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ll 3 OCT 202015 CYFVOFTIGARD MiTek® BUILDING DIVISION MiTek USA, Inc. 250 Klug Cirde Corona,CA 92880 951-245-9525 Re: LHL PLAN 1103BA The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K 1463209 thru K 1463229 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RO GP EFR s�o 2 89782PE 9r 9 OREGON RY 15 31/2016 October 16,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 8-00-00 SPAN 21-00-00 SPAN G/E C2 R/S LHL HOMES B5 NO O.H. FNR 003 TIGARD OREGON STAMP m a a GR E PH N O H. 8/12 PITCH us 1-6 O.H. 25# SNOW COMP W o Z J J C) d Q I III Q - O 2 ARIEL TRUSS CO INC. (360) 574-7333 T - _ DRAWN BY: o KEVIN LENDE o � o _ o 6/ ) o m o U A 0 O O.H. ~ Z o BB M- - NO O.H. D3 sic E2 G/E 14- -00 s-oo 00 B4 GABLE DON T BEAR 1-8 HI HER P.L. TRUSSES ON 21-00-00 BEAM SPAN Job Truss Truss Type Qty Ply K1463209 LHL_PLAN_1103BA Al Common 1 1 Job Reference o tional Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek industnes,Inc.Thu Oct 15 1323:05 2015 Page 1 ID.ZsoYsgl eANc571Vlb6hKlyT9ml-uEhkD2?IukoJUzGsfF_lbm3MNbY9zM11YckPIyT8Ta 61-7 I 12-11-11 168-4 + za'1-n I 234-12 I z7-65 I 344s I 40-60 61-7 610-4 3-8A 3S-iz 3-5-12 3-8-8 6164 61-7 Scale=1 71 8 V 6x6 i 1.5x4 II 4x4= 4x4= 8� C AD F E AG AHAI G 8.00 12 U V 4x6' T 4x6 dd B S H d W R X AO Yl qq id 4,6= P O N Z AA M AB AC L K J 4x6 = 4.4 I I 4,6 5x8= 5x8= 5x8=4x8= 4x4 I I I 61-7 I 12-11-11 2030 I 27-615 34-4-9 61-7 610.4 7-3-5 735 610.4 0.7- 115-01 Plate Offsets(X Y)-- [A:0-0-0,0-0-1 1ICO-3-0 0-2-31 [G:0-3-0,0-2-31,[1:0-0-0,0-0-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.13 M-N >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.27 M-N >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 J n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrP12007 (Matrix) Weight:232 Its FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(5-0-14 max.):C-G. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E-M,F-L,D-M,D-N,B-N Fb iTek recommends that Stabilizers and required cross bracing installed duringtruss erection,in accordance with Stabilizer stallation uide. REACTIONS. (Ib/size) A=1397/0-5-8,1=35/0-3-8,J=1939/0-5-8 Max Horz A=216(LC 13) Max UpliftA=-216(LC 14),1=-122(LC 37),J=-305(LC 14) Max Grav A=1722(LC 30),1=125(LC 30),J=2272(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-Q=-2664/464,Q-R=-2560/471,R-S=-2444/479,B-S=-2359/488,B-T=-1866/437, T-U=-1820/447,C-U=-1807/466,G-V=-1224/343,H-V=-1285/315,H-W=-48/457, W-X=-52/386,X-Y=-63/358,1-Y=-74/343,C-AD=-1515/452,D-AD=-1514/452, D-AE=-1674/451,AE-AF=-1674/451,E-AF=-1674/451,E-AG=-1674/451,AG-AH=-1674/451, F-AH=-1674/451,F-AI=-1024/350,G-AI=-1025/350 BOT CHORD A-P=-318/2102,O-P=-318/2102,N-O=-318/2102,N-Z=-147/1687,Z-AA=-147/1687, M-AA=-147/1687,M-AB=-94/1443,AB-AC=-94/1443,L-AC=-94/1443,K-L=-291/113, J-K=-291/113,1-J=-291/113 WEBS E-M=-393/111,C-N=-911/06,G-L=-24/422,F-L=-1106/204,F-M=-85/667,D-N=-456/179, G� PRQFFS B-N=-886/228,B-P=0/278,H-L=-1 53/1518,H-J=-2105/501 ` ED NOTES- Me 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=11lmph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=41ft;eave=5ft; Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 4.3-6,Interior(1)4-3-6 to 12-11-11,Exterior(2)12-11-11 to 2' 9 82P r 31-6-15,Interior(1)31-13 15 to 40-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. A REGON 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 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 9R6.�'q R y 15 2 fit between the bottom chord and any other members,with BCDL=10.0psf. •f p \�v 7)A plate rating reduction of 20%has been applied for the green lumber members. q U L 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 Ib uplift at joint A,122 Ib uplift at joint I and 305 Ib uplift at joint J. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 16,2015 Continued on page 2 ®WARNING-Vary des/gn parameters end READ NOTES ON TWS AND INCLUDED MITEK REFERANCE PAGE W7473 rev.104/72015 BEFORE USE. ®� Design valid fa use only with Mifea 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 �y building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek' 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 tenses and tens systems.see ANSI/11`11 Quartly Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463209 LHL_PLAN_1103BA Al Common 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Oct 15 13:23:05 2015 Page 2 ID:ZsoYsgl_eANc571 Vlb6hIGyT9m 1-uEhkD2?lukoJUzGsfF_t bm3NANbY92 1 YdcPiyT6Ta LOAD CASE(S) Standard am ®WARNING-Verity dos}gn P--f—and READ NOTES ON iMS AND INCLUDED M17EK REfERANCE PAGE MD-7477 nrv,f0�9L2015 BEFORE USE. Design valid for use only with MifekO connectors.This design is based only upon parameters shown.and is for an individual building component not a true system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall pAp�p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members or*.Additional temporary aril pemlanent bracing WOW is always required for stabilityand to prevent collapse with possible personal injury and property damage.for generai guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and tens systems.see ANSI/TPIT Quality Crifeda,DSB-89 and SCSI Mding Component 250 Mug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463210 LHL PLAN_1103BA A2 Common 10 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.840 s Seepp 29 2015 MITek Industries,Inc.Thu Oct 15 13 23:06 2015 Page 1 ID:ZsoYsgl_eANc571 V Ib6hKiyT9m 1-MQF6QNONflwA57r2DzWG7_cgOny?uSQRGCMIxByTBTZ -17 18-8-a z0-3-o 23-31z _ 32-D-0 2X 8 20 3-6-12 Scale=1:58.1 6x6 4x4 tire 1.5x4 II ��_ = 4x4= 4za= 8,00 C X Yis, Z E5ZI AB C G 5ZIO 44 1� W P H 4x6 B d V rb U A a d 4x6 N M O L R K S T J I = _ 1.5x4 II 5x8= 4x6 5x8 = 5x8= 2.5x4 8.1.7 32-0-0 6.1.7 25-10-9 Plate Offsets(X Y)-- fA:0-0-0 0-0-11 IC�0-3-0 0-2-3f LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (10c) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.12 K-M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.25 K-M >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.07 1 n/a n/a BCLL 0.0 ' Code IRC2012frP12007 (Matrix) Wei 9 BCDL 10.0 hl:208 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(5-4-3 max.):C-G. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEBS 1 Row at midpl H-1,E-K,G-J,F-J,D-K,D-M,B-M MiTek recommends that Stabilizers and required cross bracing be in during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1335/0-5-8,A=1335/Mechanical Max Horz A=305(LC 13) Max Uplift!=-211(LC 14),A=-204(LC 14) Max Grav 1=1597(LC 29),A=1655(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD G-O=-895/300,O-P=-928/290,H-P=-958/285,H-I=-1564/355,A-U=-2585/436, U-V=-2482/442,B-V=-2282/459,B-W=-1753/420,C-W=-1662/435,C-X=-1410/421, D-X=-1408/421,D-Y=-1499/412,Y-Z=-1499/412,E-Z=-1499/412,E-F=-1499/412, F-AA=-775/299,AA-AB=-775/299,AB-AC=-775/299,G-AC=-776/299 BOT CHORD A-N=-577/2053,M-N=-577/2053,M-Q=-383/1547,L-Q=-383/1547,L-R=-383/1547, K-R=-383/1547,K-S=-301/1233,S-T=-301/1233,J-T=-301/1233 WEBS E-K=-391/110,C-M=-74/642,G-J=-35/281,F-J=-1208/247,F-K=-121!750,D-K=-299/96, D-M=-376/261,B-M=-935/229,B-N=0/283,H-J=-240/1255 NOTES- D PROFF 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=4511;L=32ft;eave=4ft; Cat.Il;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-12 to 3-3-2,Interior(1)3-3-2 to 12-11-11,Exterior(2)12-11-11 to �iN Fig 02 30-8-11,Interior(1)30-8-11 to 31-10-4 zone;cantilever leftand right exposed;end vertical left and right exposed;C-C for members and .9 forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 89 82P 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp 8;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 pst 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 OREGON N fit between the bottom chord and any other members,with BCDL=IO.Opsf. � �9 2�qA,52 QQ 7)A plate rating reduction of 20%has been applied for the green lumber members. RY 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 211 Its uplift at joint 1 and 204 Ib uplift at joint PAUL �\ A. 10)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2016 October 16,2015 LOAD CASE(S) Standard WARNING.Vedly deal,.p_t—and READ NOTES ON Ti05 AND INCLUDED MITEK REFERANCE PAGE WO-7473 ray.laVI 015 BEFORE USE. a Design valid for use only with MTeL2 connectors.This design is based only won parameters shown,and is for on individual bolding component,not (� a truss system.Before use,the building designer must verify the appilcabllity,of design parameters and properly incorporate this design into the overall IN, ICS bWdng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Adcitionai temporaryand permanent bracing MITek• is always required tar 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 tens systems,see ANSI/TPII Quality Critedo,DSB-89 and BCSI BuBding Component 250 KWg Cirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463211 LHL_PLAN_1103BA A3 GABLE 1 1 Job Reference(optional) Adel Tmss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:2309 2015 Page i ID:ZscYsgt_eANc571 Vib6hKiyT9m 1-n?xF3P2Fyyllybadu53zlcDL_3u5vTtyAayYTyT8TW r B-1-7 12-11-11 1G8-4 { 20-3-0 1 23-9-12 I 27�-s 34-1-s j 4obo 6-t-7 &10-4 3-8-9 3-6-12 3-6-12 388 6-10.4 Scale=1:77.6 3x6 MT20HS i 3{x/6 MT20HS I J K L M N BM O BN Q ne R S T U 60 W Boo 12 H X G Y F Z E &AC _ ZB111 d, B BL ABI E ;t I� bb 3.6 MT20HS= BH BG BF BE BD BC BB AZ AY AX AW AV AU AT AS AR AQ AP AO AN AL AK AJ AI AH AG AF BA AM 3x6 MT20HS= 3x6 MT20HS= 3x8 MT20HS= 12-11-11 27-8-5 34-4-9 40-8-0 8-1-7 6-10-0 14-8-10 8-10-4 6-1-7 Plate Offsets(X,Y)-- fA:0-3-7.0-1-81,1J:0-3-0,0-0-21,IV:0-3-0,0-0-21,fAE:0-3-7,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WE 0.15 Horz(TL) 0.01 AE n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Vlelghl,348 Ib FT=?0% - LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):J-V. OTHERS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt U-AO,T-AP,S-AQ,R-AR,Q-AS,P-AT, O-AU,WAV,M-AW,L-AX,K-AY,I-AZ,W-AN MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 40-6-0. (lb)- Max Horz A=-216(LC 12) Max Uplift All uplift 1001b or less at joint(s)A,AP,AQ,AR,AS,AT,AU,AV,AW, AX,BB,BC,BD,BE,BF,BG,BH,AL,AK,AJ,Al.AH,AG,AF Max Grav All reactions 250 Ib or less at joint(s)A,AE,AO,AP,AQ,AR,AS,AT,AU, AV,AW,AX,AY,AZ,BE,BC,BD,BE,BF,BG,AN,AL,AK,AJ,Al.AH,AG except BH=365(LC 30),AF=383(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS B-BH=-293/141,AD-AF=-307/147 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=41ft;eave=2ft; Cat.Il;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-0-0 to 4-2-1,Exterior(2)4-2-1 to 12-11-11.Comer(3)12-11-11 to 31-6-15,Exterior(2)31-6-15 to 40-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and Gra�0 P R OFFS forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `` is ANE 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. (V 29 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11:Exp B;Partially Exp.;Ct=1.1 9782 P E r 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. _ REGON 9)Gable studs spaced at 1-4-0 oc. 9A�A 10)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 7 J�y 1 `/ 11)'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 teff by 2-0-0 wide will pRAJ fit between the bottom chord and any other members. A U 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uprdt at joint(s)A.AP,AQ,AR,AS, AT,AU,AV,AW,AX,BB.BC,BD,BE,BF,BG,BH,AL,AK,AJ,Al,AH,AG,AF. EXPIRES: 12J31/2016 14)"Semi-rigid pitchbreaks including heets"Member end fixity model was used in the analysis and design of this truss. October 16,2015 Continued an page 2 arm ®WARNING-Ver9y deWgn paramerps end READ NOTES ON rH1S AND INCLUDED M17EK REFERANCE PAGE IIBi-7/73 raw.I9gSr2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown.and is for an individud building componenf,not �• a tans system.Before use,the building designer must verity the applicability of design parameters and properly incorporate"design into the overall buld'ng design.Bracing indicated k to prevent buckling of individual truss web and/or chard members ordy.Additional temporary and permanent brockV MOW 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 busses and tens systems.see ANSI/TP11 Quality Criteria,OSB-89 and 8CS18uad3ng Component 250 Kh9 Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463211 LHL_PLAN 1103BA A3 GABLE t 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7 640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23:09 2015 Page 2 ID:ZSOYSgI_eANc5711Ab6hKfyT9m 1-n?xF3P2Fyyllybadu53zlcDL_3u5vTtyAayYTyTBTW NOTES- 15)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard sra ®WARNING-Verfty daslgn pmamcfrs mrd READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M!}7/7)rov.1010312015 BEFORE USE. Design valid for use only with MiifekO 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 Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�®k" 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 ANSUTPn Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Salety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463212 LHL_PLAN 1103BA A4 Root Special 3 1 - Job Referenceo tional Ariel Truss Co.,Inc, Vancouver,WA 7.640 s SepP 292015 MiTek Industries,Inc.Thu Oct 15 13:23:11 2015 Page 1 ID:ZsoYsgl_eANc571 Vlb6hKiyT9m 1102?U54WUaYTCujOOW5Rgl J W Wbb?Za+APU33cLyTSTU 1.6-0 6-1-7 12-11-f1 16-8.4 20-3-0 23.81 27-65 34-6-8 36-8 40.6-0 A2-0-0 1-6-0 1 6-1-7 6-tOJ 3-8-e 3� is 5.4 r 3-10-1 7-0-3 2-1-12 3-9-12 1-6 0 l Scale=1:77.5 6x6 / 4x4 = 40= 4x6 = 6)B F, AL F AG Wise H 8.00 12 \[>��c Y 4x6�i X 6x6 d C l d W AA ch V U Y` B M J K Id R 1A N t 2.5x6 = d 4x6= T S R AD AE Q p 5x12 MT20HS= L 3x6 MT20HS 1.5x4 I I 4x6 5x12 MT20HS=2 5x4 II 5x8= 4x4 11 5x8= 36-8-4 6-1-7 &104 7-35 35-0 3-10.1 743 9W2 2 3A-12 1.11-0 Plate Offsets(X,Y)-- IB:0-0-0,0-0-11,ID:0-3-0,0-2-31,IH:0-3-8,0-2-81,IJ:0-3-7,0-1-81,10:0-6-12,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.14 Q-R >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.31 Q-R >999 180 MT20HS 165/146 TCDL 7 0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.08 L n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wein BCDL 10.0 ht,2481-8 FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc puffins,except BOT CHORD 2x4 DF No.1&Btr G'Except' 2-0-0 oc purlins(4-10-13 max.):D-H. B3,B5:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 3-11-3 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt F-0,F-0,G-N,E-Q,E-R MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=1549/0-5-8,L=1753/0-5-8,J=285/0-3-8 Max Hoa B=239(LC 13) Max UpliftB=-307(LC 14),L=-193(LC 14),J=-165(LC 14) Max Grav B=1875(LC 31),L=2097(LC 31),J=363(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-U=-2733/474,U-V=-2607/482,V-W=-2598/483,C-W=-2407/499,C-X=-1942/456, X-Y=-1897/466,D-Y=-1884/485,H-Z=-1572/415,1-Z=-1635/396,D-E=-1580/478, E-AF=-1773/495,AF-AG=-1773/495,F-AG=-1773/495,F-AH=-1790/484,G-AH=-1790/484, G-H=-1318/408 BOT CHORD B-T=-281/2130,S-T=-281/2130,R-S=-281/2130,R-AD=-141/1769,AD-AE=-141/1769, Q-AE=-141/1769,G-0=47/531,N-O=-119/1794,L-M=-2030/348,I-M=-1958/388 WEBS F-Q=-413/83,O-Q=-128/1761,H-N=-49/560,G-N=-1069/170,I-N=-57/1469,D-R=-93/747, C-T=0/272,C-R=-861/214,E-R=-502/150 NOTES- Q,,D PROF�c 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25fl;B=45ft:L=41ft;eave=5ft; �`� GINE ss� Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 2-6-10,Interior(1)2-6-10 to 12-11-11,Exterior(2)12-11-11 �N FR Q to 31-6-15,Interior(1)31-6-15 to 42-0-0 zone;cantilever left and right exposed:end vertical left and right exposed;C-C for members and (V 29 forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 89782 P E r 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow toads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other five loads. 5)Provide adequate drainage to prevent water ponding. 9 OREGON '�40 6)All plates are MT20 plates unless otherwise indicated. O Q` 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 99 ��aY 2 vQ 8)'This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. A UL 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)B=307, L=193,J=165. EXPIRES: 12/31/2016 11)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. October 16,2015 Continued on page 2 rig ®WARNING-VwW doalgn parmnetero and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE 01-7473 rev.1010312015 BEFORE USE Design valid for use any with MRekO connectors.This design's based only upon parameters shown.and is for an individual building component,not ' a hors system.Before use,the bi ilding designer must verify the oppricability of design poramefers and property 61c«porate this design into the overatl p building design. Bracing indicated is to pmvent buckling of�viduol buss web and/or chord members ordy.Additionalpermanent temporary and pemannt bracing MiTOW - is always required far 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 Inns systems.see ANSI/TFII QuaAty Criteria.DS"9 and 8CSI Quilding Component 250 I0u9 Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463212 LHL_PLAN_1103BA A4 Roof Speaal 3 1 Job Reference(Optional Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 292015 MiTek Industries,Inc.Thu Oct 15 13:23:11 2015 Page 2 ID:ZsoYsgl_eANc571 V(t16hKiyT5m1 j02?U54WUaYTCuj00W5Rg1 JVW Wb?ZcwAPU33cLyTOTU NOTES- 12)Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard s o. ®WARNING-Ved/y design pa urrmuert and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/L7473 ren.10/0312015 BEFORE USE. Design vdld for we only with MiTek®connectors.This design is based only upon parameters shown,and is far on individual bolding 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 tnm web and/or chord members ordy.Additional temporory and permanent bracing MiTek- ls atwoys rec ied for stablrily and to prevent collapse with possible person l injuryand property damcs"'e. For general guidance regard""'the fobrication,storage,delivery.erection and bracing of trusses and inns systems,see ANSI/TPII Quality Criteria,OSB-89 and BC51 SuBmng Component 250 Klug Circle Salety Informallon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job , Truss Truss Type Qty Ply K1483213 LHL PIAN 1103BA AS ROOF SPECIAL 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7 640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23:12 2015 Page 1 ID:ZsoYsgl_eANc571Vlb6hKiyT9ml-BacOhR58EtgKp2lCZDdgNFrh7Cx813AJeBpc9oyT8TT 1§-0 6-1-7 12-11-11 16-84 20-3-0 23.8.1 27§-5 3455 36-84 40§-0 1-6-0 6-1-7 l 6-10.4 3-8-8 3-6-12 3-5.4 3-10-i r 7�3 2-i-12 3.412 Scale=1:77.3 6x6 i 4x4= 4x4 = 4x6= 6x6 D AD AF F AG G H 8.00 12 X Y 4x6 i w 6x6 C I V Z m AA U T J B 0 iA M 1 0 2.5x6= 4x6= S R Q AB AC P U 5x12 MT20HS= K 3x6 MT20HS= 1.5x4 II 4x6 5x12MT20HS=2.5x4 II 5x8 = 4x4 It 5x8= 36-84 I 61-7 6-10-0 73-5 3-54 all 7-03 4-2 3-9-12 1-11-0 Plate Offsets(X Y)-- fB 0-0-0 0-0-11 ID:0-3-0 0-2-31 fH:0-3-8,0-2-81 IJ:0-3-7 0.1-81 fN:0-6-12 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.14 P-Q >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.31 P-Q >999 180 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.08 K n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Metrix) Weight:246 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Blf G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins,except BOT CHORD 2x4 DF N0.1&Btr G'Except' 2-0-0 oc purlins(4-10-13 max.):D-H. B3,B5:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 3-10-12 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt F-P,F-N,G-M,E-P,E-Q riTe.1'.r.c.nnmends that Stabilizers and required cross bracing lledduring truss erection,in accordance with Stabilizer llation uide. REACTIONS. (Ib/size) J=163/0.3-8,B=1548/0-5-8,K=1770/0-5-8 Max Horz B=232(LC 13) Max UpliftJ=-48(LC 14),B=-302(LC 14),K=-246(LC 14) Max Grav J=238(LC 31),B=1874(LC 31),K=2117(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-T=-2732/463,T-U=-2606/471,U-V=-2597/472,C-V=-2405/488,C-W=-1942/445, W-X=-1897/455,D-X=-1884/473,H-Y=-1572/397,1-Y=-1635/378,D-AD=-1579/468, E-AD=-1578/469,E-AE=-1773/480,AE-AF=-1773/480,F-AF=-1773/480,F-AG=-1790/471, G-AG=-17901471,G-H=-1318/397 BOT CHORD B-S=-325/2129,R-S=-325/2129,Q-R=-325/2129,Q-AB=-166/1769,AB-AC=-166/1769, P-AC=-166/1769,G-N=-49/529,M-N=-145/1794,K-L=-2045/383,I-L=-1974/422 WEBS F-P=-413/87,N-P=-151/1760,H-M=-43/561,G-M=-1070/178,I-M=-88/1469,D-Q=-89/747, C-S=0/272,C-Q=-861/214,E-Q=-502/148 NOTES- PED P R OFF 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25fk 8=45f;L=41ft;eave=5ft; GINE ss� Cat.Il;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6--0to 2-6-10,Interior(1)2-6-1010 12-11-11,Exterior(2)12-11-11 �N to 31-6-15,Interior(1)31-6-15 to 40-4-4 zone;cantilever left and right a osed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 8 782 P E 9l 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs J. non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. I OREGON 'may 6)All plates are MT20 plates unless otherwise indicated. Ir Q rL0 QQ` 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RY i ! 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. U L 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at)oint(s)J except G"-b) B=302,K=246. EXPIRES: 12/31/2016 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. October 16,2015 Continued on page 2 m® ®WARNING-Verify daalgn Parameters and READ NOTES ON THIS AND INCLUDED SOTEK REFERANCE PAGE AVI.7473 rev.10/072015 BEFORE USE. Design valid for use only with MTekO connectors.TKs design is based only upon parameters shown,and is for an individual bulding component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly ercorporaie 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 MT®k' 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 tenses and truss systems,see ANSUTPII QuaBty,Crffeda,DSS-89 and SCSI Su11Ang Component 250 Klug Cirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92680 Job Truss Truss Type Qty Ply K1463213 LHL_PLAN_1103BA AS ROOF SPECIAL 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23.12 2015 Page 2 fD:ZsoYsgl_eANc571VIb6hKiyT9m1-BacOhR58EtgKp2lCZDdgNFrh7Cx813AJeBpcgoyT8TT NOTES- 12)Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11110-7473 rev.1010312015 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 f� a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate This design into the overall [{r5 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addtlonal temporary and permanent bracing ��®k' 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 ANSI/TPII Quality Criteria.DSO-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r. t Job Truss Truss Type Qty Ply K1463214 LHL PLAN_11038A As Comnon 6 1 ' Job Reference(optional) Anel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23:13 2015 Page 1 ID:ZsoYsgl_eANc571Vlb6hKiyT9ml-fnAmun6m?BoBRCtO7x8vvSOgmbLplVVDTtoY9hEyTf 3 180 61-7 8-10.4 3-8-8 3612 3812 388 &7 6x6 i 2.5x6 II Scale=1:55.5 4x4= 1.5x4 I I G 5xB\� Q UV X Y H P / 800 F12 44 i Q C orb N (� 8 4x6= M L Q K R J S T I 1.5x4 II 5x8= 4x4= 5x8= 4z6 = I 6-1-7 12-11-11 i 20-3-0 2785 6-1-7 6-10-4 7-3-5 7-3-5 d-1T Plate Offsets(X Y)-- f B 0-0-0 0-0-11 ID:0-3-0 0-2-31 fG:0-5-4 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.10 I-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(TL) -0.30 I-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.05 1 n/a n/a BCLL 0.0 ' Code IRC21)12r* !^G^7 t.a t X BCDL 10.0 Weight:184 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(3-9-3 max.):D-G. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracing. WEBS 1 Row at midpt F-J,H-I,E-J,E-L,G-1 F k recommends that Stabilizers and required cross bracing stalled during truss erection,in accordance with Stabilizer llation guide. REACTIONS. (Ib/size) B=1287/0-5-8,1=1170/Mechanical Max Horz B=362(LC 13) Max UpliftB=-249(LC 14),[=-251(LC 11) Max Grav 8=1604(LC 31),1=1606(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-N=-2275/328,C-N=-1957/353,C-O=-1463/324,O-P=-1314/338,D-P=-1309/353, G-H=-265/259,H-I=-251/269,D-U=-11001354,U-V=-1098/355,E-V=-1098/355, E-W=-1081/332,F-W=-1081/332,F-X=-1081/332,X-Y=-1081/332,G-Y=-1082/332 BOT CHORD B-M=-596/1760,L-M=-596/1760,L-Q=-380/1151,K-Q=-380/1151,K-R=-380/1151, J-R=-380/1151 WEBS F-J=-790/226,D-L=-17/439,G-J=-311/1462,E-J=-405/143,E-L=-178/408,C-L=-872/210, C-M=0/279,G-1=-18081620 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=28ft;eave=oft; 0 P R OFe,(� Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 12-11-11,Exterior(2)12-11-11 to iJ 28-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions GINS �i9 /O2 shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 9782PE 9r 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other five loads. OREGON 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-"wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �j4 ARY A 5 ` 8)A plate rating reduction of 20%has been applied for the green lumber members. `JV 9)Refer to girder(s)for truss to truss connections. pa U L 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)B=249, 1=251. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 12)Graphical purlin representation does not depict the size or the orientation of the puffin along the tap and/or bottom chord. October 16,2015 Continued on page 2 A� ®WARNING-VerNy d raign pastes and READ MOTES ON THIS AND INCLUDED M7TEK REFERANCE PAGE M11-7473 rev.1010=015 BEFORE USE. Design valid for use only with M7eW connectors.This design is based only upon parameters shown.and is for an individual building component.not - a tons system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design.Bracing indicated 4 to prevent buckling of enclMdual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding She fabrication,storage,delivery.erection and bracing of tenses and tens systems,see ANSI/TPII QuaBly C[Beda,DSS-89 and BCS[SuBdfng Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply K1463214 LHL PLAN 1103BA AB Common 8 1 Job Reference(optional) Adel Truss Co.,Inc, Vancouver,WA 7.640s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23.13 2015 Pa@@e�2 ID.ZsoYsgl eMc57IV1b6h)4yT9mlfnAmurl6m?BoBRCtO7x8vvSOgmbLplWDTtoY9hEyT8TS LOAD CASE(S) Standard ms. ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IWI-7477 rev.10/07/2015 BEFORE USE. Design valid for use only with MRekm connectors.This design is based only upon parameters shown,andt;for an individual building component,not a t"s system.Betore use,the building designer must verify the applicability of design p crmeters and properly incorporate this design into the overall -Ida• building design.Bracing indicated is to prevent buckkng of Individual inns web and/or chord members only.Additional temporary and permanent bracing Mi!®R• 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 ANSI/TPiI Quality Cdteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463215 LHL_PLAN 1103BA A7 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA Scale=1:77.9 7.840 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:2316 2015 Page 1 ID:ZsoYsgl eANc571Vlb6hKiyT9m14LsuXo8e16Amlfczo3hcX50YCpSXE38vZmnglZyTBTP i � 61-7 I 12-11-11 1684 20.30 23-9-12 I 27-65 l 34-4-9 I 40-8-0 I 1-60 61-7 610.4 368 3677_ 3$12 3-8-8 610.4 61-7 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. J K L M N OBM P QBN R S T gO U V W X 3x6 MT20HS 1 3x6 MT20HS I Y 8.00 12 H Z G AA F AB E AC ° DBKifAD C AE BL B1 AF a B HHH [I [I 'r A l2 MT20HS= BI BH BG BF BE BD BC 88 BA AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM ALAK Al AJ AH AG d 3x6 MT20HS- 34 MT20HS= 3x6 MT20HS= 61-7 12-11-11 27-65 + 344-9 40-8-0 _ 61-7 610-0 146-10 6-10.4 61-7 Plate Offsets(X,Y)-- fB:0-3-7 0-1-81,IK:0-3-0 0-0-21 rW:0-3-0,0-0-21.IAF:0-3-7 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 A n/r 120 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 A n/r 120 MT20HS 165/146 TCDL 7 0 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 AF n/a n/a ' BCDL 1u.0 ''R--?0' 7,1!200' (Matrix) Weight:3501b FT=20°h LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):K-W. OTHERS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpl V-AP,U-AQ,T-AR,S-AS,R-AT,Q-AU,P-AV ,O-AW,WAX,M-AY,L-AZ,J-BA,X-AO MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation puide. REACTIONS. All bearings 40-6-0. (lb)- Max Horz B=233(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,AQ,AR,AS,AT,AU,AV,AW,AX, AY,BC,BD,BE,BF,BG,BH,BI,AM,AL,AK,AJ,At,AH,AG Max Grav All reactions 250 Ib or less at joint(s)AF,AP,AQ,AR,AS,AT,AU,AV, AW,AX,AY,AZ,BA,BC,BD,BE,BF,BG,BH,A0,AM,AL,AK,AJ,At,AH except B=252(LC 31),61=309(LC 31),AG=383(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS C-BI=-254/115,AE-AG=-3071147 NOTES- 1)Wind:ASCE 7-10;Vutt=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=41ft;eave=2ft; Cat.ll;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-6-0 to 2-10-1,Exterior(2)2-10-1 to 12-11-11,Corner(3)12-11-11 to 31-6-15,_Exterior(2)31-6-15 to 40-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and QIED P R OFFS forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `� s 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �NG I NEER �Q2 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 Q 89782 P E l 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Bat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. y OREGON 8)All plates are 1.5x4 MT20 unless otherwise indicated. 11 9)Gable requires continuous bottom chord bearing. 9n '9RY Ara 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A UL 12)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 13)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12J31/2016 Continued on page 2 October 16,2015 ®WARNING-Verily design pararnsters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE A91-7477 ray.7607/2015 BEFORE USE Design valid for use only with MTek'D connectors.This design is based only upon parameters shown.and is for an individual building component,not a tans 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 buckii g of individual truss web and/or chord members only.Additional temporary and permanent bracing '®k• a always required for stability and to prevent collapse with possible personal injury and property damage.For general gvidance reganiing the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quallly Criteria,DSB-89 and SCSI Building Component 250 IOug Cirde Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463215 LHL_PLAN_1103BA A7 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA7.640 s Sea 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23:17 2015 Page 2 {D:ZsoYsgl_eANc571 VIb6hKiyT9m t-YYPHk89G3QIcwpBAMnCr4l4yDomzM3oQWNq?yT8TO NOTES- 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)B.AQ,AR,AS,AT,AU,AV,AW,AX,AY,BC.BD,BE,BF, BG,BH,BI.AM,AL,AK,AJ,At,AH,AG. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 16)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MiF7473 fay.10101/2016 BEFORE USE. Design valid for use only with MiTek®connectors.This design 8 based only upon parameters shown,and is for an individual buikfing component,not �• a hsns system.Before use,the bolding designer must verify the applicability of design parameters and properly incorporate this design into the overall balding design.Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'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 ANSI/IPII Qua81y Cdteda,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463216 LHL_PLAN_1103BA ACAP COMMON 21 1 Job Reference (optional Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek ladustries,Inc.Thu Oct 15 13:23:17 2015 Page 1 I D:ZsoYsgl_eANc571 Vlb6hKiyT9m 1-YYPHk89G301cwpBAMnCr4tZeADIPzX_3oQWNq?yT8TO 1 20.3-0 1 23-312 1 36.12 3$12 6x6= Scale=1:310 C 8.00 12 I J H K L G D - � AB E xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 4x4= F 4x4 = 1.5x4 II 20-3-0 20-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) 0.00 D n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(TL) 0.02 E n/r 120 BCDL 7 0 Rep Stress Incr YES WB 0.12 HOR(fL) 0.00 D n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012lrP12007 (Matrix) Weight:47 Ib FT=20% LUMBER- BRACING- TOP CHORD'2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORE'2x4 DF No.1&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) B=307/13-1-5,D=307/13-1-5,F=546/13-1-5 Max Horz B=-116(LC 12) Max UpliflB=-87(LC 14),D=-87(LC 14),F=-36(LC 14) Max Grav B=31 O(LC 19),D=31 O(LC 20),F=546(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-F=-340/132 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25f;B=45ft;L=41 ft;eave=5fl; Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)13-2-14 to 17-3-7,Interior(1)17-3-7 to 20-3-0,Exterior(2)20-3-0 to 24-3-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. P R OFG 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will �� GIN q s, fit between the bottom chord and any other members. N F 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D,F. 9782 PE l 10)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 11)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. LOAD CASE(S) Standard REGC3N "9.4 Y IS U L �\ EXPIRES: 12/31/2016 October 16,2015 WARNING•Vedry desJgn perartrafen end READ MOTES ON TN15 AND INCLUDED MlTEK REFERANCE PAGE Mi7.7177 rev.10103/2e15 BEFORE USE. Design valid far use only with MTek®connectors.This design B based only upon parameters shown.and is far an individual building component,not "�• a buss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overafl bullaing design.Nac'ug indicated is to prevent budding of individual inns web and/or chord members only. Additional tempaary and permanent bracing NOW 6 always,,ird far stability and to prevent collapse with possible personal injury and property damage.For general guidonce regarding the �V�C 1 Il fabrication,storage.delivery,erection and bracing of tenses and inns systems,see ANSI/TPII QuaMy Criteria,DSB-89 and BCSI G"ng Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463217 LHL PLAN 1103BA ACAPGE GABLE 2 1 Job Reference(optional) Anel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek industries.Inc.Thu CC 15 1323.18 2015 Page 1 ID:ZsoYsgl_eANr571 V lb6hKiyT9m t-0kzfyU9v4 jQTXzmMwUj4CW5vsc8Li?aC1XC,1vMRyT8TN 1 20-3-0 1 23-9-12 1 3812 3-6-12 4A= Scale=1:29.1 G H F 8.o0 12 E I J � D C K L A B n n M Id 4x4= U T S R Q P Q N 4x4= 40-6-0 4080 Plate Offsets(X Y)-- (G:0-2-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 L n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 L n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 L n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:67 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide, REACTIONS. All bearings 13-1-5. (lb)- Max Horz B=-116(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)B,S,T,U,P,0,N Max Grav All reactions 250 Ib or less at joint(s)B,L,R,S,T,U,Q,P,0,N FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=41ft;eave=2ft; Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)13-2-14 to 17-3-7,Exterior(2)17-3-7 to 20-3-0,Corner(3)20-3-0 to 24-3-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs `�E non-concurrent with other live loads. D P R OF� `r 6)All plates are 1.5x4 MT20 unless otherwise indicated. S_CJ� GINE 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. (V 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 897 PE 9r 10)'This truss has been designed for a five 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. t 1)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)B,S,T,U.P.0,N. 13)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. OREGON Q'�40 1 14)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building j designer. �/g �'q�Y LOAD CASE(S) Standard pA U L p'�y EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Vedty design parameters and READ NOTES ON inks AND INCLUDED MITEK REFERANCE PAGE MI1-7/73 nsv.IOM312015 BEFORE USE tfy� Design vo9d for use onty with MTekrii)conneclors.This design is based only upon parameters shown,and is far an individual building component.not s0- a buss 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 MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regoldng the fabrication,storage,delivery,erection and bracing of tenses and truss systems.see ANSI/TPI1 Qualify CAtedo,DSB-89 and SCSI aunding Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463218 LHL_PLAN_110311A 81 COMMON GIRDER 1 n L Job Reference tiara/ Anel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MrTek Industries,Inc.Thu OU 15113623 20 2015 Page 1 ID:ZsoYsgi_eANc571 V Ib6hKiyT9ml-y75PMAB9MLhBnHvkl vmYixBsc2AgNVU0I1 RKyTBTL SSs tan o 1587 I zt o 0 ' s-ss sal sal sss 7x14 MT20HS I I Scale=1:52.3 C 8.00 12 K J 4x6 i 4x6 8 D 704 MT20HS i 7x14 MT20HS E A I$ L M I N O HP O Q R F S T U HUS26 5.14 MT20HS II 7x8 MT20HS= HUS26 504 MT20HS I HUS26 HUS26 HUS26 HUS26 HUS26 8x12 MT20HS II HUS26 HUS26 HUS26 55-9 1080 1587 21-0-0 sS9 Sal Sal 1 sss Plate Offsets(X.Y)-- [A:0-11-O.Edge] ]B:0-1-12 0-1-121 [D:0-1-12 0-1-12],IE:0-5-12 Edgel fG:0-6-8,0-4-01 LOADING(psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.17 G-1 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.34 G-I >723 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.08 E n/a n/a BCL 10.0 Code IRC2012lTP12007 (Matrix) Weight 259 lb FT=2001, LUMBER- BRACING- TOP CHORD 2x4 DF No.16Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G`Except' W3:2x4 DF No.2 G WEDGE Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. (Ib/size) A=8688/0-5-8,E=9385/0-5-8 Max Hoa A=-159(LC 23) Max UpliftA=-1167(LC 10),E=-1258(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1 2 848/1 7 37,B-J=-8752/1236,C-J=-8666/1250,C-K=-8666/1250,D-K=-8752/1236, D-E=-12894/1743 BOT CHORD A-L=-1 37 9/1 061 9,L-M=-1 37 9/1 061 9,I-M=-1 3 79/1 061 9,I-N=-1379/10619, N-O=-1 379/1 061 9,H-O=-1 379/1 061 9,H-P=-1379/10619,G-P=-1 379/1 061 9, G-Q=-1385/10658,Q-R=-1385/10658,F-R=-1385/10658,F-S=-1 385/1 06 58, S-T=-1385/10658,7-U=-1385/10658,E-U=-1385/10658 WEBS C-G=-1261/9280,D-G=-4233/649,D-F=-507/4399,B-G=-4186/643,B-I=-499/4349 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. G��❑ P R OFC Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. ` is Webs connected as follows:2x4-1 row at 0-9-0 oc. �GJ� �NGINE s/OA 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. Q 89782 P E 3)Wind:ASCE 7-10;Vutt=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft:eave=4ft; Cat.It:Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(Flat roof snow);Category 11;Exp 8;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. OREGON '�40 6)All plates are MT20 plates unless otherwise indicated. /�� 2Q! Q- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. qRY A5 V� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-a0 wide will fit between the bottom chord and any other members. pA U L �\ 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--lb) A=1167,E=1258. EXPIRES: 12/31/2016 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. October 16,2015 Continued on page 2 rtss® ®WARNING-Vertty doalgn parameter and READ NOTES ON THIS AND INCLUDED ANTER REFERANCE PAGE 69F7473 rv.10N312015 BEFORE USE Design varid for use arty with MTeW connectors.This design is based only upon parameters shown,and is for an indwidual building component.not �• a truss system.Before use.the WIding designer must verify the applicability of design paramrs ori eteand property incorporate s design Into the oveall r budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members ordy.Additional temporary and permanent bracing 11 He W is always required for stabTty and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the �Y�� fabrication,storage,delivery,erection and bracing of trusses and tens systems.we ANSI/TPll Quality Criteria,OSS-89 and 0CS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463218 LHL_PLAN_1103BA B1 COMMON GIRDER 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.840 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13:23:20 2015 Page 2 ID ZsoYsgl_eANc571Vlb6hKiyT9m1-y75PMA69MLhBnHvklvmYxBlsQc2AgNVU011RKyTBTL NOTES- 12)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-11-4 from the left end to 19-11-4 to conned trusses)A2(1 ply 2x4 DF)to front face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-E=-64,A-E=-20 Concentrated Loads(lb) Vert:L=-1635(F)M=-1635(F)N=-1635(F)0=-1635(F)P=-1635(F)Q=-1635(F)R=-1635(F)S=-1635(F)T=-1635(F)U=-1635(F) ®WARNING-Verffy doafgn poramat"and READ NO'rEs ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI67473 row./ND312015 BEFORE 11SE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an cxfividuai building component,not r • a buss system.Before use,the building designer must verify the applicability of design parameters old property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members orgy.Addilionai temporary and pemsanent bracing Welk' 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 tenses and tens systems.see ANSWII Quality CdleAa,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463218 LHL_PLAN_1103BA B2 Common 11 1 Job Reference(optional) Ariet Truss Co.,Inc, Vancouver,WA 7 640 s Sep 29 2015 WTek Industries,Inc Thu Oct 15 13:23:21 2015 Page 1 ID:ZsoYsgl_eANc571 VIb6WyT9m t-QJfnaWCn7ep2PRUxbcHnE8jMEq?8vlmej2UbzmyT8TK r-15o sss � 10-s-o t 1s�s�7 � 21-vo � z2-e-o I 1-rro sss sal sal sss 150 4x4= Scale=1:48.8 D 8.00 12 KL MN 1.5x4 1.5x4 i C E J 0 d B G [d A H 4x4= I 4x6= 44 = 3x8 MT20HS= 1050 2150 1050 1050 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.18 F-I >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.56 F-I >443 180 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 F n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight:93 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uid REACTIONS. (Ib/size) B=973/0-5-8,F=973/0-5-8 Max Horz B=185(LC 13) Max Uplift B=-207(LC 14),F=-207(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-J=-1190/241,C-J=-1111/263,C-K=-894/206,K-L=-818/207,D-L=-792/221, D-M=-792/221,M-N=-818/207,E-N=-894/206,E-0=-1111/263,F-O=-1190/241 BOT CHORD B-I=-95/908,H-I=-115/908,F-H=-115/908 WEBS D-I=-84/624,E-I=-347/210,C-1=-347/210 NOTES- 1)Wind:ASCE 7-10;Vu11=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ��D PRO non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. C_ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. Q 8 782 P E 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)8=207, F=207. +• 10)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9��OgREGON2QI 9� L EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Verfry design para nelb s and READ NOTES ON THIS AND INCLUDED Mf7EK REFERANCE PAGE A4/-7473 re,10MM15 BEFORE USE. Design valid for use only with MneM connects.This design a 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 paameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent broc4ng fS N:4®1.' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MIC fl fabrication,storage,delivery,erection and bracing of tenses and truss systems.see ANSI/11P11 Quality Criteria.OSS-89 and SCSI SuBding Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463220 LHL_PLAN_11038A B3 Cormmn 5 1 Job Reference banal Ariel Truss Co Inc, Vancouver,WA 7.640 s Sep 28 2015 MiTek Indushies,trtc.Thu Oct 15 13:23 22 2015 Page 1 ID:ZsoYsgl_eANc571 VlbGhKiT9m1-uVDAnsCPuyxv0a379KoOnMG WOEL7elsoxiE8VDyT8TJ 44-1 10.4-8 15-415 I ZCY70-8 5-4-1 50.7 5-0-7 5-59 4x4 = Scale=1:46.6 C soo 12 1 J 1.5x4 � 1.5x4 i B D H K E A i� F 4x4= `> 4x6= 4x4= 3x8 MT20HS= 10-48 20-18-8 10-4-8 10-60 LOADING(psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.19 E-G >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.59 E-G >418 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 E n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:88 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Ins1@11@tion REACTIONS. (Ib/size) A=860/0-4-0,E=860/0-5-8 Max Horz A=163(LC 13) Max UpliftA=-134(LC 14),E=-134(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=-1188/279,B-H=-1095/293,B-I=-910/219,C-I=-806/240,C-J=-806/241, D-J=-910/219,D-K=-1101/295,E-K=-1193/281 BOT CHORD A-G=-163/926,F-G=-165/934,E-F=-165/934 WEBS C-G=-112/625,D-G=-352/221,B-G=-344/219 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-0 to 3-2-0,Interior(1)3-2-0 to 10-4-8,Exterior(2)10-4-8 to 13-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B:Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. D P R OFcs 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G C 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. �� �eNGI NEF,4 /p2 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)A=134, 8 782 PE 9r E=134. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. J. LOAD CASE(S) Standard �v9,L OREGQN '9R Uq RY U L P� EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Verffy design paremerels mrd READ NOTES ON TtHS AND INCLUDED MITEK REFERANCE PAGE KI14473 rev.IW3/2015 BEFORE USE. Design void for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not ��• a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design oto the overall y L bvildng design.Bracing indicated is to prevent buckling of individual truss web and/or chord member'oNy.Additional temporary ar d permanent bracing ��®k 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 ANSI/TPII QuaMy CrBeda,DSB-89 and BCSI BuBdk g Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oly Ply LHL_PLAN_1103BA B4 Common Supported Gable 1 1 Job Reference(optional) K7483221 Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries.Inc Thu Oct 15 1323:23 2015 Page 1 ID:ZsoYsgl_eANc571 Vlb5hKiyT9m 1-MinY?C D1 fG3mekeJj 7 JFJZpkUdr3NF3xAMzh2fyT8Tl 10-6. 0- 21-0-0 +22-s-o Iso 10-6-0 10-" Iso 4x4= Scale:1/4"=1' J K H L 8.00 12 G M F N E 0 D P C O B R S Ias A 4x4 AH AG AF AE AD AC AB AA 2 Y X W V U T 4x4= 4x4= 21-0-0 21-0-0 Plate Offsets(X Y)-- [J:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 S n/r 120 MT20 220/195 (Roof Snow=25.0) TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 S n/r 120 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 R n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Weight:138 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide, REACTIONS. All bearings 21-0-0. (Ib)- Max Horz B=-185(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)B,AC,AD,AE,AF,AG,AH,Y,X,W,V,U,T,R Max Grav All reactions 250 Ib or less at joint(s)B,AB,AC,AD,AE,AF,AG,AH,AA,Y,X,W.V,U,T,R FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;6=45ft;L=24ft;eave=2ft; Cat.Il;Exp B;enclosed;MWFRS(directional)and C-C Conri-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 10-6-0,Corner(3)10-6-0 to 13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �Ep F R AFF non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. � GINE 7)Gable requires continuous bottom chord bearing. F Q 6 Gable studs spaced at 1-4-0 oc. C- 9 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. g 782 P E 10)'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 Ariz fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. +• 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)B,AC,AD,AE,AF, AG,AH,Y,X,W,V.U,T,R. 9 OREGON 13)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Varify design panm»r-and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1&03/2015 BEFORE USE- Design SEDesign valid for use only with MBek®connectors.this design is based only upon parameters shown,and is far an individual budding 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 MEN budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permarsent bracing ®k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidonce regarding bre fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdfeda,OSS-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K7463222 LHL PLAN 11038A B5 GABLE 1 1 Job Referenceo tional Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 Mi Tek Industnes,Inc.Thu Oct 15 13:23:24 2015 Page 1 I D:ZsoYsgl_eANc571 V Ib6hKiyT9m 1-tuLwCXEfQZBdGuD WG IgUsnLui 17v6e85P0)Fa5yT8TH _ -1-s-o I sss � 1as-o 15-f 7 1 zt-o-o 122-6-0_� 11'x0 5-5-9 5-0-7 5-0-7 SS9 1-6-0 6x6 Scale=1:54.2 4.4 i D 4x4 4x4 i 4x4 A AL 8.00 12 5x8'5' AJ AM 5x8 4x4 i C E 8x10 MT20HS 4x4 i 4x4 At AN F yyy A 6 G fd 6x6= 6x6= 3x8 MT20HS= 6x6 = O N M L K J I H 4x4= 7-6-8 I to-" 21-0-0 7-68 2-11-8 10-6-0 Plate Offsets(X Y)-- tB 0-2-9 Edgel [D:0-4-4,0-2-01,fF 0-2-9 Edge] JAG 0-5-00-5-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.06 B-O >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(TL) -0.19 B-O >490 180 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 F fila n/a BCLL 0.0 ' CMP io ?0 �rT�hOn7 (Mgtlix) Weight:174 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation ouide. REACTIONS. All bearings 13-5-8 except(jt=length)B=0-5-8. (lb)- Max Harz B=-181(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)except B=-153(LC 14),N=-272(LC 14),F=-167(LC 14) Max Grav All reactions 250 Ib or less at joint(s)0,L,K.J,1,H except B=484(LC 19),N=7911(LC 1),F=420(LC 20),0=293(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-AI=-373/99,F-AN=-374/109 WEBS D-N=-399/80,E-N=-379/230,C-N=-372/218 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft,eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 10-5-12,Exterior(2)10-5-12 to 13-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSlrTPI 1. P R 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �f�Ed OFFS 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live toad of 16.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs 111c_ NEF,9 19/ 0 non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. Q 92P 9l 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live toad 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. P REGON 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 Ib uplift at joint B,272 Ib uplift at joint F�' �qRY 15 N and 167 Ib uplift at joint F. /jq U 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7477 row,I W 3120115 BEFORE USE. arnon Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component.not +�• a tins system.Before use,the building designer must verity 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 terrpawy and permanent bracing (USTOk' 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 tenses and tens systems,see ANSI/TPII Quality Critedo,DS8-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type QtyPly K1463223 LHL_PLAN_1103BA cl Common 1 1 Job Reference(optional) Ariel Truss Co,Inc, Vancouver,WA 7.840 s Sep 29 2015 MiTek Intlustnes,Inc.Thu Oct 15 13:23:25 2015 Page 1 ID:ZsoYsgl_eANc571 Vlb6hKiyT9ml-J4uI0tFIBtJUt2oigSLjO_u3zRWnr9cEegSo6XyTBTG -1-GO I 4-0.0 P_ i 980 1-t o 4-0.0 4-0-0 MOO 4x4= Scale=1:22.7 C 8.00 Fl2 I J K H L G D B I� F E A 1.5x4 II 2.5x4 = 2.5x4 = I 4-0-0 8-0-0 4-0-0 I 4-0-0 ' LOADING(psf) SPACING- Y_0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 B-F >999 240 MT20 220/195 (Roof Sri TCDL 7.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.02 B-F >999 180 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 D n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:32 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&BIr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ui REACTIONS. (Ib/size) B=427/0-5-8,D=427/0-5-8 Max Hoa B=-85(LC 12) Max UpliftB=-122(LC 14),D=-122(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD B-G=-327/43,G-H=-280/45,K-L=-280/45,D-L=-327/43 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4,2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1.6-0 to 1-6-0,Interior(1)1-6-0 to 4-0-0,Exterior(2)4-0.0 to 7-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs P P 9 non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 �� s fit between the bottom chord and any other members. E D P R OFCc 7)A plate rating reduction of 20%has been applied for the green lumber members. ` s 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 Ib uplift at joint B and 122111 uplift at BOJ �NGI NEER /Q joint D. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q 80782 PE LOAD CASE(S) Standard y,L OREGON o� "9.9 �qRY 15 PAUL - EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Verify design paremetens and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE Ulf-7473 fay.10/03/2015 BEFORE USE �(®' Design valid for use only with MBeM connectors.This design is based only upon parameters shown.and is lar an individual building component not It}7D a truss system.Before use.the building designer must verity the applicability of design parameters and propesiy incorporate this design into the overall p� building design.Bracing indx:ated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing IV I j�®fkl.' is always required for stability ity 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 fans systems.see ANSI/TPII Quoddy Criteria,DSS-89 and BCSi Budding Component 250 IOug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply I LHL_PLAN_11036A C2 Common Supported Gable 1 _ Job Reference(optional) K1463224 Ariel Truss Co.,Inc, Vancouver,WA 7 640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13.23:25 2015 Page 1 ID:ZsoYsgl eANc571Vlb6hKiyT9ml-J4ulQtFIBtJUt2oigSLCO_u4_RXzrAMEegSo6XyT8TG 4-0-0 4x4 = Scale=1225 E F D O 8.00 12 N G C LkH vi B Li 0 AAA Ly ld dill 1 AM L K J 2.5x4= 2.5x4= B-0-0 B-0-0 Plate Offsets(X,Y)-- [E:0-2-O.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.01 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 H n/a n/a BCLL 0.0 ' Code IRC2012lTPI2007 (Matrix) Weight:38 Ib FT=20% BCDL LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-0-0. (lb)- Max Harz B=-85(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,H,L,M,K,J Max Grav All reactions 250 Ib or less at joint(s)B,H,L,M,K.J FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft: Cat.11;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 4-0-0,Corner(3)4-0-0 to 7-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPl 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(Sat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs ��0 P R OFF non-concurrent with other live loads. G 6)All plates are 1.5x4 MT20 unless otherwise indicated. `` I N 4Ss 7)Gable requires continuous bottom chord bearing. �NG 8)Gable studs spaced at 1-4-0 oc. 29 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89782 P E l 10)'This truss has been designed for a five 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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)B,H,L,M,K,J. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A OREGON LOADCASE(S) Standard 9,4��9/�y AS k P UL RAJ EXPIRES: 12/31/2016 October 16,2015 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7477 rev.1GOW015 BEFORE USE. Design valid far use only with MBekS connectors.This design is based only upon parameters sha«n,and is far 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 overdl b,i ding design.Bracing indicated B to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracingMewis 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 ANSI/TPII Quafli y Criteda,DSB-89 and SCSI Building Componerl 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply LHL_PLAN_11038A D1 Scissor 4 1 Job Reference(optional) K1483225 Ariel Truss Co Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc.Thu 001 5 a15 1323:26 2015 Page 1 ID.ZsoYsgl_eANc571 VIb6hKiyT9m1-nHSgdDGwxBRLVCNuOAtyxCR56mla$mNsJCMeyTBTF s-10-o 13-&a 6-10-0 4.6 It Scale=1:30.4 B 8.00 12 G H F D 1 E J 6x6= rb C A 6.00 fl2 Id 4x4 i 4x4 6-10-0 13-6-8 r 6-10-0 6-10-8 Plate Offsets(X Y)-- (A:0-1-9,0-2-01,[C:0-1-14,0-2-01 LOADING(psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.12 D >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.35 C-D >457 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.34 C n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix! Weight:45 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=563/0-3-8,C=563/0-4-0 Max Harz A=11 O(LC 13) Max UpliftA=-87(LC 14),C=-87(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-E=-1897/205,E-F=-1806/205,F-G=-1785/206,B-G=-1742/223,B-H=-1741/222, H-I=-1764/208,I-J=-1805/204,C-J=-1896/204 BOT CHORD A-D=-104/1682,C-D=-104/1682 WEBS B-D=-1111635 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.ll;Exp B;enclosed;MV,/FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-10-0,Exterior(2)6-10-0 to 9-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. D P R��F 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 GINE sir fit between the bottom chord and any other members. N F Q 6)A plate rating reduction of 20%has been applied for the green lumber members. ?/ 7)Bearing at joint(s)A,C considers parallel to grain value using ANSlrrPl 1 angle to grain formula. Building designer should verify Q� 8 782 P E capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)A.C. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. +• LOAD CASE(S) Standard �9,L OREGON qq GgRY 15 UL EXPIRES: 12/31/2016 October 16,2015 ®m _ ®WARNING-YeMy design parameters and READ NOTES ON TNIS AND INCLUDED AUTEK REFERANCE PAGE MIA-7473 rev.10103/2015 BEFORE USE IQ Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and Is far an individual building component,not y� a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membea only.Additional temporary and permanent bracing ��®k' 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 ANSUTPII Quality Cdfeda,OSB-89 and BCSI SuBding Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92580 Job Truss Truss Type QtyPly K1483228 LHL_PLAN_1103BA D2 Sasser 3 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc.Thu Oct 15 13.23:26 2015 Page 1 ID:ZsoYsgl_eANc571 VIb6hKiyT9m1-nHSgdDGwxBRLVCNuOAtyxCR5grneaSdNsJCMeyT8TF 7-0.0 , 13-10.8 7-0- ` 6-10-8 4.6 11 Scale=1:30.4 B 8.00 F12 G H F D I J E 6x6= C A 6.o0 F12 Id 4x4 4x4 7-0-0 13-10-8 7-0.0 6-10-8 Plate Offsets(X,Y)-- [A:0-2-7,0-1-11,[C:0-1-14.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.12 D >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.36 A-D >446 180 TCLL 7 0 Rep Stress Incr YES WE 0.73 Horz(TL) 0.35 C n/a n/a pCDL IO.O CLL 0.0 ' Code IP-C2012/TP12007 (Matrix) Weight:46 lb FT=20% . LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) A=566/0-5-8,C=566/0-4-0 Max Hoa A=-111(LC 12) Max UpliftA=-88(LC 14),C=-88(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-E=-1918/207,E-F=-1826/207,F-G=-1804/211,B-G=-1761/225,B-H=-1765/226, H-I=-1806/212,1-J=-1828/208,C-J=-1919/208 BOT CHORD A-D=-107/1703,C-D=-107/1702 WEBS B-D=-14/1654 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.ll;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-0-0,Exterior(2)7-0-0 to 10-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(Flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. PRO FF 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 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 N ss fit between the bottom chord and any other members. ANG EFy %2 6)A plate rating reduction of 20%has been applied for the green lumber members. 9 7)Bearing at joint(s)A,C considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q� 89782 P E capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. / 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •+••c LOADCASE(S) Standard y OREGON X99 �qRy Alb Q P UL EXPIRES: 12/31/2016 October 16,2015 _ ®WARNING-Verify design parameters and READ NOTES ON ifpS AND INCLUDED M1TFJ(REFF3t4NCE PAGE Mll-7/77 rev.10/07/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not �• a fins system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design-ado the overo8 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members or-Ay.Addifiorsal Temporary and permanent bracing ��®k' is always required for stability and to prevent collapse with possible personal injury and property damage,Far general guidance regarding the fabrication,storage,delivery,erection and bracing of tmsses and truss systems,see ANSI/TPII Quality Cdteda,DSS-84 and BCSI Building Component 250 Klug Circle Safety Informallon avabble from Truss Rate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss 7-'1U-s1S1:T1pe Qty Ply K146322I LHL_PLAN_1103BA D3 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industnes,Inc.Thu Oct 15 13:23:27 2015 Page 1 ID ZsoYsgl_eANc571Vlb6hKiyT9m1-FT03gZGYiUZC7My5ytOBUPzPfFA5J3CX5zxvBOyT6TE -1-60 I 7-0-0 .� fa-0-o I 15-&0 i - 1-6-0 7-oro 7-oro Iso 7x6 MT20HS!I Scale=1:35.8 C 4x4 i 4x4 1� i 8.00 1 4x4 y 4x42 X W Z 4x4 i 4x4 V 3x6 T OHS AA B D E I A G 6x6= 6x6= H F 2.8-0 7-0-011-40 14-00 2-8-0 4-4-0 4-4 o Plate Offsets(X,Y)-- IB:0-2-9,Edgel.fD:0-2-9,Edgel LOADING(psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 G >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.02 G-H >999 180 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 D n/a We BCLL 0.0 ' Code IRC2012/TP12007 19a11dv) Weight:98 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Std G be installed during truss erection,in accordance with Stabilizer Installation Guide, REACTIONS. All bearings 2-11-8. (lb)- Max Horz B=127(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)except B=-183(LC 14),D=-182(LC 14) Max Grav All reactions 250 Ib or less at joint(s)H,H,F,F except B=560(LC 1),D=559(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-V=-604/142,V-W=-486/151,W-X=-466/154,C-X=-446/167,C-Y=-444/167,Y-Z=-465/154, Z-AA=-485/151,D-AA=-604/142 BOT CHORD B-H=-3/408,G-H=-3/408,F-G=-3/408,D-F=-3/408 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=11lmph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 6-11-12,Exterior(2)6-11-12 to 9-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 0, P R O'c 4)Unbalanced snow loads have been considered for this design. '` s 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Flat roof load of 25.0 psf on overhangs \� �NGI Nle �Q2 non-concurrent with other live loads. 9 6)All plates are MT20 plates unless otherwise indicated. 9782 P E 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 10)-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. A � OREGON 11)A plate rating reduction of 20%has been applied for the green lumber members. �/ Q 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 Ib uplift at joint B and 182 Ib uplift at y Ry 15 2 �. joint D. p 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A UL LOAD CASE(S) Standard EXPIRES: 12/31/2016 October 16,2015 ®WARNING-VerNy doafgn paramatere end READ NOTES ON THIS AND INCLUDED UTTEK REFERANCE PAGE M71.7473 re,l x03/2015 BEFORE USE. Design voiid far use only with M7ekO connectors.This design B based only upon parameters shown,and is for an individual building component,not [� a truss system.Before use.the building designer must verify the applicabiLty of design parameters and property Incorporate this design into the overall t► ®k- �p YYY666 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 ivriT fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIT Quality Cdtedo,DSB-89 and SCSI SuMng Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312•Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1463228 LHL_PLAN_1103BA E1 Common 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7 640 s Sep 29 2015 MTek Industries,Inc.ThuOct 15 13:23:28 2015 Page 1 ID2soYsgl_eANc571 V Ib6hKiyT9m1-jfaR2vHAToh3kVXHVavQOdINDCeXz2V�CgKdhSjsyT8TD -1-60 4-60 I, 9-0.0 I 10.60 � " � 1-60 4-60 460 1-6-0 4,4= She=1:24.5 C t 8.00 12 H J G D 8 F E A 1.5x4 I 2.5x4 = 2.5x4= 4-6-0 9-0.0 4.60 i 4$-0 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 B-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 B-F >999 180 BCDL 7.0 BCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 D n/a n/a BC0.0 Code IRC20121TP12007 (Matrix) Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer s a a' u' REACTIONS. (Ib/size) 8=469/0-5-8,D=469/0-5-8 Max Hoa B=-93(LC 12) Max UpliftB=-128(LC 14),D=-126(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-379/50,G-H=-287/61,C-H=-281/67,C-I=-281/67,I-J=-287/61,D-J=-379/50 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 4-6-0,Exterior(2)4-6-0 to 7-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 D PRO fit between the bottom chord and any other members. ` r C 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 Ib uplift at joint B and 128 lb uplift at \� �NGI NEER joint D. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9782 P E LOAD CASE(S) Standard OREGON ooh RY 15 UL Ftp EXPIRES: 12131/2016 October 16,2015 ®WARNING-Vetffy design parameters,and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIt-7473 rov.10/012015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon paramelers shown.and is for an individual building component.not �• a truss system.Before use,the building designer must verify the applicability of design paamelers and property incorporate this design into the overafl building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage.Fa general guidance regarding the �v�� fabrication.storage,delivery,erection and bracing of tenses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street Suite 312.Alexandria.VA 22314. Comna,CA 92880 Job Truss Truss Type Qty Ply K1463229 LHL_PLAN_1103BA E2 Common Supported Gable 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Oct 15 132328 2015 Page 1 ID:ZsoYsgl_eANc571 V Ib6hKiyT9m 1-jfaR2vHAToh3kVXHVavOOdVVbCeYV2XygKdhSjsyT6TD -1-60 I 4-6-0 i &0.0 ( 10.60 i 1-60 4-60 4-6-0 1-60 4x4= Scale=1:24.3 E F D O 8.00 F12 N G C ri H B ZZI A M L K J 2.5x4= 2.5x4= 10.0 10.0 Plate Offsets(X Y)-- FE:0-2-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 Ink 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 n/r 120 BCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 H n/a n/a BCDL 10.0 CodeIRC201)"Pr2nm (M21'i,r) Weight:43Its FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ` OTHERS 2x4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. All bearings 9-0-0. (ib)- Max Horz B=-93(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)B,H,L,M,K,J Max Grav All reactions 250 Ib or less at joint(s)B,H,L,M,K.J FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.Il;Exp B;enclosed;MWFRS(directional)and C-C Corner(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 4-6-0.Corner(3)4-6-0 to 7-6-0 zone;cantilever left and right exposed:end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �ED P R OFF non-concurrent with other live loads. G 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. (V 9 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 89782 P E 10)'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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)B,H,L,M,K.J. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A OREGON y LOAD CASE(S) Standard 9,9 �qRY 15 UL EXPIRES: 12/31/2016 October 16,2015 ®WARNING-Vert deet n sw y 9 paramoters and READ NOTES ON THIS AND INCLUDED taREX REFERANGE PAGE Btr}7(/)ruv,10/0//2015 BEFORE USE. Design valid far use only with MiTekg)connectors.This design is based only upon porometen 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 buckling of individual trims web and/or chord members only.Additional temporary and permanent bracirng MI Tek'always required for mMI ®L'stability and to prevent collapse with possible personal injury and property damage.Forgeneral guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaOy Cdtesio,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides Of truss 1 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDSc1-z c2-3 2. Truss bracing must be designed by an engineer.For 0"/16" 4 wide truss spacing,individual lateral braces themselves W EBS c39 may require bracing,or alternative Tor I bracing should be considered. o: ' 9 O i y� 0 U = b O 3. Never exceed the design loading shown and never O o_ stack materials on inadequately braced trusses. a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cz-8 cs-z cs-6 designer,erection supervisor,property owner and plates 0-'ria' 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. connectorlates. THE LEFT.P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIAPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. Software of upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice Is to 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. LATERAL BRACING LOCATION 12.Lumber used shall 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. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing. section 6.3 These truss designs rely on lumber values 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. ®®� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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 Nil s not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for I/ r Handling, MiTek ANSI/TPI t Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Rer-irence Sheet:MII-7473 rev. 10/03/2015