00 12 5)S 2x4 I r 5x6 5 6 7 j 4x6 3x4% 4 3x6 .3- i B. 2g4'11 n 2x4'\\ \ .� 9 r 2 � I n US= 16 15 17 12 18.74 13 11 10 3x4= 46= 3x4= 3x8= 3x6=. 3x4= 6x8 _ &71-1----`-----' 17-19-6--------- 25• --- 33.1ce 42-4-q---_.--'-- f--------811 f - --—B-11-7 l --— `7-7 e I -----7-7-9 — --s Plate Offsets(X.YI•- 11:0-0 10,Ed-gel,14:0-34Edgel,-r5:0-3-0.0-2-41,(7;0-3-0.0-2-41 LOADING(psf) SPACING- 240-0 CSI. DEFL. in (loc) •I/deft L/d, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.27 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:86 Vert(TL) -0.54 14-16 >937 240 BCLL off Rep.Stresslncr. YES WB 0:77 Horz(TL) 0,16 10 n/a- n/a BCDL 10,0 Code FBC2014ITP12007 (Matrix) Weight:240lb F17=20% LUMBER- BRACING- TOP CHORD 2x4 SP ND2'Except* 'TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 4-5:2x4 SP No.1 end verficals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied-or 3-5-15acbracing; 1-15t 2x4 SP No.1 WEBS 1 Row at midpt 3-14,5-13;7-13 WEBS 2x4 SP No.3*Except* 8-10:2x4 SP No.2 -REACTIONS. (lb/size) 1=1549/0-8-0,10=1549/Mechanical 'Max Horz 1=252(LC 12) Max Uplift 1=-586(LC 12),10=-586(LC 8) FORCES. (lb)-Max-Comp./Max.Ten.-All.forces 250(lb)or less exceptwhen shown. TOP CHORD 1-2=-3324/2762,2-3=-3141/2674,34=-2401/2076,4-5=-2329/2093,5-6=2127/1992, 6-7=-2127H 992,.7-8=-1695/1471 BOT CHORD 1-16=-2696/2993,15-16=-2356/2693,14-1.5=-2366/2693,14-1.7=-1725/2138, 13-17=1725/2138,12-13=-1164/1.503,12-18=1164/1503',11-18=1164/1503, 10-11-657/734 WEBS 2-16=212/357,3716=265/448,3-14=-665f759,5-14=-381/586,6-13=4671537, 7-13=745/941,7-11=-347/403;8-11=-608/936;8-1 0=-1 646/1526 NOTES- (9) 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=3.0psf;h=15ft;Cat:II;Exp C;End:,GCpi=0.18; MWFRS(envelope)and C-C Exterjor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate -grip DOL=1.60 S)Provide adequate drainage to prevent water pondiag. 4)This truss has been designed for a 10.0 psfbottom'chord live load nonconcurrentwjth any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0.psf. 6)Refer to.girder(s)'for truss to'truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 586 lb uplift at joint 1 and S86 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and'design of this truss. 9)"This;manufactured product is designed as an individual building component. The suitability,and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A wARNrNri.Verify design parameters and READ NOTES ONTMSAND/NCLUDEErmn-EK REFERENCEPAC,EWt-7473.rev.101031T015'BEFORE-USE. Design valid for use only with MTek®-connectors.This design is based only upan,parameters shown,and is for an individual building component,not :a truss system.Before use,the building designer must'vedfy the appllcabillty of design parameters and properly Incorporate this design into theoverall 'building design.Bracing Indicated Is to prevent budding oTindividual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propertydamage. For generaf guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see. -ANSIITPiI quality CrlteNa,DS849 and BCS%Building Component 6904'Park a East Blvd. Safety.Informailon available from Truss Plate Institute,.218 N.Lee Street,Suite 312,.Atexandda,VA 22314. Tampa;FL 36610 I . Jab Truss ! Truss Type 17-7P[y 9772o0-.Lewis Res.971200 T14 Hip 1 T10884857 Job Reference o do a Builders FrstSource,. Plant City,FL 33566 1 7.640 s Apr 19 2016 Wek Industries,Inc Fri Apr 14 09:32:56 2017 Page 1 ID:gJgX_DvrhrB_Ddl rCi4NwliiePs49rTkkfah?eSiogYbLF758g_tHbJjLAMZBnl?YzQs7r 7-11-5 14-1-7 19-10-8 25-6-0 31-1.8 37-0-0 41-5-0 7-1t-5. 6-2-1 5-9-1 5-7-6 5-7-8 5.1t)-13 4-0-12 Scale=1:73.3 6.00'12. Sx6 2x4 It 5x6= 5 6 7 1 3x6%3x4 3x4 4 8 3 I 4x6 n 2x4 \\ 9' 2 m t A 1 o - 3x6= 17 18 16 19 15 20 14 1321 12 11 10 3x4= 5x6 -_ 3x4= 3x8= 3x6 3x4 3x6- 3x6 11 102 31 1 8_ 37 0 4 41 5 '1---- ----1a2-10 �------- ._ 1--------�� -5-7-8 - 5-7-8 ---F----5-10-13----}-- 4-0-12-0 I.9-7-1q Plate Offsets(X,Y)— f1:0-0-10,Edoel,15:0-3-0.0-241,17:0-3-0,0-2-41 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.27 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.60 1&17 >825 240 BCLL 0.0 " Rep Stresslncr. YES WB, 0.76 HOrz(fL) OAT 10 n/a n/a- BCDL 10.0_ Code'FBC20i4/TPl2Ob7 (Matrix) _ Weight:2531b FT=20"/n— LUMBER- BRACING- TOP CHORD 2x4 SP No2'Except* TOP CHORD Structural wood sheathing directly.applied or 2-2-0 oc purlins, except. 1-3:2x4 SP No.1 end verticals. BOT CHORD 2x4 SP M 34 BOT CHORD Rigid ceiling directly applied or 4-6-12 bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15,5-14,6-14,7-14,7-12 REACTIONS. (lb/size) 1=1515/0-8-0,10=1515/Mechanical Max Horz 1=279(LC 12) Max Uplifti=-593(LC 12),10=-548(LC 8) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when sholem- TOP CHORD 1-2=-3197/2673;&3=-2980/2562;3-4=-2863/2580,4-5=-2113/1925,5-6=-178811.758, &7=-178811758,.7-8=-15W1459,$-9=1.134/983,9-t0=14.77/1290 BOT CHORD 1-17=-2632J2877,17-18=-2063/2356,16-18=2063/2356,16-19=2063/2356, 15-19=-2063/2356,15-20=-1513/1887,14-20=1513/1887,13-14=-1099/1405, 1321=1099/1405,1221=-1099/1405,11-1.2=-950/1017 WEBS 2-17=332/529,4-17=-476/601,4-15=-678/786,5-15==516/725,6-14=339/384, 7-14=584/753,7-12=-295/282,8-12=-348/612,8-11=-869/849,9-11=1 168/1399 NOTES- .(9) 1)Unbalanced roof five loads have been considered'for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;.h=15ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 5)"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 fit between bottom chord and any other members,with BCDL='10.0psf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 593 lb uplift at joint 1 and 548 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fluty model was used'in the analysis and design of this truss. 9•)"This manufactured product Is designed as an individual building-component. The suitability and use of this component for any particular building is the responsibility of the Building designer per ANSI'TPI 1 as referenced by the building code." ®'(NARNING-Verify design parameters and READ NOTES ON'TNISAND-INCLUDED MrrEX REFERENCEPAGE M P7473 rev.10/0312D75.BEFOREUSE Design valid for use only withMTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.:Before use,the building designer-must verify the applicability of design parameters and properly Incorporete,this design into4heoverall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing is always required forstab0ity and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVCPH quality Criteria,DS849 and SCSI Building Component 6904 Parke East Blvd. —� Safety.Information available from Truss Plate Institute,216 N.Lee Street,.Suite 312,.Alexandria,VA 22314. Tampa;ri 36610 ----— I Job Truss Truss Type Qry P4y 971zo0-.Lewis Res. 971200 T15 HiP 1 1 T10884858 i Job Reference o flonal -Builders FirstSeurce,, Planl.City„FL 33666 7.640s Apr 19:2016 MiTek Industries,Inc.Fri Apr 14 09:3257.2017 Page 1 ID:gJgX DvrhrB_.DdirCi4NwlziePs-YLPrx41CSlmJKxEk92mMeMD7ZhgMSknVorWJX?zQs7q, 7-6-1 14-6-0 21-10-8- 29-1-8 36.5.14 41-5-0 7-6-1 -B-11-15 7-4-8 7-3-0 4.19-2 Ie=-1:73.3 5x8 = 5.00112 5x8' 5. s :US '3x4 4 { 7 4x6 3x4 d 3x6= 16 1514 17 13 18 12 11 - ----19 10 9I Zx4 i i 3x8 MT20HS= 3x8= .3x4 = 3x6= 3) I t 1 3x4 = - 3x6= I4 I i-- ----7 S-1 - -----I— s i�1-0s-- -- i-- - --Z�a aB`------+- ---2�� ------1------- �4-----d - ¢1�j Z ----L, Plate Offsets(X,Y)-- 11:0-0-10;Edgel,f5:04-0,04AR f6:0-5-4,0-241 LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft: I:/d PLATES GRIP TCLL 20.0 _ Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.27 14 >999 360 MT20 244/190 TCOL 7.0 Lumber-DOL 1.25 BC OA5 Vert(rL) -0.49 13-14 >993 240 MT20HS 187/143 BCLL 0.0 Rep Stress-Incr. YES, WB. 0.99. Horz(TL) 0.16 9 n/a-- n/a. 'BCDL 10.0 _Code'FBC2014/TPI2007 (Matrix) 1 Weight:245ib FT=20e/u -LIMBER- BRACING- 'TOP CHORD 2x4"SP N6.2'ExcepV 'TOP CHORD Structural wood.sheathing.directly applied, except end verticals) 1-3:2x4 SP No.1 BOT CHORD Rigid.ceiling directly applied Or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt_ 4-13.6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1515/0-8-0,9=1515/Mechanical Max Horz 1=294(LC 12) Max Uplift I—.607(LC 12),9=-523(LC 13) FORCES. (lb)-Max.,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-3277/2719,2-3=-2631/2266,3-4=-2501/2286,4=5=-1929/1790,5-6 1710/1755, 6-7 164.4/1834,:7-8---12261,1073"&-9z-1479/'1305` BOT CHORD 1-16-2681/2935,15-16=-2681/2935,14-15=2681/2935,14-17=-2061/2363, 13-17=-2061/2363,13-18=i117/1441,12=18=-1117/1441,11-12=-111711441, 11-19=-931/1101,10-19=-931/1101 WEBS 2-16=0/298,2-14-634/681,4-14=-230/480,4-13=847/967,:5-13=217/421, 613=394/541,7-11=-244/503,7-10=-802/835,8-10=-1215/1438 NOTES- -(10) 1)Unbalanced roofiive 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;h=15ft;Cat.11;Exp C;.Enel.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone C=C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)AIl.plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live ioad of 20:0psf on the bottom chord in-all areas where a rectangle 3-6-0 tall-by 240-0 wide wi1F fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to,girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of'%ithstanding 607 lb uplift atJoint I and 523 ib uplift at joint S. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss 10)'This manufactured product is designed as an individual building.component. The suitability and use of'this component for any particular building is the responsibility of the building.designer perANSI TPI 1 as referenced by the building code." AwAR-m=Verlfy design Parameters and READ NDTES DN7N/S.4ND INCLUDED.NRIICREFEREWEPAGE MX7473mv.1 010 312 0 1 5�BEFOREUSE Design Valid for use only with Mi7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss-system..Before use,the building designer must verify theappllcabliity of design parameters and.properly incorporatethisdesign.into the overall budding design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing j is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection:and bracing of trusses and.truss systems,see AUSUTPil quality Crited%DSB-n andBCS1 Building Component 6904 Parke East Blvd. safety.Information available from Truss Plate Institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. .Tampa;FL 36610 ---`I-------- 1 • I Job Truss Type ally Ply s7126o-Levris l2es- T10884869 971200 -Truss Hip 1 1 i J b Ref re ce(opGrinal) Builders FirstSource, Plant Ciry,.FL 33566 7:640 s Apr 19 2016 MiTek Industries,Ina Fri Apr 14 0932:59 2017 Page 1 1D:gJgX Dvrhr&_Dd1rCi4NwlztePs-OYzD9QmgDcuAx5pwjmlbA21Kj5AUBC5f1VGs4RzQs7p 7-6-0 14'-6-2 2&40 28-0-D 365-15 41=5-0 7-6-U 7-0-1 8-5.14 50-0 8.5-15 4-II?l Ile,=1:73:3. 5x6= 6x8= 5.00:12 .5 8 4x6 3x4 3x4 C 3x4 4 8 m� 0 3x6= 16 15 14 17 13 12 18. 11. 19 10 9 3x8 MT20HS = 3x6= .3x4.= 3x8= 3x4= 3x6_= 3x6•,11 2x4.I I I {---- 7-" I---------_7-0-1 {--------- --B5-14 F— S.aO —f-----'—8-5'-15. —(---- 4-11 1 Plate Offsets(X,Y)— 1`1:0-0-10,Edge1.13:0-3-0 Edgel.(6:04-0.0-2-21 LOADING(psf) SPACING 2-0-0 CSL DEFL. in (loc) !!clef} Lid PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.26 14 >999 360 MT20 2441190 TCDL 7.0 Lumber.00L 1.25 BC 0.96 Vert(TL) -0.58 13-14 >854 240 MT20HS 1871143 BCLL 0.0' Rep Stress incr YES WB' 0:92 Horz(f1). 0.16 9• n/a n/a BCDL 10.0 Code FBC2014ITP12007 I (Matrix) Weight:252'lb Ff=20% _ LUMBER- BRACING- TOP-CHORD.2x4 SP No3*Except` 'TOP CHORD Structural wood sheathing.directly applied or 2=2-0 oc puriins„eXCepL 5-6:2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or272-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13,6-11 REACTIONS. Ob/size) 1=1515/0-8.0,9=1515/Mechanical Max Horz 1=302(LC 12) Max Uplift I=-615(LC 12),9=-536(LC:13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown- TOP CHORD 1-27--327112726,2-3=-2642/2287,3-4=-251112308,4-5=486311742,5-6=163011722, &7-l653/1553,.7-&=-122611087„&9=148511312. BOT CHORD 1-16=268612929,15-16=-2686/2929,14-15-2686/2929,14-17=-2086/2377, 13-17=-2086/2377,13-18=-1123/1444,12-18=-1123/1444.1 1-12=-1 1 2311444, 11=19=953/1117,10-19=-953/1117 WEBS .2-16=0/289;2-14=-513/657,4-14=-215/503,4-13==920/979;5-13=-226/402, 6-13=-355/520,7-11=-207/464,7-10=-802/864,8=10=425111465 NOTES- (10) 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,h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C=CExtedor(2)zone;C-Cfor members and forces&MWFRS for reactions shown;'LumberDOL=1.60 plate grip'DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20'piates unless otherwise indicated'. 5)This truss has been designed"for a-10.0 psf bottom chord live load nonconcurrent with any other live loads: 6j*This truss'has been clesigned'for a live-load of 20;0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to•girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of trusslo-bearing plate capable of withstanding 615 lb uplift at joint 1 and 536 lb uplift at 'joint 9. 9)"Semi-rigid pitchbreaks with fixed:heeis"Member end fixity model was used in the analysis and design of this truss. 10)"This manufactured product is designed a's an Individual building,component: The suitability and use of this component for any particular building is the responsibility of the:building:designerper-ANSITPI 1:as referenced•by the-buildingcode: ®WARNMG-Verfry design parameters and'REA0 NOTES Off THIS AND INCLUDED MITEK REFERENCE AAGEMU-7473 rev.1g/a MfSBEFOREUSE -Design valid foi use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicatiityof design.parameters and-propelty(ncorporate.0ds-design into ft evemn -building design.Bracing indicated is to prevent bucli ing of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of misses and truss systems,see ANSUTPH quality Criteria,DSB-89 and BCSi Building Component 6904'Parke East Blvd: .Safety-Information available from Truss Plate Institute,.218 N.Lee Street,.Suite 31Z Alexandria.VA 22314. Tampa;FL 36610 I I i i Job Truss Truss Type Qtyr PIy 97120o-Lewis Res. I T10664680 971200 T17 � Hip 1 1 Builders FirstSource, Plant City, JobReerence'a fional City,FL 33566 ! 7.640 s Apr 19 2016 MITek'Industries,Inc Fri.Apr 14.09:32:56 2017 Page t ID:gJg) Dvrhr&_DdirCi4Nw7tiePs-DYzD9QmgDcuAx5owimlbAZIJX5Agpt)mMVGs4RzQs7p 7-6-0 14&r;0-1l 21-0-0 25-Cr0 30-0-0 36-rr0 41-5-0 } 7-6-0 7- 8-5-15 4-rr0 4.6-0 6-6-tT 4-11-0 Scale=1:73.3 i US 5.00 i 12 3x4= 5x6= 5 6 7 3x6 3x4 3x4 J 4 6 3• /r 46' 3x4—� 2 X\_ ' I _US= 17 16 15 18 t4 19- 13: 12 20.22 21 11 101 2x4 I I US MT20HS= Us = 4x6 3x8= 3x6= 3x6 li 3x4 I 3 60 1.4 6 �_---' 4d1._-.__._._-__. _ 3&6-0_______._ 415-0 ---- I----- 7 6 0 -- f— —---I- 1. f—-— 6-5 t5 `-- —---g-0 Q ---- ��, {--' —4-11 0 Plate Offsets(X,Y)- (1:0-0-10,Edgel,t5:0-3-0 0-2-41,f7:0-3-0,0-2-41 LOADING(psf) SPACING 2-0-0 CSI. DEF.L. in -(ice) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.29 12-14 >999 360 MT20 244/19G TCDL 7A. 1 umber DOL 1.25 BC 0.94 Vert(rL) -0.63 12-14 >780 240 MT20HS 1871143 BCLL 0.0' Rep-Stress incr. YES I WB 0.88 Horz(rL) 0,16 10 n/a n/a. i BCDL 10.0 Code FBC2014CFPI2007 I `(Matrix) ) Weight:254lb FT-=20"w LUMBER BRACING- TOP CHORD 2x4 SP'No.2*Except` TOP CHORD Structurabwood sheathing directly applied or'2-:&lQ oc.pudins,'except 1-3:-2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied-or 2-2-0 oc.bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mfdpt 4-14,6-12 REACTIONS. (lb/size) 1=1515/0-8-0,10=1515/Mechanical Max Horz 1=287(LC 12) Max.tJpfift1=-601(LC 12),10=-530(LC:8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2>3281/2713,2-3=262412252,3-4=249312272;4-5=i999/1842,5-6=178311790; B-7=-14.39/1483,.7=8=162811509,.8-9=.1'21.T11063;:9 10=-147211300' BOT CHORD 4-17=-2676/2939,16-17=-267612939,15-16-2676/2939,15-18--2044/2354, 14-18==2044/2354,14-19=1335/1670,13-19=-1335/1670,12-13-1335N670, 1 2-2 0=91 611 09 0,20-22=916/1090,21 22=-916/1090,11-21=-91 611 0 90 WEBS 7-47=oC308,2-15=-647/693,4=1.5=-2411447,4-14=-787/851,5-14=-3541502, 6-14=1951320,6-12=-605/497,7-12=-219/392;B-12=-264/521,8-11=-814/815, 9-11=1194/1421 NOTES- ,(10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second-gust)Vasd=124mph;TCDL=4:2psf,BCOL=3:Opsf;h=15ft;Cat..11;Exp C Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C-for members-and=forces&MWFRS'for reactions shown;LumberDOL=1.60 plate. grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All,plates are MT20 plates unless otherwise indicated. 5)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Refer to,girder(s)-for truss'totruss connections- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 601 lb uplift at joint 1 and 5301b uplift at •joint 1.0. 9)"Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 10)"This,manufactured product is designed-as an individual building component: The suitability and iuse of,this component-for particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by building code." ®WARNING-Verify design parameters and READ NOTESDN7NIS AND INCLUDED MURK REFERENCEPAGEMP7473 rev.10/0=15 DEFOREUSE Design valid for use only with MITak0 cormectors-This design is based only upon parameters shown,and is for en individual building component,not a trusssystem_Before use,the building.designer must verify the applicablufy of.design parameters and propedylncorporate thisdesign intolhe overall building.design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTP11 Quality.Criteria,OSE-89 and SCSI Building Component 6904 Parke Fast Blvd. { Safety Information available from Truss Plate Insiltutef.218 N.Lee Street,Suite 312,Nwrandria,VA 22314. Tampa;FL 36610 Job Truss i Truss Type Qty Ply s7726o-Lauds Res_ i T10884861 971200 T16 I Hip 1 1 Job Refer n 'o fional .Builders FirstSource, Plant.City,FL 33566 7.640.s Apr 192016 M-rek Industries,Inc.Fri Apr 14.09:3259 2017 Page 1 ID:gJgX_DvrhrB DdlrCi4NwlziePs-UkXcMmnS_w11ZF07HTpginISIUXswkxoG97QctzQs7o 7.0-10 12-85 19-0-0 ZS-6-0 32-041 38-3-11 41-5.0 71-10 5-7-14 Fri-11 6-6-0 6-6-0 6-3-11 3-1-5 Scale=1,73.5 5X6 2x4 I I 5.00 12. 5x6 = 5 6 7 46: 4' 1 \\ 3x6 3 I 4 II 9 2x4 2 j US= 16-. 1T .15. .18.. 14. 19. 13 12. 20 1.1 21' 22 10. 3x4= 5x6= 3x4 = 3x8= 3x6- 3x4 6X8=i 9$10__--_---- 19-0-0-._--------i 256-0------ 32.0-0 9-8-10 i - ----—g I-- 6-6-0 1- ----�--- +-- -9-5-0 I Plate Offsets 0(,Y)- f1:0-0-10,Edgel,f3:0-3-0,Edael.f5:0-3-0.0-2-41 (7:0-3-0 0-2-41 LOADING(psf) SPACING- 2-0-0, CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.91 4 Vert(LL) 0.26 1-16 >999 360 MT20 244/190 j TCDL. 7.0 Lumber DOL 1.25 I BC 0.88 4 Vert(TL) -0.61 14-16 >804 240 SCLL 0.0 ' Rep Stress incr YES, WB; 0.63 Horz(R)- 0.15' 10- n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:243lb FT=20% LUMBER BRACING- — ---- TOP CHORD '2x4 SP No.2 TOP CHORD Structural wood sheathing-directly applied, except end'verficals:l 2 BOT CHORD 2x4 SP No. *Except' BOT CHORD Rigid-ceiling directly applied or 35-2 oc bracing_ 1-15:2x4 SP No.1 WEBS 1 Row at midpt 4-14,.5-13.7-13 WEBS 2x4 SP No.3"Except 8-10:2x4 SP M 31 - REACTIONS. (lb/size) 1=1515/0-8-0,10=1515/Mechanical Max Horz-1=272(LC 12) Max Uplift1=-585(LC 12),10=562(LC 8) Max Grav 1=1515(LC 1),1 0=1520(LC 2) .FORCES. .(Ib)-Max_CompJMax.Ten.-All forces.250.0b)or less except when.shown: TOP.CHORD 1-2=322812699,2-3=3001/2541,3-4=2893/2558,4-5=-2203/1963,5-6=-187811810, 6 7=-t878/1810,7-8=-1 58011401 BOT CHORD 1 16=2668/290B,16-17=-2184/2480,15-17=2184/2480,15-18=2184/2480, 14-18=-2184/2480,14-19=1587/1962,13-19-1587/1962,12-13-1084/1411, 12-20=1084/141.1,11-20=10154/1411,.11-21=703/794,21-22=-703/794,10-22=-70317g4 WEBS 2-16=285/462,4-16=-340/520,4-14=-6781778,5-14=456/671,6-13=396/451, 7-13=668/829,7-11=-335/378,8-11=-495/825,8-10=-159811455. NOTES- (9) 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;h=15ft;Cat.11;Exp C;End.,GCpi=0.18; M WFRS(envelope)and C-CEdedor(2)zone;C-C,for members and forces&MWFRS for reactions shown;Lumber.DOL=1.60 plate_ grip DOL=1.60. 3)Provide adequate drainage to prevent water ponding. 4)This truss'has'been designed for a 10:0 psf bottom chord live load nonconcurrent with any-other rive loads. 5)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)-Refer to girder(s)'for truss'tD'truss connections. 7).Provide medhanicai connection(by others)of truss to bearing plate capable of withstanding 585 lb uplift at joint 1 and 562'lb uplift at joint 10. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability.and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-.Verily design parameters and READ N07ES ON THIS AND INCLUDED MITEKREFERENCE PACE4A!-7473 rev.1=12015 BEFDREUSE Design valid for use only with Mi rek®connectors.This design is based only upon parametem.shown,and is for an individual building component,not a truss System..Before use,the building designer must.verify the.applicability of.design parameters and properly Incorporate thisdesign into theoverall building design.Bracing Indicated is to prevent buckling,of Individual truss web andlor chord members only.Additional temporary and permanent bracing j Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the iabricetlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIT71311 Quality'.Crlterls,DSB-B9 and:BCS1 Building-Component 6904 Parke EsM Blvd. Safety.Information available from Truss Plate Institute„218 N.Lee Street,Suite 312,Mexari VA 22314. Tampa;FL 36.610 Job Truss Truss Type faty JPly 971200-Lewis Res I 1T10884862 971200 T19 Hip 1 1 Jdb'Reference(oplional) Builders FirstSource, Plant City.FL 33566 7.640 s Apr 19 2016 MTek IndusWes,inc..Fri Apr 14 09:33:00 2017 Page 1 ID:gJgX_DvrhrB_Dd1 rCi4NwlziePs:zw5_2665ID9uBPzJgBK3G_rdkuuTf6UxUpIi8Kzt2s7n. 5 0-0 12-2-2 19 6 0 26-9-14 34-0-0 41-5.0 5 0-0 7-2-2.' 7-3 14 7:3-14 7=2-2 7-5 0 Scale=1:73.2 " 5.00.12 _ W.= 2x4 I I. 3x4= Sx6= 2 -3 4 5 6 7 .. 46 1 Sx6 +I n 18 14 19 20 11'' 21' 17 16. 15, 13 12- 10. 9. 3x8= 3x4 ----- __ 12-2:2----------- 1-9'ff q` 26:9-14---'--- —0-0 --- I------- F ——17 2 2 h -----7-3-1a----F ---- 7-3 ia- f----7 z z F---- �a o i. Plate Offsets(X,Y)- f2:0-3-0,0-2-41,I7:04-0.0-1-131 f8:0-2-12 0-2-41 -LOADING(psf) SPACING- 2=0 0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.19 13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 013 Vert(TL) -0.41 12-13 >999 . 240 BCLL 0.0. Rep Stress-Incr YES WB 0:93 Horz(TL); 0.09 9_. n/a• n/a, BCDL 10.0 Code=FBC2014/TP12007 (Matrix) Weight 268lb FT=20"/a .LUMBER- BRACING- TOP CHORD 2.)WSP"No.2 TOP CHORD Structural wood sheathing directly-applied, except enri verticals. BOT CHORD 2x4 SP'No2 BOT CHORD Rigid ceiling directly applied or 4-&15 oc bracing. WEBS 2x4 SP No.3'ExcepY WEBS 1 Row at midpt 2-15,7-12 1-17:2x4 SP No.2,8-10:2x4 SP M 31 REACTIONS. (lb/size) 17=152210.8-0,9=1522/Mechanical Max Horz 17=-87(LC 13) Max Uplift.17=-657(LC 9),9=-627(LC 8) Max Grav 17=1530,(LC 2),9=1522(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces,250(lb)or less except when shown. TOP CHORD 1-2=1061/861,2-3=1904/.1633,3=4=-2251/1929,4-5=2251/1929,56=-2251/1929, 6-7=2086/1798,7-8=-1493/1199,.1-17=1505/124Z 8-9=1458/1242 BOT CHORD 16-18=-651/962,:15-18=-651/962,14-1 5=-1 39511904,14A9=1 39511904, 13-1 9=1 395/1904,1 3-20=1 56012086,12-20=4560/2086,11-12=99111333, 11-21=-99111333,ID-21=-991/1333 WEBS 2-16=855/801,2-15=1048/1345,3-15=788/783,3-13=-413/522,4-13=-386/461, 6-1 3=1 8 312 87,6-12=-624/607,7-1 2--80 211 1 0 0,7-10=5701588,1-16=1031/1381, B-10=-1077/1489 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=lBOmph-(3second.gust),Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=1511;Cat.11;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 I 3)Provide adequate drainage to prevent water pone ing. 4)All plates'are'3x6 MT20 unless otherwise indicated: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for alive load of 20:Opsf on the bottom chord 1n all areas where a rectangle 3-6,0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer.to birder(s)for truss to truss connections. 8)Provide.mechanical connection(by others)of truss to bearing plate capable of withstanding 657,lb uplift at joint 17 and 627 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks with fixed-heels"Member end fixity model was:used:in the analysis,and design of this truss. 10)"This manufactured product is designed as an individual building component.The suitability and use of this component for any- particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." wARNMG-Verr deSJ n® fy g parameters andREAD NOTES ON THIS AND INCLUDED WrIEH REFERENCE PAGE'AUI-7473 rev.1010YL0l5BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a hiss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building,design.Bracing indicated:is to preventbueldinq of individual truss web and/or chord members only.Addldanal temporary and permanent:bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For generat guidance regarding the fabrication,storage;delivery,erection and bracing of trusses and truss systems,see ANSUTP11 quality Criteria,OSS-89 andI&CM'Building Component 6904'Parke East Blvd, Safety Information available from Truss Plate Institute�218 N.Los Street,Suite 312,Alexandria,VA 22314. Tampa,FL.36510- i 1 Job Truss Truss Type Oty Ply 1 1-971200--L-ewis Res. 710864863 971200 T20 Hip 1 rib Refer nce o tional Builders FirstSource, Plant City,FL 33566 T640 s Apr 19 2016 MiTek Industries,Inc.-Fri Apr 14 09:33:01 2017 Pagel* ID:gJgX_DvrhrB_Ddi rCi4NwlziePs-R7f MriSpjWXHIoZYVOurioCNpilCzOZg5jSU WhmzOs7m 3-0-0 11-3-14 19-6-0 27-8-2 36-0-D 42-4-0 3-0-0 B-3-14 &2-2 8-2-2 8-3-14 9-4-0- Ile 1.75.1 5.00 f12 -5ia_ = 3x4= 4x6'_ '2x4.11 3x4= 46= 5x8 2 3 4x6 4 5 6 7 a 4 ' 1 \ 4x6 18 17 19 16 15 14 20 t3 12 21 11 10 4xfi= 3x6 II 44,= 3x8= 3x8= 3x6-_ .3x6= 3x6.I+ 3x6= I 3-0-0 11314 --------" t9-6-6-------1- �2Z�62 --------_ ��_.------- 42d-0--- 3- —1------&3 14 I-----B-2 2 1 ---- --8-2-2 f----" 83-14 Plate Offsets KYi— f2:0-5-12,0-2-81,r4:0-3-0,Edgel,f7:0-3-0,Edgel,[8:0-5-4,0-2-41 fl6:0-3-8,0-1-81 :LOADING(psf) SPACING- '2 0-0, :CSI. DEFL. in (toc) t/deff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 14 >999 360 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 j Vert(TL) -0.5213-14 _>972 240 BCLL 0:0 Rep Stress Incr- YES W6 0.93 HOrz(TL) 0.11 10, n/a n/a ` "BCDL '10.0 Code FBC2014lrP12007 (Matrix) Weight.,2627b FT=20% LUMBER BRACING- TOP CHORD 2x4"SP`No.1*Except* TOP CHORD Structural wood sheathing directly applied,.except end verficais!. 1=2,8-9:2x4 SP No-2 BOT CHORD Rigid ceiling directly applied.or 4-4-1 oc bracing- BOT CHORD 2x4 SP.No.2 WEBS 1 Row.at midpt 2-16,3-14,8-13 WEBS. 2x4 SP No.3.*Except* 1A8.:2x4SP No.2,9-11:2x4 SP No.1. REACTIONS. (lb/size) 18=1556/0-8-0,10=15561Mechanical 'Max Horz 18=-90(LC 13) Max Upliftl 8=699(LC 9),10=-656(12CB) FORCES. 0b)-Max.CompJMax Ten.-All forces 250(lb)or less except.when shown:. TOP CHORD 1-2=801/645(,2 3=210111768;3-4=2639/2205,45==263912205,5-6=2639/2205, 6-7=2419/2053,7-8=2420/2053,8-9=153411230,1-18=1569/1250;9-1 0-1 503/1267 BOT CHORD 17-19=-429/705,16-19=-429/705,15-16=1565/2101,14-15=1565/2101, 14-20=A850/2419,13-20=1850/2419,12-13=-1015/1348,12-21=-101611348, 11-21=-1015M 348 WEBS 2-17=1080/989,2-16=-1424/1772,3-16=-901/910,3-14=-552/685,5-14=-422/502, 6-14=192/304,6-13=-671/68.1,8-13---1047/1387,8-11=625/633,1-1.7=1097/1432, 9-11=115411554 , NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. '2)Wind:ASCE 7A0;.V,u1t=160mph:(3-second gust)'Vasd=124mph;TCDL=zC2psf ,BCDL=3;0psf;h=15ft;Cat.11;'Exp'C,';Enc1.,.GCpi=0.18; MWFRS(envelope)and C-C Extehor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1-60 plate grip DOL=1.60 3)Provide adequate drainage to,prevent.water ponding. j 4)'This truss'has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a five load of 20,Opsf 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 BCDL=10.Opsf. ,6)Refer to girder(s)for truss to truss connections. .7)Provide mechanical connection(by others)of truss to bearing plate capable of-withstanding 699 lb uplift at joint 18 and 656lb uplift at -joint 10. 8)"Semi-rigid pitchbreaks with:fixed heels'Member end fixity model was.used in the analysis and design of this truss.. 9)'This manufactured,product:is designed as an indivldual'building.coniponent: The suitability and;use of this componentfor any particularbuilding is the responsibility of the building designer per ANSI'TPI 1 as referenced by the building code." I I ®WARNiNO-Verify design parameters and READ NOTES ONTN/S AND INCLUDED-PATTER REFERENCE PAGEMIf-7073 rev.1010312D15 aEFOREUSEE li Design valid for use only with Mrreke connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the bulding designer must verify the applicabiGry,of design parameters and properly incorporate this design into the overall building.design.Bracing Indlosted.is to preventbudding'of.Individual.tmss web and/or chord members only.Additional temporary and peimanentbracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPi1 Quality'Criteria,DSB-99 and'SCSI Bul ding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute!218 N.Lee Street,.Suite 312,Alexandria,VA 22314. Tampae FL.36610 Jab Truss Truss Type pry Ply 9712oD-Lewis Res.. 1971200 T21 j H1P 1 1 I ce(oo A10864864 I i Job Referen6onal) Builders FrstSource, Plant City,FL 33566 -7.640.s Apr 19 2016 MiTekdndustries,Inc.'Fri Apr 14 09:33:02 2017 Page 1 ' ID:gJg)_DvrhrB_D"di rCi4Nwl ziePs-vJCk_opLHiPcQi7hycMXLPtiv_RiZ171 xEg6E4DCzQs71 15-9-4 23-2-12 30-8-4 38-0-0 4210 7-5-8' 7-5-8 7-5-8 7-3-12 44-0 Scale=1:75.4- . 5.00 12 • 4x6= 5x6= 3x4= 3x6= 3x4= 2x4 It 3x4= 20 11 5x6 1 2. 3 4 5 6 7 8 9 --� '-- ------ - — Axe 10 1 i 1920 21 18 22 17 16 .23 15 14 13 24 12 tt 6x8= 4x6= 3x6= 3x8= 4x6= a,_ 3x6 30 = I - _ e�3-12--------f-------.__t_ss4_--------I-------z�=z_iz----------f---------�-�-_a_--------f--------36-o-Q--------1----a2�---i ------7-3-12 7-5-8 75.8. 75-8 7-3-12 44-0. Plate Offsets(X,Y)- f2:0-3-0.0-2-41,f7:0-3-O.Edgel,f9:0-3-0,0-241 LOADING(psf) SPACING- 270.0 CSI: DEFL in '(lac) .I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:88 I Vert(LL) 0.32 15-16 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.62 15-16 >812 240 BCLL 0.0' Rep Stress Incr YES WB 0.87 Horz(TL) 0.13 1.1 n/a n/a ` BCDL %0 Code FBC2014/TP12007 (Matrix) Weight:259lb FT=20°/q LUMBER- BRACING- TOP CHORD'2x4'SP'No.2 'TOP CHORD Structural-wood sheathing directfy applied.or2-2=0•oc-purlins,.except BOT CHORD '2x4 SP No.2 end verticals. WEBS 2x4 SP No.3`Except* BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. 1-19,2-19:2x4 SP No.2 WEBS. 1 Row at.midpt 2-18,3-16,9-13 REACTIONS: (lb/size) 19=1556/0-8-0,11=1556/Mechanical Max Horz 19=-75(LC 13) Max Uplift I9=-727(LC.8),11=-679(LC-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less exceptwhen shown. TOP CHORD 2-3=1.94511573,3-4-285312310,4-5-2853/231D,5-6-302212459;:6-7-3022/2459; 7-8=3022/2459,8-9=-244512023,.9-10—.12091965,10-tt=1530/1239 BOT CHORD 19-20-105/256;20-21=105/256,18-21=-105/256,18-22=1436/1945,17-22=1436/1945, 16-17=-1436/1945,16-23=-2173/2B53,15-23=-2173/2853,14-15=-1886/2445, 13-14=-1886/2445,13-24=-843/1105,12-24=-84311105 WEBS 2-18=-166012107,3-18=-1092/1047,3-16=-914/1126;5-16=M/58Z 6-15-397/473, B-15=-540/728,8-13=-859/824,9-13=-1301/1691,9-12=-8551783,10-12=-1096/1453, 2-19-1560/1372, NOTES- (9). 1)Unbalanced roof live loads have been considered.for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL--3Apsf;h=15ft;Cat.11;Exp C;End.,GCpi=0.18; MWFRS.(envelope)and C-C:Exteiior(2)zone;GCf6r.members'andfiorces&MWFRS"for reactions shown;'Lumber'DOL=1.60 plate grip'DOL=1 i60 3)Provide adequate drainage topreventwaterponding. 4)This truss has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other rive loads. 5)'•This truss has been designed for a live load of 20:0psf on'the bottom chord in all areas where a'rectangie'3-6-0 tall"by 2-0-0'wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)-Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)oftruss to bearing,plate capable:ofwithstanding:727 lb uplift,at)oint:19 andr679,lb uplift at joint 11. B)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was.used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building.component..The suitability and.use.of this,component for any particular-building-is,the responsibility of-the building designer per ANSI 7Pi 1 as:referenced:by:the,building code."' ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED TVDTEH REFERENCE PAGEAM-7473 rev.10103i2015SEFUREUSE. Design valid for use only with MtTekO.connectors.This design is based only upon.parametera shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly.Incorporate this design into the overall building,design.Bracing Indicated Is to.preventbuciding of Individual truss web and/or chord members only.Additional tempomry and:pennanentbmcing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For genetaf guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH quality Criteria,DSU-99 and BCSI Building Component 6904:Parke East Blvd. Safety.lnformation available from Truss Plate Institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa;FL,3661D- I Job Truss Truss:Type Otlf Ply. 97tz0o-l:ewis%Res. T10894865 971200 T22 Roof Special 1 1 .Builders FrstSource, Plant,City,FL 33566- 7:640.s-Apre192016 Mtirek indusMes,.inc.Fri Apk 1409:33:032017 Paget ID:gJgX_DvrhrB_Dd9 rCi4NW izi6Ps-NVm6C7gz2BXT2siuWJtmtdT7ti5xRsSMOAmzdlezps7k 8-1-12 lLl-12 24-1-12 32-1-12 40-0-0 42-" B-1-12 8-0-0 B-D-D B-0-0 7AO-4. 2-4-0 .S'oele=f,74:1 • 5.00 4x6 M= 3x6= 4x6= 3x4= 2x4 11 46= 3x4 5x6 _- A2 3 4 .5 B, 7 ,8. g. 4�. 18 17 18 15 14 13 12 11 10 3x6 I I 5x8= 3x6= 3x8= Ax&= 3x8= 4x6= 3.6. I .34 I 40-0c0.--'---- 4Z -0. I - - B-1-12 f - ----- &oA - - i— S L --- .71G-4 f z�-1 Plate Offsets(X.Y)- 13:0-3-0,Edoej,[6:0-3-0.Edgel,1`8:0-3-0,0-2-4j [12:0-3-8.0-1-81,[17:0-3-8.0-2-81 'LOADING'(psf) SPACING- '2-.0=0 DSL I ,DEFL. in. (loc)- Ildefi 1/d PLATES GRIP TCLL, 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) '0.36 14-15 >999 360 MT20' 2441191) TCDL 7.0 Lumber DOL 1.25 BC 065 Vert(TL) -0-71 14-15 _>707 240 BCLL 6.0" Rep,Sires&Incr. YES WB O;98 Horz(.L), 0.13 10. n/a n/a. BCDL -_ 10.0 Code FBC2014/TPI2007_ (Matrix) Weight:242 lb FT=201/5 -LUMBER- BRACING- TOP,CHORD '2x4 SP.M:31`Except TOP CHORD Structural.woodsheathing directly-applied or3-10-10 ocpudins;. 8-9:2x4 SP No' 2 except end verticals. BOTCHORD 2x4 SP No.1 BOT CHORD Rigid Ceiling directly applied or 3-10-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row-at midpt 1-17,2-15,7-14,8-12 REACTIONS. Qb/size) 18=1556/043-0,10=1556/Mechanical Max Harz 18=-45(1_C 13) :Max Uplift 18=-73B(LC'E),10=-705(LC 9) I FORCES. (1b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=1482/1248,1-2=2271/1800;2-3=3407/2707,3-4=-340712707,4-5=-3539/2823, 5-6=3539/2823,.6-7=-353912823;.7=8=-2657/2145,8.9=-766/599,:9-10=157311216 BOT CHORD 16-17=-1728/2271,15-16=1728/2271 i 14-15=263513407,13-14=-2073/2657, 12-13=-2073/2657,11-12=566/738 WEBS 1-1.7=2050/2585,2-17=-1125/1084,2-15---104B/1313,.4-15=-500/571,5-14---427/508, 7-14=-784/1019,7-12=967/937;8-12=-1749/2227;8=11=4130/1005,9-11=1094/1445 NOTES- (8) 1)Wind:,ASCE.7-10;Vult-160mph:(3-second.gust).Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=1511;Cat..11;Exp C;EncL,GCpi=0:18; MWFRS.(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS.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.desigrted for,a 10:0 psfbottom chord.live load nonconcurrent.with any.other'live loads. 4)'This truss.has been designed for a live-load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between'the.boltom chord and any othermembers. 5)Refer to.girder(s)for truss to truss.connections, 6)'Provide mechanical connection(by others)of truss'to-bearing plate capable of withstanding'738 lb uplift at joint 18 and 705 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. 8) This manufactured:product is designed as'.an individual buildingcomponent. The suitability and use ofthis-component-forany particular building is the responsibility.of the building designer.per ANSI TPI 1 as referenced"by the building code." ®WARNING-V-dre design parameters and READ ND TES ON THIS AND WCLUDED.MITEK REFERENCE PAGE M0.7473 rev.10103/2015.BEFORE USE Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design.parameters.and property Incorporate this design into the overall 'building.design;Brecing indicated Isla prevent buckling of,Individual truss web end/or chord members.only.Addidonallemporary.and.pennanentbredng is'always required forstatigHy and to,prevent collapse vrlth posslble�personal lnlury and property damage:For general'guldancs regarding they fabdcation,storege,'deliv�y,erection and bracing of trusses and truss systems,see. ANSIMP11 Quality Criteria,DSIM9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instituter 216 N.Loe Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I Job Truss Truss Type Qty Ply e7tz90-Lewis Res. - !T10664866 971200 T23 Roof Special 1 1' IJob Referencg(oDtionalL Builders FirstSource,. Plant City,,FL 33566 7.640 s Apr 19 2016 MiTek Industries,.Inc.Fri Apr 14A933;04 2017 Page t ID:gJgX_Dvrhr6'Dd1rCi4Nwl7lePs-rhKUPTibpSfKgOH4300?Qq?P9V.CRi21XP6jBH5iRs7j 7-1-13 i 14-1-15 21-2-0 28-2-1 15:2-3, 42-0.0 42,401 7-1-13 7-0-1 7-0-1 7-D-1 Z-0-1 6.9-13 0-4-0 Scale=1`74.1. 4x6 = 5x6= 46= 3x8= 2A II 4x6= 5x8= 4x6= Sx6= 1 .2 3 4 5 l 18 17 16 '15 14 13 12 11 10 3x6 I{ 5x6= 46.-= 3x6= 3x8= 3x6= 5x6= US I,I 4x10MT20HS'_ ?L?'1 I- 35 23-. 43-0 0 7 1-13 7-0-4 7 01 -'♦-' -- -7-0-1 --- ---- 7-0-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lld PLATES GRIP 'TCLL 20:0 Plate Grip DOL `.25 T.0 0.54 °Vert(LL) OA2 14 ">999 360 MT20 2441190. TCDL 7.0 Lumber DOL 1.25 BC 0:97 'Vert(TL) -0.79'14-15" >641 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix). Weight:263Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26 TOP CHORD Sttuctural.wood sheathing directly applied or4-7-10 oc purlins, 'except 'BOT CHORD 2z4`SP No-2. end verticals. -WEBS 2x4 SP No.3'Except BOT CHORD Rigid ceiling directly-applied or 2-2-0 oc bracing. 1-17,2-15,3-14,6-14,8-12,9-11:2x4 SP No:2 WEBS 1 Row at midpt 1-17,2-15,8-12,9-11 REACTIONS. Ob/size) 18=1556/0-&O,10=1555/Mschanical Max Uplift18=-735(LC 8),10=735(11_C 8) FORCES. (lb)-Max.Comp7lMax.Ten. All forces:250(lb)or tess.except,whemshown. TOP CHORD 1=18=1491/1238,12==2523/1987,2=3=3965/3120,3-4=447313520,43=-4473/3520, 5-6=-447313520,6-7=-3965/3120,7-8=3965/3120,8-9=-2523/1987,9A 0=-149111238 BOT CHORD 16-17=198712523,1 5-1 6=1 9 8 712 523,1 4-1 5=312 013 9 6 5,13-14=3120C3965, 42-13=;3120/3965;1IIA2=1987/2523 WEBS 1-17=2231/2824,2-17=1174/1094;2-15-1282/1632,3-15=-628/641,3-14=-452/575, 5=14=-3951465,6-14=-452/575,6=12=-6281641,8-12=-1282/1632,841=117411094, 9-11=2231/2824 NOTES. (9) 1)Wind:ASCE.7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=15ft;Cat-II;F-xp:C;Encl.,GCpi=0.18; .MWFRS(envelope)and GC Exterior(2)zone;C-C"for members and force&&.MWFR&fbr reactions:shown;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'1.0.0;psf.bottom chord live load nonconeurrent with.any-Dther live loads. 5)`This truss has been designed fora live load of 20.Opsf on bottom chord-in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to.girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of trussto bearing plate capable of withstanding 73516 uplift at joint 18 and 735 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as'an-individual building,component. The suitability and use ofthis'componentforany particular building is the responsibility.of the building designer per ANSI TPI 1'.as referenced by the building code." • I ®WARNING-Verity design parameters and READ NOTES ON MIS AND INCLUDED MTIEK REFERENCE PAGE Mll-7473 rev.1110342015.BEFORE USE— Design valid for use only with Wrek®connectors.This design is based-only upon parameters shown,and is for an individual building component,not -a truss system.Before use,the balding designermust.verilly the app9cabMTty.of design parameters and property incorporate this design into the overall -buildingdesigm-Brecing indicated is to prevent buddind of.individualtruss web andlor.chord members only..Additional temporary and:permanent bracing -is always,requlred for stabliityand to prevent collapse with possible personal Injury and property damage:For'generalguldancetegarding the " fabrication,storage,delivery,erection and bracing of trusses and truss systems;see ANSI/TPH Quality Criteria,OSB-89 and BCSI'Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss,Type I Qty Ply 971200-Lewis Res. 971 'T10884867 200 T24 � Flat Girder 1 2I IJob Reference(optional) Builders FnstSource, Plant City,FL 33566 7.640 s Apr 192016 M7ek Industries,Inc.Fri Apr 14.09:33:08 2017 Page 1 fD:gJgX DvrhrB_Dd1rCii4Nvr17iePs-kTa?Fru6sh918earlsTiiagABw6ktXph7K2hO0szos7f 73-3 i_ 142-9 21-2-0 2B-1-7 35•D-13 424-0 7.3-3 r 6-tt-7 6-11-7 6-11-7 111-7 7-3-3 Scale=1:73.8 4x6= 4x6 20. 11 4x6= 4x6 .1 19 20 '21 2 '22 '23 24 .3 25 4 26 27 5 28 %29 30 '6 31 327 33 8 34 35 -36 9 n 18.37 3B 39 17 40 16 41 42 15 43 44 45 14 46 47 13 12 48 49 '50 51 11 -52 .53 54 10 3x8 II US = 4x6 — 3x8 11 4x10IAT20HS = i i I-------��--------;--- —14-2-9----—I-----21-2-Q------1-------28-7-7---}.---3'S=Q'1.3------�------ 42�0_-----I 7.33 6-111-7 6-11-7 6-11-7 6-11-7 733 Plate Offsets(X,Y1— T11:0-3-8;0-2-8L[17:0-3-8,0-2=81 LOADING(psf) SPACING- 2.4-0 CS1. DEFL. in (loc) Udafl 'Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.51 *14 >993 360 MT-20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 031 Vert(TL) -0.86 14 >582 240. MT20HS 1871143 _ BCLL 0.0� Rep-Stress4ncu NO: WS, 0.60. Horz(L). 010 10, n/a: n/a BCDL 10.0_ 'Code FBC2014/TP12007 (Matrix) — Weight:'578'lb FT=20a/d LUMBER- BRACING- TOP�CHORD '2x6`SP M 26 TOP'CHORD Structural wood sheathing directly applied or`6.0-0 oc pudins, except BOT CHORD '2x6 SP M 26 end verticals. WEBS 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied or 9-8-11 be bracing: 1-18,9-10:2x6 SP No.2,2-17;3-15,5-14,6-12,8-11:2x4 SP No.3 REACTIONS. cab/size) 18=286410-&0,10=2853/Mechanical Max Upliftt 8=1502(LC 4),10=1496(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces250(lb)or less except when shown. TOP CHORD 1-18=-2694/1511,1-19=6094/3195,19-20=6094/3195,20-21=6094/3195, 2-21=6094/3195,2-22=-960215035,22-23=9602/5035,23-24=960215035, 3-24=9602/5035;:3.25=40765/5643;4-25=10765/5643`4 26=10765/5643; 26-27=10765/5643,5-27=10765/5643,5-28=10765/5643,28-29=10765/5643, 29-30=40765/.5643,6-30=10765/5643,6-31=-9602/5035,31-32=-960215035, 7-32=960215035,7-33=-9602/5035,8-33=-9602/5035,8-34=609313195, 34-35=6093/3195,35-36=6093/3195,9-36=609313195,9-10=2686/1504, BOT CHORD 17=40=3195/6094,16-40=-3195/6094,16-41=3195/6094,41-42=-319516094, 15-42=3195/6094,15.43=-5035/9602,4344=5035/9602,4445=5035/9602, 14-45---503519602,,14-16=5035/9602,46137=5035/9602;,13-47=503519602, 13-48=503519002,1248=5035/9602,1249=3195/6093.49-50=-3195/6093, 50-51=-3195/6093,11-51=3195/6093 WEBS 1-17=3335/6360,2-17=2098/1346,2-1 5=4 98 313781,3-15=-1133/810,3-14=-656/1254, 5-14=6691576,6 14�6MI254,6-12=-1133/810,-B 12=-1983/3782,8-11=-2097/1345, 9-11=-3334/6359 i NOTES. (13) 1)2-ply truss to be connected'together with 10d(0.1'31"xY)nails a0cllows:- Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs,connected.as follows:.2x4-T.row at0=9-0.oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD'CASE(S),section-Ply to ply . Connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. 3)Wind:.ASCE 7-10;VuV160mph(3-second gust)Vasd=124mph;TCDL=4.2psf:BCDL.=3.Opsf;h=15111;Cat.11;Exp:C;-Encl.,GCpi=0.18; MWFRS(envelope);LumberDOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. ' 5)Al plates are MT20 plates unless otherwise indicated. , 6}All.plat es.are,5x8 MT20 unless otherwise indicated. 7)This truss has been designed for 10:0 psf'bottom chord live load nonconcurrent with-any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide will fit between the bottom chord.and any other members. �spfortruss to-truss connection& ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCEPAGE Mr1-7473 rev.1010312015BEFOREUSE. Design valid for use only with'UTekO connectors.This design is based only upon:parameters shown,and is for an individual building component,not a truss system.-Before use,the building designer must verify the applicability of design parametersand properlyIncorporate this design Into the-overall building.design.,Bracing.Indicated isto.preventbuclding of individual truss web andfor.chord members.only.Additional temporary.and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the ! fabrication,storage,delivery,erection.and bracing of misses and truss systems,see ANSVIPi1 Quallty.Critorle,DSB-89 and BCSIBuilding Component 6904 Parke East Blvd. I Safety.Information available from Truss Plate Institute„218 N.Lee Street,Suite312,Alexandria,VA 22314. Tampa;FL.36610 Job Truss Truss Type City 1ply s712oo-Lew s Res 971200 T24 Flat Girder 1 T10884867 I 2�Jdb Reference(oofional) Builders Firstsource, Plant.City,FL 33566 TM s Apr 192016.Wei<Industries,Inc.Fri Apr 14 0933:09 2017,Page 2, ID:gJgx Dvrhr9_Dd1rCi4NwlziePs-CfBNSBvktl_Hcmn92sa_A7(jiMgW46CG vGZlQyzliQs7e NOTES- (13) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1502 lb uplift at joint la and 1496 lb uplift at joint 10. 41)"Semi-ligid:pitchbreaks with fixed heals"Member.end fixity-model was used in the.analysis.and:.designof.this truss. 12)'Hanger(s)or other connection device(s)shall be provided suffrciehfto support concentrated load(s)86 lb down and 110 lb up at 140-12,861b down and 1101b up.at 30"�2,86 lb down and 110 lb up at 5-0-12,86 Ib down and 110 Ib up at 7-0-12,86 lb down and 110 Ib up at 9-0-12,86 Ib down and 110 Ib up at 11-0-12,86 Ib down and 110 Ib upp at 13-0-12,86 lb down and 110 lb up at 15-0-12,86 lb down and 110 lb up at 17-0-12,86 lb down and 110.Ib up at 19-0-12,86 lb down and 110 Ib up at 21-0-12,'86 Ib do and'110 Ib up at 23=0-12;.8151b.down and 110'lb•up at"25-0-12 8&Ib down and.110lb up at 27--'012 86 lb down and'11011i up at 29-0A2;86 Ib down and 110'Ib up at 31-0-12,.86Ib down.and 110 lb up.at 33-0-12,86 lb down and 110I1tiLp.at 35.0-12,86 lb down.and 1.1016 up at.3M-12,and 86 lb down and 1101b.up at 39-0-12,and 86 Ib down and 110 Ib up at 41-0-12 on top chord,and 64 lb down and3 Ib up.at 1-0-12,641b down and 3 lb up at 3-0-12,64 cab down and 3 Ib up at 6-0-12,64 lb down and 3 Ib up at 7-0-12,641b down and 3 ib.up.at 9-0-12,64`lb down and 3 Ib.up at 11.0-12,641b.downand 3 lb up.at 13,0712,64 lb down and 31b up at 15-0-12,64ab down and 3 Ib up at 17-0-12,'64lb down-and 3lb up at 19-012;64 Ib.down and 3lb up at 21-0-12.64-lb down and 3 lb up at 23-0-12,64ab down and 3 tb up at.25.0-12,64lbdown and lb' up at 27-0-12,64'lb down and 3 lb up at 29-0-12,64 lb down and 3 Ib up at 31-0-17 64:lb down and 3 lb up at 33=0-12,64 lb down and 3 lb up at 35-0.12,64 ib down and 3 lb up at 37-0-12,and 64 lb down and 3lb up at 39-0-12,and 64 lb doom and 3 lb up at 41-0-12 on bottom chord. The designtselection of such connection device(s)is the responsibility.of others.. 13)"This manufactured product is designed as an individual building.component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPt 1 as referenced,by the building code." LOADZASE(S).`Standard 1)Dead+Roof Live(balanced):Lumberincrease=1.25,'Plate Increase=1:25 Uniform Loads(A .Vert:1-9=54,.10,18=-20. Concentrated Loads(lb) Vert:17=-39(F)2=86(9 14=39(F)5=-86(F)8=-86(F)11=39(1`)19=86(F)'20=-86(F)21=86(F)22=-86(F)M=-86(F)24=86(F)25=-86(F)26=416(F)27=86(F) 28=-86(F)29=86(F)30=-86(F)31=86(F)32=86(F)33=86(F)34=-86(F)35=86(F)36=86(F)37=39(F)38=-39(F)39=39(F)40=39(F)41=39(F)42=39(F) 43=39(F)44=-39(F)45=-39(F)46-3u(F)47=-39(F)48=39(F)49=39(F)50=-39(F)51=-39(F)•52 39(F)53=39(F)54=39(F) I I • I ®.WARNING-Verity design,parameters and READ NOTES,ON THIS AND INCLUDED M/rEK REFERENCE PAGE M147473 rev.1010312015 BEFORE USE Design valid for use only wrl4-M7ekb connectors.This design.Is.based only.upon parameters shown,and is.for an.individualbuilding component,not a truss system.Before use,the bulldling designer must verily the applicability of design parameters and properly incorporate.this design into the overall .building design.Bracing indiratad is to prevent budding of.1ndIvldual truss web end/or:chord members only..Additionel temporary and permanentbradng. Is always required foretabtlttyandto preventcallapse with•possible:personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see- ANSVrPN Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke Fast Blvd. Safety Information available from Truss Plato Institute,218 N.Lee Street,Suite 312,:Alexandria,VA 22314. Tampa,FL 36610 Job Truss. Truss Type city Ply 9712o0-Lewis'Res. 'T10884868 �971200 T25 Hip 1 1 1 Builders FrstSourra, Plant City,FL33566 7.640s I Job ReferenceApr 192016 MR Industries,.lnc..Fri Apr.1409:33:09 2D,7 Page 1 ID:gJgX_Dvrhr6_DdlrCi4Nwl7iePs-MNSBvkd_Hcmn92sa_A7uiDSW GJQGZiQyzlzQs7e 11-0.0 17-&0 24-0-0 29-1411 35-0-D 37-0 z o o 5.1-5 5-1(M 1 6-6-0 rrs o 5-10-11 s,-5 2-0-0 s Ile=1:65.2 5x6= zxa 5x6 6 it — — a s I .5AD,12 ---- 1 3x4 3x4 I 3 �� 7 2 0 G3x6= 16 15 14 13 12 11 10 3x6= 2x4 I I 3xa= 3x8.= 3x4.= 2x4. It 3,4= 3x4= 5.15 1,-D-0 17-6-0 24�L0 29A 35-0.0 5.15 5-1D-11 6-6-0 frfr0• 5-1041� 6-15 Plate Offsets'(X;Y)— f2:0 3'O Edgel T4i0=3-0,0-2 41,16:0-3AZ-2-41,f8:0_3 O.Edgel _ :LOADING(psf) SPACING- J 2-0-0 CSI :DEFL. in '.(loc) t1defl Ud I :PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.25. 13 >999 360 i MT20 2441.190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Ver[M) -0.461.1-13 >891 240 i BCLL 0.0' Rep Stress lncr YES WB 0.44 Horz(TL) 0.16. 8 n/a Na BCDL 10.0 Code FBC2014rrP12007' (Matrix) Weight 179.Ib. FT=20% LUMBER- BRACING- TOP.-CHORD .2x4::SP No.2 TOP CHORD Structural wood sheathing directly WEBS 2x4 SP No.3 applied or 3-1=9 oc-pudins. BOT CHORD 2x4 SP'No.2 BOT CHORD Rigid ceiling direcllyappiied or4-2-4 ocbracing. REACTIONS. (lb/size)- 2=1396/a-8;0;8=1396/0-" Max Horz 2=98(LC 17) Max Uplift2=582(LC 8),8=-582(LC 9) . . _ FORCES. (lb)-Max Comp:/Max..Ten.-All.forces 250{Ib)or less except when shown. TOP CHORD 2-3 268512176,34=-2265/1883,4-5=-2385/2093,'5-6=-2385/2093,6-7=2265/1883, 7-8=2685/2175 BOT CHORD- 2-16=1:794/2400,15-16=179412400,1'4-15=1387/2024;1344=1387/2024; 12-13=1'400/2024,11-12=1400/2024,10-11-1840/240Q;8-10=1840/2400 WEBS 3-15=-424/466,4-15=-1.391362,4-13=-3561565,5-13=-394/453,6-13=-356/565, 6-11=-139/362,7-11=-423/465 NOTES- (8) 1)Unbalanced roof live loads have been considered.for this design. 2)Wind:ASCE 7-10;Vtdt=160mph.(3-second.gust)Vasd=124mph;TCDL=4-.2psf;BCDL=3:0psf;h=15ft;Cat:fl;Exp C;Encl.,-GCpi=0.18;- MWFRS(envelope)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 _ 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed fora 10.0 psf bottom chord live load-nonconcurrerttwith-any otherlive loads. 5)'This truss has been designed for a five load of 20.Dpsf on.the bottom chord to all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between.the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding,5a2 lb.uplift at joint Zand.582 lb uplift at. joint 8. 7)"Semi-rigid pitchbreaks with fixed heels'Member-end fixity model was used inthe analysis and'design ofthis truss. 8)"This manufactured product is designed as an individual'building component. The suitability and use of this component for any - -.particular:building..is,the.responsibility of the building designecperANSLTPI 1;as referenced:by.the building code." ®.WARNING-Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED-MITEK REFERENCE PAGE MI47473 rev.10103=015 BEFORE USE Design valid for use only with MfreM connectors.This design is based only upon parameters shown,and is for an individual building component not, a truss system.Before use;the budding designer must vedfy the applinbifity of design parameters and property incorporate this design into the overall buildingAesigm Bmdnglindicateddislopreventbucklind:of lndivldualarusssweb,andlon chord members only.Additionallemporary and permanent braan9 <is always required for stability and-to prevent-coliapse,wlth'"possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI4 Quality Criteria,OS6-89 and BCSI Building Component 6904-Parke East Blvd. Safety Information available from.Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 3W10 _i i I JJob TTSs I iTiuss:Type Qty Ply 97120D-Lewls'Res.. 971200 JT2U6 Hip 1 T T 1.0864669 Job ReTerence o tiena BupdersFrstSource, PlantCity,FL 33566 i 7.ti40 sApr 19.2096 Waittndustdes;:lnre Fri Apr 1409.33.1020f7 Fage.t: I ID:gJ9X_DvthrB_DdirCi4NwiziePsyrhmgXWMO1PTGxkEQHVPg5FM?wGg?IsQnMAVVkzQs7d. r .2-11-0 , 5-14-13 & u -13-4-12 21-7-4 M2 29�0.3 36.0.0 , 37-0:0 - 2-OA 111-13 3-0-3 4-0-12 8.2-8 4.4-12 �3-0-3 5-11-13 2-D-0 Scale=1-652 3x4-- 4x6 4x6= 46= I 5:0012 4 5 6 7 B .J 2x4 �� - --- ---._. 2x4 i '� ♦ v 2 10 f 3x6-= 16 15- 14 13 12 3x8'= 4x6 = 3,4 4x6= 3x8= I I 9A-0 Plate Offsets(X,Y)— '12:0-0-10;Ed-qel.f6:0=3=OSEdgel.'f10:0-0-1D,Edgel LOADING-(psf) SPACING- 2.OwO I CSL DEFL. in (loc) Ildefi Lid PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC_ 084 -Vert(LL) 0.28'14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1:25 BC 093 'Vert(TL) 0.55 14=16 >750 240 BCLL 0.0' RepZiress-Incr YES- WB, 0.49 Hotz(TL) OA7 .10. n/a- n/a - BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weighty 1671b LUMBER. BRACING- TOP.CHORD 2x4 SP.No.2'Except' TOP CHORD 'Structural wood sheathing directly applied or 3-1-13 oc pudins. 4-6,6-8:2x4 SP M 31 BOT CHORD Rigid.ceiling-directly applied or 2-2-0 oc bracing. BOT CHORD .2x4.SPNo.2 WEBS. 2x4 SP No.3. REACTIONS. (ib/size) 2=1396/048.0,10=1396/0-&O Max Horz 2=-83(LC 17) - Max 1iplift2=4608(LC B),10=;608(LC'9) FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less exceptwhen.shown. TOP CHORD 2-3=260912121,3-4=238511956,4-5=219011861,5-6=280312312.6_7=280312319, 7-8=-21g0/1861,8-9=-2385/1956;9=10=260912120 BOT CHORD 2-16=1723/2326,15-16=1985/2716;14-15=1985/2716,13-14=1998/2716, 12-13=-1998/2716,10-12=1768/2326 WEBS 3-16=220/352,446=596/776,5-16=-768/672,:7-12=�768/672,8-12=-596/776, ---------------- -_ - 9=12=-220/352 NOTES- (B) 1)Unbalanced.roof iive.loads.have:beencortsidered forthis design- 2)Wind:ASCE 7-10;Vult=160mph(3-second.gust)Vas&II24mph;TCDL=42psf,BCDL=3.Opsf;.h=15ft;CaL 11;Exp.C;bid.,GCpi=0.18; MWFRS.(envelope)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 3).Provide adequate drainage,'tojprevent water:ponding. 4)This truss has been designed for a 10.0 psf bottom chord-live load nonconcurrent with anyother five loads. 5)'This truss has-been designed for a live load of 20i0psf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-0-0 wide will fit betweenthebottom chordand.any;othermembers.. 6)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding608 lb uplift atjoint'2 and 608 lb uplift at 'joint 10. 7)"Seini-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .<8) This manufactured product'isdesigned as ail'individual-building component. The:suftabilityand,use-of thisnomponentfor-arty particular building is.the-responsibility of-the building designer per-ANSI TPJ 1 as referenced by the building code." i I A.WARNING-Verdy.design parameters.and.READ NOTES ON THIS AND INCLUDED.MITEK REFERENCE:PAGE:M11-747J.rev.40/=015 BEMRE USE '. Design valid for use only with IJTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not. ,a truss-system..Before use,the building designer must ve the appgcaWTity of design parameters and pmperfy'inooTorate this design into the overall �building,design.Bracing Indicated islo:prevenl buckling of:individual truss web andior chord members only.Addiflonal temporary and permanent bracing - Is-always required fors tability and'to-prevent collapse YAM possible personal Injury and property damage.For general-guidance tegarding4he 'fabrication,storage,delivery,erection and bracing of trusses and truss systems;.see ANSUTP11 Quality'Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. j SafotyInformation available from Truss Plate Institute,218 W Lee Street,Suite 312,Alexandria,VA 22314. Tampa,fi-36610 1 I f Job Truss. 1 Truss Type. Qty, Ply W12o0;.Lewis Res 710884870 971200 T27 Hip Girder 1 Z lJob Reference'Wp6onalj i auildem FrstSource. PlantOly,FL33566 7.64asApr 192016 Weklndustries,.Inc' -FA.Apr.140933.•13.2g17.Page 1.- j ID:gJgX_DVrhrH_DdlrCi4NwliiePs-4pNuIYyEhDn2FPTp5P36Hkbd7lbC6FsUK0963iQs7a: r 2-0.0 , 7-0.0 , 12-22 _ 17-6-0 22-9.14 28-0.0 35-0.0 37-0?0 , r-2-0-P 7.0.0 52-2 -�-- 5 314 —r 53-14 5-2-2 7-0-0. 0 scale=1:652 2x4 11 5x6 3x4= 3x4 = 3x4 = 5,6= j 5:0o 12 3 18 19 4 20 21 522 re 23 24 25 7 26 27 8 1 I 1��V toIq 1 3x6= 17 28 29.1615 30 31- 14 '32- 33 34 36 131236 37 11 3x6= .2x4 i I 3z4 = 3x8— 3x4 = .. 2x4 l i 3x4 3x4'_ I i rQ O: —— }-- -•-- 12 z`�------- F - 17 7-0-0 5-2-2 5-3-14 5-3-14.____­ 5-2-2 7-0-0, Plate Offsets(X.Y)-- "13:0-3-0,0-241 18:0=3-0:0-2-41 LOADING.(psf) SPACING- 2-0;0 CSI. DEFL. :in. (loc) 1/defi. Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:62 Vert(LL) . 0.37 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 084 Vert(TL) =0.65 13A4. >630 240 BCLL 0,0.' Rep Stresslncr . NO WB• 0.45 HOrL(TL) 0.18 9 n/a- n/a -BCDL 10.0 Code FBC2014/TP12007 (Matrix) T_ _ Weight:333ib LUMBER- BRACING- TOP CHORD '2x4'SP'No.2 Except' TOP CHORD Structural:woodsheathing directly applied ur_4-10-7 cc pudins. 3-6,6-8:2x4 SP M 31 BOT CHORD Rigid_ceiling.duectly applied or 7-2-2 oc bracing. BOT CHORD .2x4SP-No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=234810-8-0,9=2348/0.8-0 Max Horz 2=-68(LC 13) Max.Upli.U==1197(LC 4),9=1.197(LC 5) FORCES. ,(Ib)-Max.Comp./Max.Ten:-All forces 250(lb)or less except when.shown. TOP CHORD 2-3=-4960/2478,3-18---6443/334a,18-19=-6413/3348,4-19=-641313347, 4-20=7125/3713,20-21=7125/3713,21-22=712513713;5-22=7125/3713i. 5-23=7125/3713,6-23=7125/3713,6-24=7125/3713,24-25=7125/3713, 7-25=7125/3713,7-26=-6413/3347,26-27=-6413/3348,8-27=6413/3348; 8:9=-4960/2478 BOT CHORD 2-17=2159/4164,1728=2158/4448;28-29=-2158/4448,16-29=2158/4446, 15-16-2158/4448;15-30=3207/6413.30-31=-3207/6413',31'32=3207/64'13, 14-32=3207/6413,14-33=321816413,33-34=3218/6413,34-35=3218/6413, 13.35=321816413;12-13=2176/4448;12.36=2176/4448,36=37 2176/4448, 1137=2176/4448 9-11=-2177/4464 WEBS 3.17=24/482,.3-15=-1226/2342,4=15=-949/665,4-14=-429/853,5-14=-559/479,, 7-14=429/853,.7-13=-949/665,8-13=-1226/2342,8-11=-24/482 "`' NOTES- (11) 1)2-ply-truss to be connected together with IOd(0.131'k3")mails<asfiollows: Top chords connected:as follows:2x4-I row at 0.9-0 oc. Bottom chords connected as follows:2x4-1 row,at0-9=ftc. Webs connected as follows:,2x4-1 row at:0=9-0 oc. 2)All loadsare considered equally applied to all plies,except if noted as front(F)or bade(B).face in the LOAD CASE(S)section.Ply to ply connections have been provided'to distribute only;foads-notedras'{F)or{B),:unless otherwise 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.Dpsf;h=15ft;Cat 11;,Exp C;Encl.,GCpi=.0A8; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live'loads. 7)`This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the:bottom chord,and any-other.members. 8)Provide mechanical connection others)of truss to`bearing plate capable afwithstending 11971b uplift at joint2'and 1197 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in:the analysis and design.of this truss. Continued on page-2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE fd0.7473 rev,10103201S BEFORE USE -Design valid for use onlyxeth WekO cwnnedors.This,designis based only uponparameters.shown,and-is for an individual building camponent,.not 1 .a truss.system.aefore.uso,the building designermust4verify the.applicability of design parameters.and propedy.incorporate,this designfnto.lha overall building design..Bracing indicaled.is'to prevent buckling of Individual.truss weblandlor chord members only..Additional temporary and permanent bracing Is always required for stability and to prevent collapse with.possible-personal injury and property damage:For guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSVrP11 Quality Criteria,OS8-89 and:SCSI;Building Component 6904 Parke East Blvd. Safety lnforrnattam available from Truss PlateeInstitute;218 N.Lee StreetL,Suite:312,.Alexandrla,.VA22314. Tampa;FU.3661T i I Job Truss. Truss Type Qty Ply 97120o-Lewis Res. T10664670 971200 T27 I Hip Girder L 1 -n I :lob Reference o G nal Builders FirstSource, Plant City,FL.33566 7.64Qs Apr 19.201fihLTek Industries,Inc:Fri Apr.14 M33-132017 Paga2, ID:gJg)f DvrhrB_Dd1iQ4NwlzieP's.4QNulYyEhDn2FPTp5P36Hkbd71oC6FsUK0963zQs7a. NOTES- (11) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)165lb down and 249 lb up at 7-0-0,86 lb down and 128 lb up at 9-0-12,86 lb down and 128 lb up at 11.0-12,86 lb down and 128 lb up at 13-0-12,86 lb down and 128 lb up at 15-0-12,86 lb down and 128:Ib up at 17-0-12,86 lb down and 1281b up at 17A 1-4,86'Ib down and 128 ib.up at 1 9-11-4,86 lb down and 128 lb up at 21A 1-4,'86 lb down and 1281b up at 23-114,and 86 lb down and 1281b up at 25-11-4,and 165 lb down and 249 lb up at 28-0-0 on top chord,and 182 lb down.and-90lb up at 7-0-0,64 lb down and 3lb up at 9-0-12,64 lb down and 3 lb up at 11-0-12,64 lbdown and 3 lb up at 13-0-12,64 lb down and 3 Ib up at 15-0-12,64 lb down and.3 lb up at 17-0-12,64 lb down and 3 lb up at 17-114,64 lb down,and 3-lb up.at 1941-4,64 lb down and 3.1b,up at 21-11-4,64.1b down and 3.lb up at.23-11-4;and.64 lb.down and 3 lb up.at 25-11-4,and 182lb down and 90.1b up at 27=.11-4 on bottom chord:The design/selection of such connection.device(s)Is the.responsibility of others. 11)"This manufactured product is designed as.an individual building component: The suitability,and use of this.component far any particular building is the responsibility of the -building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1)Dead+'Roof Live(balanced):Lumber Increase=1:25,Plate Increase=1-25 Uniform Loads(pIQ Vert:1-3=54,3-8=54,8-10=-54,2.9=20 Concentrated Loads(lb) Vert:17=-169(8)3=-159(8).8=159(B)111=169(B)18=86(B).19=-86(%20=86(B)21=-86(8)22=86(B)23=-86(B)24=86(121)25=-86(B)26=86(8)27=-86(B)28=39(B) 29=-39(B)30=39(B)31-39(6)32=-39(B)33=39(8)34==39(13)35=39(B)36=39(B)'37=39(B) - I i I II 1 ®WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with`MiTek®connectors.This design is based only upon parameters:shown,and is for an individual building component:not .._ a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall buildigg,design.'.aracglg:IndicatedIs to prevent buckling of individuabtruss web endforchord:membersmnly..Additional temporary-and;permanent bracing. Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,deWery,erection and bracing of trusses and truss systems,see ANSTITP11 Quality Criteria,DSB-69 and BCSI'Suitding Component 6904 Parke Fast Blvd. -Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suits 312;Nexandria,VA.22314. Tampa;FL 36610 I i Job Truss 'TtussType. ]Qty JP1y. '9712001—lewisRes.. '�T10664671 971200 T28. Common Girder 1 I 2 Job ReferencettoptionaA i Bm7ders,FitstSoarce„ Plant City,FL 33566 7.&4D.&Apr 192016 KTek.lndustries,Inc Frl Apc1409.33:142017 Pagei.. ID:gJgX_0vrhrB_DdirCi4NwlziePsrYdxGVurtSXvvsZ27f7iiLgxQ5lXkUxU(32i i8ieWzQs7Z -2+0-0 , .6-0-11 8-6-0 1 10-11=5 �16-4 0 2-0-0 6-0-it 2 S5 Z 5+11 I 'Scale=1:30a 44 11 yTT 4 I 3 , 3x4 3x6 S.DO 12 3 5 LLI1 2 _ 7I)I 1 9 15 8 16 7. 17 I ...5x8= 3x6'(I 1Dx12= 3xii R 6x8= 6.0-1 t ------I 2 S s f-- - 2.5-5 1- --- — ----54-1.1 --1 Plate Offsets(X.Y)- i2:04-0:0-2A41:(6:04-0;0-3-14j:R:0=5 12:0 1-81a8:0-6-0,0=6.01 'L-OAD►NG,(psf) SPACING- 24)-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(EL) 0.16 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.30 8-9 >655 240 BCLL 0.0' Rep Stress Iner NO WB, 0.71 Horz(TL) 0605, 6 n/a.. n/a. "BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight 199lb FT=20% LUMBER- BRACING- TOP CHORD. 2x4 sP'No.2 TOP CHORD Structural wood sheathing directly applied or32=12 ccpuilins.'I BOT CHORD 2x8 SP 2400F'2:OE BOT CHORD Rigid ceiling:directly applied or 1.0-0.0 cc'bracingL WEBS 2x4;SP No.3"Except' 4-8:2x4 SP No.2 REACTIONS. (lb/size) 6=6361/Mechanical,2=3930/043-0 Max Holz 2=106(LC 8) Max UPliti6=,2839(LC:9),.2=19D9(LC 8) FORCES. (lb)-Max.Comp:/Max.Ten.-"AII forces 250(lb)or less exceptwhen,shown- TOP CHORD 2-3=9536/4615,3-4=-8412/4084„4-5-8413/4087,5-6=1058514988 BOT CHORD 2-9=-4248/8753;9A 5=424818753,&i,5=4248/8753;8.16=-4534/9732,7-1 6=-4 53 419732; 7-17=-4534/9732,17-18=-4534/9732,648=-453419732 WEBS 4-8=3045/6265,5-8=-2790/1271,5-7=-1102/2630,3.8=1402/785,3-9=-618/1254 -NOTES- (11) 1)2-ply truss to be connected together with 10d.(0.131"x3")nails as follows:. 'Top chords connected as follows::2x4-1 row at 0-7-0 cc. Bottom chords connected,as follows:2x8::-2.rows staggered"at 0 4-0:oc: Webs connected as follows:2x4.-1.row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S).section.Ply to ply connections have been provided to distribute only loads noted as(F)or,(8),unless otherwise indicated. 3)'Unbalanced roaflive.loads.have_been considered forahis design, 4)Wind:ASCE 7-10;Vult=160mph(3-second gust),Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;Cat.il;Exp.C;'Encl:,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1:60 5)This truss has beenzdesignedfora.10.0 psf bottom chord live load;nonconcurrent m ith any,otherrive loads,. 6)'This truss has been designed for a live load of'20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between'the bottom chord and:any other members. 7)Refer to girder(s)for truss to truss Connections. 8)Prodide meehanieal connection(by others)oftrusstobearing plate,capable•of=vrithstanding 2939'Ib uplift atyo(nt6 and 1909'IblJplitf"at joint Z 9)"Semi-rigidpitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)-shall.be provided sufficient to support concentrated.lead(s)2833 lb down and.1516 lb up at 7-1-9,1536ab down and 75516 up at'.9-0-12.:1536 lb downand:725 lb up'at 11-0-12,and 1636-lb-down.and 6991b.up at 13-OA2,.and ,- 1536+Ib down and"6761b upat 15-0-12 on bottom chord:The desigh/selectionof such connectiondevice(s)is•the responsibility of others. fl)'This manufactured1product'Is designed as an individual building component. The"suitability and use of th'iScomponentfor any particular building is the responsibility of the.building designer per ANSI TPI 1 as referenced by the building"code.' LOAD CASE(S) Standard Continued on Rage2 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE"PAGE AIII-7473 rev.101=015 BEFORE USE Design valid foruse only wish MITek®connectors.This design is based.only upon parameters shown,and;is for.anindividual building component;not a trLms system::aefore use,.the building designer must verlfythe-applicabilityofdesign parameters and propeny.tbcorporate this design intolhe.overall butdingdesign.Bracing.Indicatedisto prevent bucklingpfindividual.truss.web and/or chord members only.Addi6onaltempor&y.andpeananentbmcing. Is always required for stability and to prevent collapse Win possible personal Injury and�property damage.-For general guidance regarding the j -fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPlt Quality Criteria,DSB-89 and BCSI Building Component 6904-Parke East Blvd. Safety Information."available fromTnus Plate lnstitute,.218 N:Lee Street;Suite 312;,Alexaodrra;.VA 2231.4- Tampa;F136&1D. i I i ' 1 dab. Truss Truss Type Qty Ply 1'97120D-Lewvis Res. T10684871 I971200 T28 Common Gilder 1 'Z Job Referencefootianall ! Builders FirstSatuce, Plant City,FL 33566 i 7,640 s Apr 19 2016 MiTek Industries,Eric Fri Apr t4 09:33:142017 Page 2 ID:gJgX_Dvrhr$ Dd1rCi4NwlziePs:YdxGVurtSXvvsZ27f7aLgxp5lXkUkUD2i_8ieWi s7Z: I LOAD,CASE(S) Standard ro)Dead+Rooflive(balanced):Lumber Increase=1.25,.Plate lncrease=1.25 UniformLoads(plf) Vert:1-4=54,4-6=64,2-1.0=20 Concentrated toads(lb) Vert 7=1536(B)15=2833(B)16=1536(B)17=1536(B)18=1536(H) I ICI i II� I 7fMftaHon, G—Verify design parameters and READ NOTES ONTHISAND INCLUDED hfITEK REFERENCE PAGE MIF7473 rev.10Po3/20r5 BEFORE USE d for use only with•M7ek®.connectors.This'design is based only.upon parameters shown;and is for individual.building component,not tem Before use,the building designer must verity the app0cabIlAy of design parameters and properly incorporate this design into the overall slgn.Hradng indicated-ista prevem:bucng�of individual.truss webandlorchardmembers only:Additional;temporary and:pennanentbracfng•, _ quUed for stablGtyandloprevomco0apsewith possible personaiinjury and propertydamaga.Forganbralguldanceregardingthe - �storage,delive .e delivery, reLtonend'bracing af. sses and Truss systems,'See 'grySVfP[I rQUalfty CriteBe)DS&89'and SCBCBuifding Component 6904:Parke East'Blvd. Safety,nformation available from Truss Plate Ind'Lute,218 N.Lee Street,Suite 312,.Alexandda,VA 22314. Tampa,FL 36610 I I i JJob Truss I Truss Type Qty Ply 971200=Lewis Res. T10884872 971200 T29 Common 1 � Jab Referemce o tional Builders FtrstSaace, Plant0ty,FL 33566 7.640 s Apr 192D16 AArTek lndushies,.ino.Fri Apr,}409:33:152017.Page 1 - ID:gJgX_DvrhrB—Dd1rC i4NwlnePs-OpV4EiVDg2ndlicBDg5biN9yCgx3pg5n9ue1GAyzQs7Y 2-0-0 t 8-6-0 16-1-0 2-0.0 8S0 7-7-0 scale=1:29.7 5x6= • 3 5.00.12 3x4 4 1 6 3x&= 3x8 I -. 3x6= 1--- --- ------- ----- —— ------- ---i----- —----- --1¢t-0—------ ---I 8-6-0 7-7-0 Plate Offsets(X,Y)- f5:0-3-8,Edgel,16a1-3-0.0-3-01 LOADING(psf) -SPACING- 2-0-0 CSL DEFL. in floc) Ildetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.10 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:55 Vert(TL) =0.19 6-13 >999 240 BCLL. 0.0' Rep Stress Incr YES WB. 0.12. Hoq(CL) 0.02. S. n/a. n/a BCDL _ 10.0 —Code FBC2014/TPI2007 - (Matrix M) _-_1 Weight:60 lb FT=20"fa LUMBER- BRACING- , TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing: WEBS 2x4°SP No.3 SLIDER Right 2x4 SP No.31-6-0 REACTIONS. (lb/size) 5=566/Mechanical,2=73210$0 Max Horz 2=109(LC 12) Max Uplift5=226(LC 13),2=,322(LC 12) FORCES. Ob)-Max.CompJMax.Ten.-All forces 250(lb)or-less except whenshown. TOP CHORD 2-3=-834/695,3-4=-8091700,4-5=37910 BOT CHORD 2-6=498/689,5-6=-498/689 WEBS 3.6=20/325 NOTES- ,(8) 1)Unbalanced roof live loads have been considered for this design. .2)Wind:ASCE 7-10;Vuit=160mph-(3-second,9ust)Vasd=124mph;TCDL=4.2psf.BCDL=3:Opsf;h=15ft;Cat.II;Exp C;.Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottorn chord.in-all areas where a rectangle'3-6-01all by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girders)for truss to:truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 lb uplift at joint 5 and 322(b uplift at joint 2. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this'component for any, particular building is the responsibility of the building designer per ANSI TPIA as.referenced by the building code." I ®WARNING-verify design Parameters end READ NOTES ON THIS AND INCLUDED UREK REFERENCE PAGE MX7473 rev..}Q/0y20}S�BEFORE USE Design valid for use only with:MiTak®rannectom This aasign.is based only:uponparameters.shovm,and isfor-an individualbuildngoompanant not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the ovemli buUdingdesigm Bracingindicatedisto prevent bucklingofindividual•truss web and/or chord members only.Additional:temporary and permanentbracing Is atways required.foratablilly and topreventoollapse vAlh possible personal injury and property damage.For general guidance regaiding:the e fabrication,storage,delivery,erectiomand-bracing of trusses and truss systems,:see ANSVTPt1'qualay"Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety.Information available from Truss Plate.Institute,218 N.Lee Street,Suite 312,Alexandria,VA'22314. Tampa.FL 36610. gob Truss Truss Type aY JPly '971200-Lewis'Res 11 T10884873 I971200 T30 Hip 1 1 r Job Reference(optional) Builders FuslSource, PfantCity,FL 33566 7.640 s Apr 192016 MfTek Industries for.FrIApr 140993:15.2017 Page 1. I13:gJgX_Dvrhr6_Ddi rCi4NwlziePS-OpV4EiVDg2mUii:BDg5aN9yDCx_g5VgxetGAyzQs7Y -2-0-0 z-s-0 3-z-0 7-aB 1M-0 13-10-0 1E1-o 2-0-I 2-6-0. :V11 3-10-0 3-" 3-10-0 2-&e Scale=1:30.7 4xS, 5x6= 4 5. 5.00112 l I 1 f sxs °R Ulf. 7 d 2 3 6 zxa I I Dc4 I I Us 41 8' 34 = 2x4 = 2x4= 3x6 i 7410=--'--._-. 1.�Qr0"---- L3-10-0--- }'-------------3-2-0 -I----`-------- 31Q-0 -I----'----3-0-0— —{------3-10-0, i----Z-- Plate Offsets(X,Y)- [2:0-6-2;0=0-41.[3:OL0=15.0-2-121:[5:0-3-0.0-2-41,[6:0-2-5.0-2-2L[6:0-5-14,0-0-111,17:0-0-00-0-91 LOADING.(psf) 'SPACING- 2=0 0 'CSL DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 I Vert(LL) 0.29 3-10 >677 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88, 1 Vert(TL) -OA9 3-10 >397 240 BCLL. 0.0' Rep•Stress Incr. YES, WB 0.08, I HOrz(TL)• 0:32 7 n/a n/a `BCDL _ 10.0 Code FBC20141TP12007 (Matrix=M) L— - _— Weight 69'lb FT=20% - LUMBER- BRACING- TOP CHORD 2x4'SP`No.1"`Except* TOP'CHORD Structural woodsheathing directly applied or3-3-14oc'purlins. 4-5:2x4 SP No.2,5-7:2x6 SP No.2 SOT CHORD Rigid'ceiling directly applied or 6-0-0 oc:bracing. BOT CHORD 2x4 SP No.3'.Except' 2-11:2x4 SP No.2,3-6:2x4 SP M 31,7-8:2x6 SP No.2 WEBS .2x4.SP-No.3 REACTIONS. (lb/size) 7=531/Mechanical,2=77210-8-0 Max Horz 2=95(LC 12) Maz'Uplift7=-205(LC 13),2=317(LC 12) I FORCES. (Ib)-Max.Comp./Max.Ten.-All forces'250(lb)or less except when shown. TOP CHORD 34=1093/923;4-5=1008/935;5=6=-1064/892,6=7=-313/300' BOT CHORD 3-10=716/995,9-10=723/1008,6-9=721/1002,6-8=207/259 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph:(3-secand-gust)Vasd=124mph;.TCDL=4.2psf BCDL=3.Opsf;h=15ft;Cat.11'Ezp;C;.Encl.,GCpi=.0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS'for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate.drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_ 5)+This truss has been designed for a live load of 20.0psfbn the bottom chordin all areas where a rectangle 3-6-0 tall by 2-0-0 wide will At between the.bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide'mechanical connection(by others)of truss to bearing plate capable of withstanding 205 Ib uplift at joint 7 and 317 lb uplift at joint 2.. 8)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and'design-of this truss: 9)"This manufactured product is designed.as an.individual building.component. The.suitability and use of this.component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I II ®WARNING-Aerty design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIP7473 rev.10/03/2015 SEFOR&USE Design valid:foe use only with M rek®connectors.This'desigrris based only upon parametersshown,and is for an individual buildingcomponent noN a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall bdIlding,design.:Bracmg:mdicated4s to:preventbuckfing of Individual truss web endlorchord,members only..Additional,temporary and.pemranentbmdng Is always required forstabllity and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection:and bracing oftnisses and trusmaystems,see ANSf/rPlt quality Crlterli,DSB-89 and SCSI Building Component 6904'Parke East Blvd. :Safely Information available from Truss Plate Institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7ampa,�FL 36610 I li Job Truss Truss Type. Qty Ply 971200-Lewis Res T706&1874 971200 T31 Hip Girder 1 2 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s.Apr 19 2018 MiTek Industdes ano..Fri Apr,14,09:33:17 2017 Page 1. ID:gJgX_DvrhiB_DdlrCi4Nw.l ziePs-zCcPBw?[ISIUjOmaKF72Sa2Yxlgd8?pSOyMNFdOS7 W 2.6-0 3-2-0. 5-0-0 8-6-0 12-0-0 13-10-0 161-0 2-0-0 2-&0 ,0-&0 1=1P0 3-&0 3-6-0 1-10-0 2-30 • Scale=.1:31A 4x6 5x6= 3x4= 4 19 .5 21) E 7 590.12 V 8 N 0 2 3 11 21 .22 23 10 11 7 3k4= 3x4= Io o ` 1 12 9 3x4= 2x4r 2x4 3x6= 10 0-- t6-1 fi-----} 3-2-0 1-10-0 3-&0 .3.6-0 1-10.0 2-3-0 Plate Offsets(X,Y)- 12:0-0-10.0-0-Ol.f3:04 0,0-1-141,[6:0-3-OA-2.41,17:0-1-4,0-1-11,r7:0-4-14.0-0-111,f8:0-2,14:0-1-81 —r I LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udell 11d 'PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.23 12 >853 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.40 10.11 ->486 240 BCLL 0.0 ' Rep Stress Incr NO WB•. .0-09 Hotz(TL)• 0.26. 8 n/a. n/a. - BCDL 10_0_ Code FBC2014/TPI2007 :(Matrix-M) Weight:1481b FT=20%-- LUMBER- BRACING- TOP CHORD 2X4'SP No.1'Except" TOP`CHORD :Structural wood sheathing directly applied or.6 0 O ocpur ins.l 4-6:2x4 SP No.2,6-8:2x6 SP No.2, BOT CHORD. Rigid ceiling,directly applied or 10-M oc bracing, Except BOT CHORD=2x4 SP No.2*Except* .'64)-0 oc bracing:2.12;3=12. 3-12,7-9:2x4 SP No.3,8-9:2x6 SP No.2 WEBS .2x4SPNo.3 I REACTIONS. (lb/size) 8=7711Mechanical,2=1008/04I-0 Vax.Horz.2=8,O(L+C:B) Max'UplittB=-393(LC 9),2-533(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. TORCHORD .2-3=-283/17t,3-4=2365/1254,41A9=2304/1246,5=19=2304'/1246;520=-243311275. 6-20=243311275,-6-7=2415/1248,7-8=-454/253" BOTCHORD 3-11=-1161/2232,11-21=-1440/2713,21-227--1440/2713,.22-23=1440/2713, 10-23=-1440/2713,7-10=-1194/2386,.7-9=-1691357. WEBS 4-11=204/472,5-11=-504/350;5-10=�325/247,6-10-111/322 -NOTES- (12) 1)2-ply truss to be connected together with 10d(Oil31"x3"ynalls as.follows: Top chords-connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows-staggered at 0-9-0 or- Bottom chords connected as follows:2x4.-P row at 0-9-0 or,2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-4-0 oc,Except member 11-5 2x4-1.row at 0-9-0 oc,member 10-5 2x4-1 row at 0-9-0 Do. 2)All loads.are considered.equally applied'to.all plies exceptif noted.as front(F)or'back:(B)'face'in.the:LOAD CASES)section-Ply to ply connections have been provided to distribute only loads noted as-(F)or(B),unless otherwise Indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE.7-10;.Vult=160mph(3-second gust),Vasd=124mph;TCDL=4,2psf,BCDL=3.Opsf,h=15ff;Cat.If,*Exp•C;,Encl.,GCpi=0.18;. MWFRS(envelope);Lumber DOL=1.6Dplate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding.- 6)This truss has been designed for a 10.0 psf bottom chord live.load nonconcurrent with any other live loads. 7)-This. r trusvhas'been designed foa live load of 20:flpsf 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 393 lb uplift at joint 8 and 5331b uplift at joint.2. 10)"Semi-rigid'pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. J 1)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)154 lb down and 146 lb up at 5-O-O,63 lb down-and 674b:ep et 7-0-12,.63 lb down and 67111•up at.S 6 0,.and 631b down and 671b up,at 9-11-4,and 1364b down and 1.46 lb up at-t2=0=0 on top chord',and 76lb down and 851b up at 5zO-O,40 lb down and 40lb up at'7-0-12,40lb down.and 40lb up at 8-6-0,and 40 1b down and 40lb up at 9-1.1-4,and 76 lb down and 85 lb up at 11-114 on bottom chord. The design/selection of such connection devices)is the responsibility of others. Continued on Daae.2' ®WARNING'=Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M1I-7473 rev.1=12015 BEFORE USE Design valid far use only with MTak®connectors.This design is based only upon.parameters shown,and is for,an individual building component,not a truss system.Before use,.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For.general guidance regarding-the- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Ctiterfe,OSB-89 and BCSI Building Component 6904'Parke East Blvd. Safety.Information available from Truss,Plate.Institute.21&.N-,Lee.Streel,.Sulte31Z Alexandda,.VA 22314,. Tampa;FL.36610' Jab Truss iTrussType- Qty. ply 971200-Lewis Re& IT10SM874'. 971200 T31 .Hip Girder 1 2 1Job Reference{optional) I Builders FirstSource, Plant City,FL33566 7:640 s Apr 19 2016 MTek Industries,Inc..Fri Apt 14 09:33:17 2017 Page 2 .ID:gJgX_DvdirB Dd1tCi4 Ii1 IPs zccpaw'.2IlSIUjOmaKF7,2Sa2Y)dgd89pSQyMINFizgs7W 12)""This-manufactured product is designed as!an individual building component The suitability and use of this component for any particular building is the responsibility of'the building designer per ANSI TPI 1 asireferericed by the building code:" LOAD',CASE(5).:Standard 4 1)Dead+•Roof Live(balanced):Lumber Increase=1.25,Plate Increase=125 Uniform Loads(pio Vert:1-3=54;3-4=-54',4-6=K 6=7=54,7-8=-54,1246 2q 3'=7=-20;9-13=2W Concentrated`Loads(lb) Vert:4=-55(F).6=55(F)ti=76(F)'5=-31(F)i0=-76(F),19=-31(F)20=31(F)21=-40(F)22=40(F)'23=-40(F) i I I TNG-Vdfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCEPAGE M&7473 rev.1010312015 BEFORE USEd for use only with MiTekO connectors.This design is based only upon parameters shown,and isfor.an individual building component,not tem.Before use,the building designer must`verify the applicabllity of design parameters and propedy iacoiporale this design into the overall sign.Bracing 4ndicatedis to prevent buckling.ot.Individual-truss web andfor chord•members only.Additional temporaryandpennanentbracbg equlr�lorstability and to prevent collapse withposslble personalNury and property damage:Forgenerai guldanceregarding the storage,delivery,erection and bracing of tmsses and truss systems,see ANSUTPIT Quality,Cdteria;DSB-89 and SCSI Building,Component 6994 Parke East Blvd. Safety Information.available from Truss Plate Institute,.218 N..Lse.Street,.Suite 312,'Alexandria,VA 22314. Tampa;F..L,36610 Job Truss Truss Type Qty Ply 1s71zo0-Lewis Res. T19884875 971200 T32 Hip Girder 1 1 ., Job Reference o ti al Builders FrstSourre, Plant City,FL 33566 7--a s Apr 19 2016 MOTek Industries,Ina Fri Apr 14 09.23:18 2017 Page t ID:gJg3_DvrhrB_DdltCi4NW12lePs-ROAnLGONWIQLLALmuzfH_nat984otRkbdc6wnHzQs7V 4-3-12 I 7-5-4 11-9-0 4-3-12 3-t-8.. 4-3-12. Scale=1.19.6 .--- 4x6= 46= 3.33�f2 8 2 9 3 10 11 7 1 l 1 L 10 12 13 14 6 15 5 16 17 16 2x4 14 2x4' ll 3x4= 3,41 I'--------"-------- --- 12 ------'-1------ 3-1-8. - --1----------------4-3-12 LOADING(psf) SPACING- 2-0-0 CSi. OEFL." in Doc) I/deft Ud i PLATES GRiP TCLL '20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.07 5-5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.59% Vert(TL) -0.14' 5-6 >961 240 - BCLL 0.0 ' Rep'Stress incr NO WB 0.17 Horz(TL) 0.03 4 n/a n/a j BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight48Jb Fr,=20.% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-11-6 oc pur ins.j BOT CHORD 2x6 SP'No.2 SOT CHORD Rigid'ceiling-directly applied olr 7-8-7 ocbracing. WEBS 2x4.SP No.3 REACTIONS. (lb/size) 1=770/1-0-0,4=770/1-0-0 " Max Horz.1-21(LC 13) Max Uplift-1=-309(LC 8),4=309(LC 9) r; FORCES. .(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=2047/909,7-8-2022/923,2-8=-2011/913,2-9=1998/913,3-9-1998/913, 3-10-2011/913,10-11=-2022/922,.4-11=-2047/908 BOT CHORD 1-12=87311941,12-13=-873/1941,13-14=-87311941,6-14-873/1941,6-15=-89711998, 5-15=-897/1998.5-16=872/1941,16-17=872/1941,17-18-872f1941,4-18;872t194] WEBS 2-6=-198/459,3=5=-198/459 NOTES- (10) 1)Unbalanced roof live loads'have'been considered'for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15f;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. - 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss'has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide Trnechanical connection(by others)ofarussao bearing plate capable of withstanding 309.1b uplift at•joint 1-and 309.1b uplift at joint 4. 7)"Semi-rigid.pitchbreaks with fixed heels"Member end fixitymodel 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 toad(s)102 lb down and 98 lb up at 1-5-0, 69lb down and 42lb up at 3-945,64 lb down and 62.1b up at 4-3-12,92lb down'and 46 lb up at 5.10-81 64 lb down and 62 lb up at 7-5-4,,and:69 lb-clown and-42 lb up at 7-11-1,and-1 02 lb down and'98 lb up at 10-4-0 an top chord,and 53 lb down and 66.lb up at 1-5-0,206 lb.down and 107 lb up at 2-5-4,22 lb down and 23 lb up at 3-9-15,22 lb down and 36 lb up at 4-3-12,206 lb down and 107 lb up at.4.5-4,.206 lb down and 107 lb up at 5-.10-8,19 Ib.down and 13.tb up at 5-10-8,206 lb down and 107 lb up at 7-3-12,22 lb down and 36 lb up at 7-5-4,22 lb down and 23 lb up at 7-11-1,and 206 lb down and 107 lb up at 9-3-12,and 53 lb down and 66 lb up o at 10-4-O on bottom-chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front-fl or back(B). 10)"This manufactured product is designed as an individual building component The suitabilityand use of this comppnentforany particular.building is.the responsibility.of the.building designer per.ANSI TPI 1 as referenced.by the.building code." LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25;'Plate Increase--1.25 Continued on ope 2 ®WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITEC REFERENCE PAGE 4111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not 'a truss-system.11efore.use;the building designer must-verify:the•appiicablilly,ofdesign.parameters and properly tncorporate'thisdesigminto the overall building design.'Bracing indicated Is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and'property damage, For general guidance regarding the fabrlcatlon,-storage,delivery,erection and bracing of trusses and truss systems,see -ANSIIT%1 Quality Criterla,DSB-89 and SCSI Building Component Eest Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Nexandrla.VA 22314. Tampa.6904 Parke 3ast I Job Truss Truss Type ally Ply 971200-tewis Res. T10884875 971200 T32 Hip Girder 1 1I (optional) Builders FirstSource, PlantCtry,_FL 33566 7YAG a Apr,19 2016 MrsMadustries,Inc.Fri Apr 14 09:33:18 2017 Page 2 ID:gJgX_DvrhtB_Ddt rCi4Nwl ziePs-ROAnLGON W IQLLALmuzfH_nat984otRkbdc6wnHzQs7 V' LOAD CASE(S) Standard = Uniform.Loads(pit) Vert:'1-2='54,'2-3=54,3-4=54,14=-20 Concentrated Loads(Ib) Vert:2=13(F)3=13(F).6 186(F=20;B=206)5=186(F=20,B=206).7=23(F)8=34(F)8=46(F)10=34(F)11=23(F)12=34(F)13=206(B)14=11(F)15 B=206)16=11(F)17=206(B)18=34(F) i II ®WARNING—Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK.REFERENCE PAGE-9&7473 rev.1010312015 BEFORE USE .Design.valid for use only with MTek®connectors.This design is based only uponparameters shown,and is for an individual.buildmg component,not a truss.system.Before use,the building designer must verify,the.appllrabilityof design parameters and property incorporate this design into Ore overall building deslgrr_Bracing Indicated is toprevent bud ding of lndMdual buss web andfor chard members ordy.Additional temporary and permanent bracing r is always required for stability and to prevent coliapsaWth possible personal Injury and property damage.For general guidance regarding the% fabitrallon;storage;delivery;erection.and bracing of trusses and truss systems,see 'ANSVrPI1 Quality Criteda,*DSB-89 and'BCSI Su8ding'Component 6904 Parke East Blvd. Safety Infonnallon.available from Truss.Plate Institute,218 N-Lee Sheet,Suite 312,Alexandria,VA 22314.. Tampa;FL 36610 i (Job JTruss ITruss-Type Ory Ply 9rimo-tewisRes. 710884876 971200 T33 Common 1 1 I Job Reference(optional) -Builders FirstSourre; Plant.01y.FL 33566 7.640 a Apr.192016 Wek.lndushriM..lnc Fri-Apr.14:09:33:1112017:Page l IIXgJg)_DVft5_Dd1 rCi4NW iziePs-ROAnLGONVIRQL-LALmuzfH_napvB8itSAdc6wnHzQs7% i 'S•&0 11-4-0 r �sB-o sso I scale=1:19.0 4x6 = " 2 i �\\\ i S.DO R2 LJ I 4 2.4 II 3x4= 3x4=. Plate Offsets MY-1— f1:0-1-6,EdgeL 13:0-1-6.Edgel 'LOADING,(plif) .-.SPACING- '2=0=0 CSI. "DEFL. 'in (lob) 'I/deft 1_Jd '.PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.04 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 , BC 0:33 Vert(rL) -0.07 3-4 .>999 240 BCLL 0.0* Rep Stress Incr YES WB. 0-10 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matrix) I I Weight:39,16 FT=201% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or-6-0-0 oc'puriins. BOT CHORD 2x4 SP No'2 BOT CHORD Rigid ceiling directly applied or 8-3A 0 oc'bracing. WEBS 2x4:SP No- 3 REACTIONS.' 0b/size)' 1=39510-M,3=395/0-8=0 Max Harz 1=-43(LC 13) Max Upliftl=-157(LC 12),3=157(LC 13) FORCES. (lb)-Max.Comp.JMax.•Ten. All forces 250(lb)or less except when shown. TOP CHORD 1-2=621/586,2-3=621/586 BOT.CHORD 14=419/514i3-4=419/514 .WEBS 2-4=-50/252 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;'Vult=160mph(3-second gust)Vasd=124mph;TCDL=42psf;'BCDL--3.0psf;'h=15ft;Cat.lh,Exp°C;'Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gdp'DOL=l,60 3)This truss has been designed for a 10.0 ps€bottom chord live load nonconcurrent with any other Jive.loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all,areas where a rectangle 3.6-0 tall by 2-"wide will fit between the bottom chord and any other members.. 5)Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 1571b uplift at joint 1 and 157 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. 7)"This manufactured:product)is-designed as an:individual building component:The suitability and use of this component for any particular building is the responsibility of-ths building designer per ANSUTPI.1 as:referenced by the building:code' I ®WARNING-Ved&design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE N0.7473 rev.1 010 312 015 BEFORE USE. .Design valid for use only with MiTek®cennectom This design is based only upon parameters.shown,.and.is for an individual building component,-not a-truss system Before use,the building designer must verity the.applicability or design parameters and properly incorporate this design into the overall building-designE,BracingJndicated.islo prevent buckling of individual hvss.web,andrarchord.members.oniy.,Additional temporary and permanent bracing, Is always required for stability and to prevent collapse with possible personal injury and propertydamage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVT ,.D PlI.Quality CriteriaSB-89 and.BCSI Building Component 6904.Parke East Blvd. -%sarety'infoonation available from Truss Plate Institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job Truss Tntss Type Qry �PPJ�yE971290--Laws Res71OSM77971200 T34 Hip Girder 1 e nce(optional) Builders.FirstSource;, Plant.City,;FL33566 I Z640sApr,1g2016 MiTek Industriesanc.Fd.Apr.1409:33:192017 Paget. ID:qJgX_Dvrhr6_Dd1'rCi4Nw121ePs-vakgZc02H3YBzKwzSgAWX7706YUecvaksGFTJjzQs7U' -2-0-0 5-0-0 114-0 13.4-0 2-0-0. 5-04) 1.4-0- 5-40 Scale=1:25.5 • 4xG. 4x6= 3 4 5.00�12 N 2 .5 Elf \� Io 1 B, 7- 3x4= 2x4 12x4 If 3x4 LOADING(psi) SPACING- 2-0-0 CSI. OEFL. in (loc) I/dell L/d :PLATES GRIP TCLL 20*.0 P1ateGrip DOL 1.25 TC '"0-37 Vert(L'L) -0.02 2-B >999 '360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.05 2-8 >999 240 BCLL 0.0 ` Rep.Stress Incr NO WB 0.07 HOrz(fL) 0.01 .5 n/a rda BCDL 10.0. Code_FBC2014lTP1200T (Matrix); _ _ __ _ Weight_471b FF=200/m. LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 40T•CHORD 'Rigid ceiling directly applied or 10=1-0 oc`bracing. WEBS 2x4 SP No.3 REACTIONS. Qb/size). 2=637/0-8-0;.5=637/0-8-0 Max Horz 2=53(LC 31) Max Uplift2=332(LC 8),5=-324(LC 5) FORCES.:Qb)-'Max.Comp:/Max Ten.-All forees250(lb)or less except,when.shown. TOP CHORD 2-3=-824/400,3-4=703/399,4-5=824/414 BOT CHORD 2-8=320/696,7-8=3161703,5-7=-316/696 . NOTES- .(10). 1)Unbalanced roof.live loads have been considered for this design. 2)Wind:.ASCE 7-10;VuIt=160mph{3-second gust)Vasd=124mph;TCDL=42psf;,BCDL=10psf;,h=15ft;CaL 11;Exp C;Encl.,GCpi=0.18; MWFRS(envelopej;Lumber DOL=1.60 plate.grip DOL=1.60 ----' 3)Provide-adequate drainage to prevent water,pon'ding. .4)This truss has been designed for a 10.0 psf bottom chord live load none oncurrent with any other live loads. 5)'This truss has been designed for a five load of 20.0psf on the bottom chord in aii areas where a rectangle 3-6-0.tali by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 332 lb uplift atjoint 2 and 324 lb uplift at joint 5. 7)"Semi-rigld=pitchbreaks with fixed.heels"Member.end.fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connectiomdevice(s),shall be provided sufficient to,support concentrated load(s)170 lb down and 176 lb up at 5-0-0; and 153 lb down and 176lb up at 6-4-0 on top chord,and 89 lb down and 24 lb up at 5-0-0,and 89lb down.and 24 lb up at 6-3-4 on bottom.chord. The design/selection of such connection device(s)is the responsibility of:others. 9)In the LOAD CASE($)section joads applied to:theface.of the-truss are noted as front.(F)orback.(B). 10)"This manufactured product is designed'as an individual building component'The suitability and use of-this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ,LOAD.:CASE(S) .Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plo Vert 13=54,3A==54,4-6=-54,2-5=20 Concentrated Loads(lb)• Vert 3=-76(B)4=76(B)8=40(B)7=40(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED drrrEK REFERENCE PAGEMY-74M rev.1OM312015 BEFORE USE. Design valid for use only with cull rek®connectors.This design is based only upon parameters shown,and is for an individual!wilding component,not .,a trusssystem::Before use,4he building designer must verifythe applicability of design,parameters and.propefly Incorporate this design intodheoverall building design,Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional-temporary and pennanent bracing Is always required forstability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection.and,bracing of trusses,and.truss systems,see .ANSIAPII Quality Criteria,DSB-69 and BCSFBtiOding Component 6904 Parke East EML Safety Information ava6able from Truss Plate tnstNute,.216 N.Lee street,Suite 312,Alexandria,VA 22314.* Tamper FL-36610 Job Truss Truss Type Qty Ply 1.9712DD-Lewis-Res. TIOBB4878 971200 Vol Walley 4 l i 1 Job Reference(o tional Builders FirstSoures, Plant City,FL 33566 7.640 s Apr 19 2016 Mi'rek.lndustpla%Inc.Fri.Apr.14.09:33:19 2017 Page 1 ID:gJgX Dvrhff DdliCi4NwlziLiPs-vakgZW7H3YB2KivzSgAWX775JWVcwiksGrTJNiQ 7U. 2-0-0 2-0-0 Scale=1:7.0 5.00 12 2 1 i i 3 2x4 i ,.LOADING.(psf) -SPACING- 2-0-0 CS1. DEFL in {hoc) I/defl L/d PLATES GRIP TCLL '20:0 Plata Grip IYOL 1:25 TC '0:03 `Vert'(LL) n1a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03. Vert(.TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress1ncr YES WB' 0.00 Horz(TL) -0.00 2 n/a n/a BCDL_10.0' _ Code.FBC2014Cf.P12007' (Matrix) _ WeighC_511i FT=20%_--_ LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing.directiyapplied or 2-0-0 cc pur ins. BOT CHORD '2x4 SP No.3 BOT'CHORD ' Rigid celfngAirectly applied-or 10-0=0 oc'bracing. REACTIONS. (lb/size) 1=4611-11-6,2=3411-11-6,3=12/1-11-6 Max Horz 1=26(LC 12) Max Uplift l=-16(LC 12),2=31(LC 12), Max Grav 1=46(LC 1),2=34(LC 1);3=25(LC 3) FORCES. (lb)-Max.Comp./Max:Ten.-All forces 250 Qb)or less except when.shown. NOTES- (8) 1)Wind:ASCE 7-10;Vuft=160mph(3-second gust)-Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;CaL II;Exp C;End.,GCpi= 18; MWFRS(envelope)and C C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber,DOL=T.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any otherlive loads. 4)`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 fit between the bottom chord.and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify.Capacity of bearing.surface: 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 1 and 31 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '8)'This mandfactured,product.is deslgned.as'an.individual.building component'The suitability and use of this component forany particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verffy dm@n parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MY-7473 ray.f0/03/2015 BEFORE USE n va lid foruse arty with 6bTek®oonnectars.This design is based only upon parameters shown,and is for an individual building component,not a truss System.Before use,the building designer most verify the applicability of design parameters and property incorporate this design Brio the overall .buffding:design.Bracing indicated is to prevent buckling of.individualauss webendla chord membersodly..Additionallemporeryand permanent bracing As always m4ulredfoT6tabgityand:toprevent¢dlapse.with posslblepersonal injuryand property damage.For general guidance regarding the fabrication,storage,delivery,election and bracing of trusses and truss systems,see ANStrrPit Quality Criteria,DS13-119 and SCSI BuildingComponent 69D4 Parke Fast Blvd. -Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 -.—.-_------------1 i Job Truss JTTussType 10ty PlyJ-971200-LemisFtas. �T10884879 971200 V02 valley 4 1 Job Re a ce Uonal Builders FnstSourcec PW.City,FL 33566 7.640sApr.19201611bTek-Industries;.Ian:Fri.Aprt409.3.3:202017.Pagal IO_gJgX_DvrhrB DdIrCi4NwlzrePs-Nm1Ymxld2Ng2aUV970hl4CgEJyULLyu5wbl's9zOs7T 4-0.0 So ale=1:11.3 2x4 11 3 2 S:oO"12.° .. u I 1 i 5 4 2x4 7::� US II r LOADING,(psf) SPACING- 240-0 CS1. DEFL. in Coo) t/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.'25 f` TC 0.1.5 Veit(LL) n/a .n/a 999 VT20 '244/190 TCDL 7.0 Lumber DOL 1.25 I BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stresslncr YES WB '0.13 y Horz(TL) -0.00 3 n/a nta BCDL 10.0 Cade FBC2014I1'P1200T (Matrix), Weight:AXIb; FT=20%: LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc puffins. BOT CHORD '2x4'SPTlo:3 'BOT'CHORD Rigid ceiling directly applied or 10-U-O cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=83/3-1.1-6,3=-84/3-11-6,4=35/3-11-6,5=277/3-14-6 Max Horz.1=67(LC 12) Max Uplift1=21'(LC 12),3=84(1_C 1),4=70(LC 3),5=159(LC 12) Max Grav-1=83(LC 1),3=78(LC 12),5=277(LC 1) -FORCE S. (lb)-Max.Comp./Max.Ten.-All forces'250(lb)or less excepl•when.shown. WEBS 2-5=219/431 NOTES- (8) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf,h=15ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces li,MWFRS for reactions shown;Lumber COL=1.60 plate g ipiDOL=1ZO 2)Gable requires continuous bottom chard bearing. 3)This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other five loads. 4)'This truss has been designed for a live load of 20:0psf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-.0'0 wide will fit between the bottom chord.and any other members.. 5)Bearing at joints)3'considers parallel to grain value using ANSVI 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 withstanding 21 tb uplift at joint 1,84lb.upliftnt joint 3,70 11b uplift at joint 4 and 1591b uplift at joint's. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use ofthis component-for,any particular building is the responsibility of the.building designer.per.ANSCTPI'1.as:referenced'by the.building code_" i I i WARNING-Verify design parameters and READ NOTES ON TNfSAND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.1 a1=015 BEFORE USE. _Design valid for use only with MiTek®connectors.This designis based only upon parameters shown,and is:for.an Individualbuilding.component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building,design,Bracing,Indicated istopmventburkling of individual buss webandfor chord.members:ony::Additionat.temporary.end.permanent.hracbnl; 'is always regnired for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Cdteda,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plato.institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. 7empa.R 36610 __] Job Truss Valley Type t1ry Ply 1 971200-Lewis RRe. T1D6&4680 971200 V03 Valley 4 Job Reference'(optional) Builders FlrstSource; PlantClty,FL.33566 7:640.s Apt19 2016:MTek Industries.Inc:..Fri Apr 14 09:33:20 2017 Page.1 ID:gJgX_DvrhrB_Dd1 rCi4NwlziePs-NmlYmxl d2N g2aUV97Oh14 CgDgyscLLvu5wbl sg--Qs7T. 4-7-15 6-0-0 4-7-15 1-4-1' Scale=1:15.7 3 5.00.12 2x4 11 2 1. 1 c9t 0 3 4 2x4 i 2x4 ll 1 LOADING(psf) SPACING- 2-0-0 CSI. -DEFL. in Doc) Well Ud t PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 'Horz(TL) -0.00 3 rda n/a BCDL AU Code FBC2014frP1200T (Matrix). Weight 191b FT=-20% .LUMBER- BRACING- TOP-CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc puriins. SOT CHORD 2x4 SP No.3 'SOT CHORD Rigid ceiling directly applied-or 10=0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=113/5-11-6,.3=-8/5-11-6,4=3/5-11-6,5=286/5 11-6 Max Horz 1=108(LC i2) Max Uplift1=21(LC 12),3=-B(LC 1),4=7(LC 3),5=169(LC 12) Max Grau1=113(LC 1),3=7(LC 12),5=286(LC 1) FORCES. (lb)-:Max.Comp./Max.Ten.-All forces 250(lb)or less exceptwhen shown. WEBS 2-5=226/443 NOTES- (8) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;GC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires conUnuousbottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 4)'This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tan by 2-0=0 wide will fit between-the bottom,chord and.any othermembers. 5)Bearing atjoint(s)3 considers parallel to grain value using ANSI/TPI'1 angle to grain formula. Building designer should verify capacity of bearing,surface. 6)Provide mechanical connection(by.others)of truss to.bearing plate capable.of withstanding 21 lb uplift at Joint.l,8lb uplift at joint 3,7 lb .uplift at joint 4 and 1691b:uplift at joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This-manufactured product is designed as an individual building component. The suitability and use of-this component for any particular building,is the responsibility othee building,designer per ANSLTPI 1 as referenced by the building code." I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1411=015 BEFORE USE. Design valid for use only with MToic®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability,of design parameters and property incorporate this design into the avetall buildingdesign.Bracing Indicatedlsto prevent budding of individual buss web andfor chard members only.Additional temporary and permanent bracing i Is always required for stabft and to prevent collapse with possible-personal injury and property damage.For general guidance regardirtgMe fabrication,storage,delivery,election and bracing of,trusses and truss systems,see ANSITPII Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 31$.Alexandria,VA 22314. Tempa,Fl 36610 Job Truss Truss Type 17P7,y711.7o-Levis Res. T10B84881 971200 VO4 VaO'y tional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19201.6 Wek lndustoes,Ino.FriApr 14,09:3321.2017 Page f ID:gdg) Dvrhr6 Dd1rCi4NwlziePs-rzswzH2GpgovCd4125C_r.QCMtM7.F4os1JaKaOczQs7S 6-1-5 840=0' 5-1-5 1-10-11. i Scale=1:19.4 3 ff 2x4 11 5.00 12 2. Ll 5 4 3A % 2x4 11 1 LOADING(psf) SPACING- 2-0-0 CSI. i DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate.Grip,DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OA8 Vert(TL) n/a - n/a 999 BCLL 0:0 ' Rep'Stress Incr YES WB 0.15 Horz(TL) =0.00 .3 n/a n/a BCDL 10.0 _Code FBC2014/TP12007 (Matrix) -_ —_ Weight 26lb F6=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0'oc bracing. 'WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=156f7-114i,3=-5/7-11-6,4=13R-11-6,5=3 9817-1 1-6 Max Horz 1=150(LC 12) Max Uplift 1=30(LC 12).3=9(LC 3),4=13(LC 1),5=234(LC 12) Max Gray.1=156(LC 1)i 4=11(LC 12),5=398(LC 1) FORCES. (lb)-Max.CompdMax:Ten.-All forces 250'(Ib)or less except when.shown. WEBS 2-5=276/507 i NOTES- (a) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2pst;BCDL=3.Opsf,h=15ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces'&MWFRS for reactions shown;Lumber D0L=1.60 plate :grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tail by 2-0=0 wide will fit between the bottom chord'and any other members. 5)Bearing at joints)3 considers parallel to grain value using ANSI/TPI tangle to grain formula. Building designer should verify capacity of bearing surface. 6).Provide mechanical connection(by others)of truss-to bearing plate.capable of withstanding 30 Lb uplift atjoint 1,9 lb uplift at joint 3,13 lb uplift at.joint 4 and 2341b,uplift at joint 5. 7)"Semi-rigid pitchbreaks with"fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use.of this component-for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AlIX7473 rev.101012015 BEFORE USE Design valid for use only with MIT"connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into Ora overall building design.Bracing indicated is to prevent buckling of Individual buss web and/or chord members only.Additional temporary and permanent bracing Is always required far stability and to prevent collaps,.a with possible personal injury and property damage.For general puklarim regarding tha= fabdeatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information ave➢able from Truss Plate Institute,218 N_Los Street,Suite 312,Alexandria,VA 22314. Tempe,FL 36610 i ]Job Truss Truss Type 10ty Ply 971200-Lauds Res. !T70684682', 971200 V05 Valley 1 1 Job Reference rents(oDtionall Builders FrslSource; Plant City,FL 33566 7.640 sApr 192016 MReklndustries;Ina Fri Apr 1409:33:21'2017"Page t ID:gJgX Dvrhr6_DdlrCi4NwlaePs-rzstnH2GpgovCd4t25C cQCOQMBG4oA1JaKa0¢Qs7s 3-B-8 B-6-1 10-0-0 ' 3-8.8 49.9. 1�5-15 i 4 Scale=122-0 2x4 I I 3, 5.00 12 i 2x4 II 2 Lj Li � y 2x4 7 6 5 2x4 ll 2x4 11 0-0-10 3.1-14- 4-9-9 1-5-15 .LOADING(psf) SPACING- 2-0-0 � CSI. ' DEFL in (loc) Well L/d PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 023 Ved(TL) n/a n/a 999 BCLL 0.0 ` RepStress•Incr YES WB 0.13 Horz(TL) -0:00 -4 n/a 'n/a BCDL— 10.0 _—Code FBC2014/TP1200T` (Matrix)-_ _ _ _Weight 35lb _ FT_20% LUMBER- BRACING- TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- WEBS 2x4 SP No.3 REACTIONS. All bearings 9-11-6. (Ib)- Max Horz 1=191(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,5'except 7=-194(LC 12),6=181(LC 12) Max Grav All reactions 250lb or less atjoint(s)1,4 except 7=326(LC 1).6=308(LC 1) FORCES. •(Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less exceptwhen shown. TOP CHORD 1-2=3521136 WEBS 2.7=237/438„3-6=2251414 NOTES- (8) 1)Wind:ASCE 7-10;Vult--160mph(3-second gust),Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=15ft;Cat II;Exp C;End.,GCpi=0.18; MWFRS:(envelope)and:C-C Exterior(2)zone;C•C for members and.forces'&;MWFRS fdr reactions shown,Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other:liveloads. 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-D-0-wide will` fit between the bottom chord and any other members. 5)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity .of•bearing.surface. 6)Provide,mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)4,5 except Qt=lb) 7=194,'6=181. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual'buildiilg component. The suitability and use of this-component for any particular building is the responsibility of the building designer per ANSI-TPI,t as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M&7473 rev.1010312015 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shorn,and is for an individual building component,not a truss systom:Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web andlor chord members only.Additional temporary and permanent bracing Is always required for statdtiry and•-to prevent collapse with possible pamonal Injury and property damage.For general guidance regarding the- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStrrPl1 Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. SafolylnformslI"e,andbla fromTruss Plate Instituta,.1111 N.Loe Street,Suite 312,Alexandria,VA 22314, Tompa,FL 366110 i Job Truss Truss Type City Ply 971200-Lewis Res. :T106&1683 971200 V06 Valley 1 1 Job Rela ce o ti Builders FirstSource, Want City;FL 33566 T.64Qs ApY192016Mrreklndusbies;uric FrfApr14'09:33:222017 Pagel ID:gJgX DvrhrB_Dd1rCi4NwlziePs-JgQ1Bd3uZ wmgnfX7ojDgdlXamU0pF1BYE48w2zQs7R 6-15 10.10-14 12-0 i 6-1-5 4-59 i 2x4 I j 4 Scale=1.25A II 3 5.00 i 2x4 11 ic 2 1 .7 0 Li cr c - - - - U4 7 6 5 2x4 11 ..20 11 o D&10 40-10 6-0-11 4-9-9 12102 LOADING.(psf) SPACING- 2-0-0 CSI. DEFL. in •Voc) a/defl -Ltd Pl ATES GRIP TCLL . 20.0 Plate Grip.DOL 1.25 TC 0.35 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) n/a - n/a 999 BCLL -0.0 ' Rep Stress lncr YES WB 0.15 Horz(TL) -0.00 4 n/a n/a BCDL _10.0 _ _ Code FBC20141TP12007 (Matrix) -__ - Weight 45115- _ FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.! BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 1.1 11-6. (lb)- Max Horz 1=232(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,5 except 7=258(LC 12),6=-155(LC 12) Mac Gray. AII'reacbb.ns 250 ib or less at joint(s)1,4 except 7=437(LC 1),6=266(LC 1) FORCES.'(Ib)-:,Max.Comp./Max.Ten.-All forces'250(Ib)or less except when shown. TOP CHORD 1-2=3591142 WEBS 27=306/520_136=2001357 NOTES- (8) 1)Wind:ASCE 7,-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;,BCDL--3:Opsf;.h=15ft CaL Ii;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extetior(2)zone;C-Cfor members and forces&MWFRS for reactions sham;Lumber DOL=1.60 plate grip DOL=1160 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 3-064tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)4 considers:parallei to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity, of bearing.sulface. 6)Provide mechanical connection(by others)-of truss to bearing,plate capable of.withstanding 100 lb uplift atjoint(s)4,5 except at--lb) 7=258,6=155. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufacttlred-product is designed as an individual building component The suitability and`use of this-component for any particular building is the responsibility of the building designer per ANSI•TPl%l as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE AW-7473 rev,101=015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,end.is for an individual.building component,not e truss system.Before use,the building designer must verify.the applicability of design parameters and properly,incotporate this design into ftre-overall building design:Bracing Indimted'is to prevent buckling of individual Muss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse wits possible personal Injury and property damage.For general guidance regarding_the• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Duality Criteria,OS8.89 and BCSI Building Component 6904 Parke Fast BNd. Sefety'Informstlon available from Truss Plate InsOlMte,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i i JJob Truss Truss Type JQty JPly 971200-Lewis Res. T1D884884 971200 V07 valley1 1 . J bReference tional Sulders FastSource, Plant City,FL 33565 7.640 s Apr 19 2016 Mrrek Industries,Inc.Fri Apr 14 g9:3322 2017 Page 1 ID:gJgX_DvrhrBr_Ddl rCi4NwlziePs-J9QIBd3uZ_wmgnf X7ojDgdNVTmX2pFoBYE48w22Qs7R I 6-tS 5-9-32-1-8 4x6= 2x4 I I Scale=1:29.5 3 4 5 Ir 5.00 12 2x4 (f 2 1 0 3x4 9 10 8 7 6 W.11 .2x4 I I 2x4 11 M10 6.0-11 "_--}------------ 5-9-3 -----I---2-1-8 LOADING(psf) SPACING- 2-0-0 CSL :.DEFL. In Ooc) Udeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA5 Vert(LL) r la - .n/a' 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 025 Vert(TL) n/a - n/a 999 BCLL 0.0- Rep Stress lncr YES WB '0:17 Horz(TL) 40.00 <5 n1a n/a BCDL 10.0 —_Code FBC20141TP12007 (Matrix) _ _— Weight 58 lb _ FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1 G-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. Allbearings,13-l", (lb)- Max Horz 1=230(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5'except 9=292(LC 12),8=144(LC 12),7=139(LC 18) Max Grav All reactions 250 lb or less at joint(s)1,5;6;7 except9=486(LC1),8=384(LC 2) FORCES. '(Ib)-'Max.Comp./Max.'Ten.-All forces'250(Ib)or less exceptwhen shown. TOP CHORD 1-2=-3361132 WEBS 2-9=-348/571,3=8=-2251363 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design: 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL--3.9psf;tt=15ft;Cat.11;Exp C;End.,GCpi=0.18; MWFRS,(envelope).and GC Extedor(2)zone;GC for members and forces&.MWFRS for reactions.shown;Lumber.DOL=1.60 plate grip DOL=1.60 -3)Provide adequate drainage to prevent water pone ing. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit.between thebottom chord and.any other.members,with BCDL=10.gW. 7)Provide mechanical connection(by.others)of truss to bearing plate capable of.withstanding 100 lb uplift at joints)5 except at--lb)9=292 ,8=144,'7=139. 8)"Semi-rigid pitchbreaks with fixed heels"Memberend fixity model was used in'the analysis and design of this truss. 9)"This manufactured product is designed'as an individual building component The suitability and,use of this component for any particular buildingis the responsibility of the building.designer perANSI,TPI 1-as referenced by the building code:' I ®wARNING-Ved y design parameters ad READ NOTES ON THIS AND INCLUDED AfnEK REFERENCE PAGE MD-7473-rev.1O/MOIS BEFORE USE. Design valid for use.oniy wM MTek®connectors.This.design.is based only upon parameters Shawn,and.is.foren individual building component,-,not a truss system.Before use,the building.designer must verify the applicability.of design parameters and property,incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing, is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance,regarding the- fabrication,storage,delivery,erection and bracing of tmsses and buss systems,see AN9I/rP11 quattty Criteria,.DW-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety.Infonnation available from Truss Plate Institute,218 N..Lee Street,Suite 312,Aknumdria,VA 22314. Tampa,FL.36610 Job Truss Truss Type Qty JPly 971200-Levris Res. TIOBB4885. 971200 V08 Valey 1 1 i 6:Rafe tlanal Builders FirstSource, Plant City,FL.33566 i 7.640 s Apr 19 2016 6UTek Industries,Inc.Fri Apr 14 09-33:23 2017 Page 1. ID:gJgX_DwhrB_Ddi tCi4NwlziePs-nLyOz4WK12dRxEkhWEShrlh89sEY19KnuphSUzQs7Q. 6.1-5' , 11-1Q6 16-04 6 5.9- 4-1-8 46 c Scale=1:31.1 2x4 II 3 4 5 i 5.00 12 ) 2x4 it �. 2 i 1 -Jx4 :9 10 .8 7 6 1 .2x4 I l 2x4 11 .2x4 11 O-Qryla 6-0-11 5-11 4-1-8 — 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL.. In (foc) I/defl Ud PLATES GRIP TCLL 20.0 P1ate.Gdp DOL 1.25 TC 0.43 Vert(LL) n/a - .Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 026 Vert(TL) nla - n/a 999 BCLL `0.0 ' Rep Stress incr 'YES WB 0:16 Horz(TL) =0:00 , i5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight 64lb FT=20% LUMBER- BRACING- j TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS '2x4 SP No.3 • REACTIONS. A0 bearings 15-11-6. Max.Harz.1=230(LC.12) Max Uplift All uplift 100lb or less at Joint(s)6 except 5=114(LC 24),9=293(LC 12),8=145(LC 12),7=148(LC 8) Max Grav All reactions 250 lb or less at joint(s)1,5,6 except 9=486(LC 1),8=417(LC 2),7=313(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250,(Ib)or less except when.shown. TOP CHORD 1=2=322/126 j WEBS 2-9=348/547,.3-8=243/359 NOTES. (9) 1)Unbalanced roof live loads'havebeen considered for this design. 2)Wind:-ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL--3.0psf;-h=15ft;Gat 11;-Exp G;,Encl.,GCp'i--0.18; MWFRS(envelope)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 3)Provide adequate drainage to prevent water ponding, 4)Gable requires continuous,bottom chord bearing. 5):This truss has.been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*.This truss has been designed fora live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between.the.bottom.chord and any other members,with BCDL=10:0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)6 except Gt=Ib)5=114 9=293,8=.145.7=148_ .8)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and-design oi this truss. 9)"This manufactured product is designed as an individual•building component: The suitability and use of this componentforany- particular building.is the responsibility of the building designer per ANSI TPI 1 as referenced by,the building code." Y ®WARNING-Verily da`9n parameters and READ NOTES ON TINS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.1WO312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shorn,and isfor.an individual Wilding component;.not a in=system.Before use,the building designer must verily the appllceblGty of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always requiredforstabSdy and toprovent collapse Mir possible personal and property damage.For general guidance regarding they ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSO-89 and BCSI Building Component 69U Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36510 Job Truss (Truss Type JQty Ply 971200-Lewis Res, 971200 V09 Valley 1 1 'T108&18a6 i Re erence o Gonal Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 Mllek Industries,Inc.Fri Apr 14 09:33:23 2017 Paget ID:gJgX_DvrhrB_Ddf rCi4NwiziePs-nL-9Oz4VM2dRxEkhWEShrihK9gaYi5KnuphSUzQs7Q 6_1-5 11-10-8 _17-0.0 —— i 5-1-5 5-9.3 5-1-8 4x6= 2x4 Scale:318'=1' II 7 3 4 5 , I 5.00 1i2 / I 2x4 it / 3x4 10 9 11 a 7 6 2x4 II 3x4= 2x4 I I 2x417 II 0-01-i o 6-0-11 -'--F--------- ---5-9-3 -1-- --- 5_ 11 ------� l LOADING(psf) SPACING- 2-0 0 I CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.42 I Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress lncir YES WB 0.17 t Horz(TL) -0:00 5 n/a nla BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight 67lb FT=20% ( 9 LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 'BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. Ail bearings 16-11-6. (lb)- Max.Horz.1=230(LC12) Max Upltft All uplift 100 to or less at joint(s)except 5=-217(LC 24),10--293(LC 12),8=149(LC 12),7=237(1_C 8),6--198(LC 18) Max Grav All reactions 250 lb or less atjoint(s)1,5 except 10=483(LC 1),8=449(LC 2),7=585(LC 26) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250.(Ib)or less except when shown. TOP CHORD 1-2=316/124 WEBS 2-10=347/535,3-8=262/370,4-7=380/384 NOTES- (9) 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.flpsf,h=15ft;Cat.II;Exp C,Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip'13Ol_=1 k0 1 ' 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)-This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tail by 240-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 217 lb uplift at joint 5,293 lb uplift at joint 10 ,149 lb uplift at joint 8,237 lb uplift at joint 7 and 198 lb uplift at joint 6. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss- 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design panw tws and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MLL7473 rev.101=015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is foran individual building component,not a truss system.Before use,the building designer crust verity the applicability of design parameters and properly incorporate Ods design We the overall building design.Bracing indicated is to prevent buckling of Individual buss web andfor chord members only.Additional temporary and permanent bracing is always required forstablItty and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSvrP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke last Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply1200-Lewis Res 97 'T10884888 971200 V11 � Valley 1 t Job Referen o tionai Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek industries,Inc.Fd Apr 14 M33:24 2017 Page.1 ID:gJgX_DwhrB_Dd lrCi4Nw1 ziePs-GYY2cJ485bAU35owEDihE2gwZZEbHArU0YZE7xzQs7P 3-10-0 I 78.0' 3-1" 3-140 Scale=1:14.4 i 4x6= i 2 5.00 12 I i 3 1 � \ d o � 4 2x4 .2x4 ii 2x4 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) Na - n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight 23lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS '2x4 SP No.3 REACTIONS. pb/size) 1=9917-6-13,3=9917-6-13,4=258/7-6-13 Max Horz 1=23(LC 13) j Max Uplift 1=-49(LC 12),3=53(LC 13),4=-84(LC 12) Max Grav 1=102(LC 23),3=102(LC 24),4=258(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except'when shown. NOTES- (8) 1)Unbalanced roof rive loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and GC Extedor(2)zone;C-C for members and forces&MWFRS 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 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49'lb uplift at joint 1,531b uplift'at joint 3 and 84 lb uplift at joint 4. 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. 8)"'this manufactured product.is designed as an individual_building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MnrEK REFERENCE PAGE MIP7473 ray.10/03/2015 BEFORE USE Design valid for use only with MTekO connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system:Before use,the building designer must verify the applicability ordeslgn parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ! Is always required for stability and to prevent collapsewith possible personal injury and-property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITPII Quality criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Ins6hrte,216 N.Lee Street,Suite 31Z Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 9712M-Lewis Res. �T10884889 971200 V12 Valley 1 1 J of rence o tional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Inch Wes.trio.Fri Apr 14 09:33:25 2017 Page 1 ID:gJgX_DvrhrB_DdirCi4Nwl ziePs-kk5Rpf5msvlLhFN6oxHwmGN5Bza90dzdEB1 oXNzQs7O i 1-9-0 3-54 4-0-0 4-ti-12 6-3-0 8-0-0 1-9-0. 1-8-4 0-8,12 0.6.12 1-84 1-9-0 Scale=1:15.2 i 3.33 12 3x4= 3x4= 2.4 I 2 3 4 i L 1` 5 N o 19 o 6 2x4= 2x4 li 2x4 0-0-i0 3-11-0 4-0-0 Plate Offsets KY)— 12:0-2-0;0-2-151,f4:0-240-2-151 _ LOADING.(psf) SPACING- 2-0-0 CSI. 4 DEFL, in (loc) 1/dell Lid ( PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 I Vert(LL) n/a n1a 999 If MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a - n/a 999 BCLL 0.0' Rep Stress lncr YES WB 0.08 j Horz(TL) 0.00 5 n1a n/a 4 BCDL 10.0 Code FBC2014/TPI2007 ! (Matrix) j Weight 23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins- BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (115/size) 1=1 0717-1 0-1 3,5=1 0717-1 0-1 3,6=2 6 717-1 0-1 3 Max Harz 1=16(LC 12) Max Uplift =55(LC 8),5=56(1_C 9),6=101(LC 8) Max Grav 1=109(LC 23),5=109(LC 24),6=267(LC 3) i FORCES. (lb)-Max.CompJMax.Ten.-All torces'250(lb)or less except when shown. WEBS 3=6=172/263 NOTES- (9) 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.Opst h=15fb Cat.11;Exp C;End.,GCpi=0.18; MWFRS(envelope)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 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing, 5)This truss has been designed for a 10.0 psf bottom,chord live load nonconcurrent with,any other live loads, 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between,the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 1,56 lb uplift at joint 5 and 101 lb uplift at.jouit'6. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building.designer per ANSI.TPI i.as referenced by the building code." w i AWARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary,anclpermanent bracing is always required for stabW4 and to prevent collapse with posslblepemonai injury and property damage:For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite M2,Alexandria,VA 22314. Tampa,FL 3600 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-$ dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property_ 3 " Center late on joint unless x,` - - - -- — - 1 I4 offsets are Indicted. y (Drawings notto scale) Damage of Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for trues system,e.g. and fully embed teeth. diagonal or X-bracing,Is always required. See BCSI. TORCHORDS ci-z c24. 2. Truss bracing must be designed by an engineer.For ®'�1B 4 wide truss spacing,individual lateral braces themselves WEBS q may require bracing,or altemative Tor I —Jj 2 U �'� � f O] bracing should be considered. T U 3. Never exceed the design loading shown and never fY � U stack materials on Inadequately braced trusses. c7 a :. p 4. Provide copies of this truss design to the building ce For 4 x 2 orientation,locate - -7. .c& f- designer,erection supervisor,property owner and plates 0- ''vf from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates, THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available In MiTek 20120 NUMBERSILETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon regUeSt, shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the pieta 10.Camber Is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. i.ATERAL BRACING LOCATION 12.Lumber used shell be of the species and size,and In all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss Unless Otherwise Shown. 11 Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 Section 6.3 These truss designs ref on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g y or less,if no ceiling is Installed,unless otherwise noted. BEARING established by others. - - — - - 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. - reaction section indicates joint number where bearings occur. 17.install and load vertically unless indicated otherwise. Min size shown is for crushing only. x, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards' project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone W1 OSB-89: Design Standard for Bracing. 1 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, Mi Is not sufficient. Te ANSIiTPI 1 Duality.Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 4. 1