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Plans (53) /IA 51-Avl 15-3-5 Ski Se-17 GABLE 03 DR HORTON PLAN A110 "D" RECEIVED 20-00-00 ENTRY RIGHT SPAN NOV 8 2016 CITY OF fIGARD SUILDING DiVISION CAD 7/12 PITCH 1-0 O.H. 25# SNOW COMP ROOF ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE RS GABLE gt c) ADD STRUTS 7-08-12 / SPAN 13-06-00 UPPER SPAN GABLE y{3 DR HORTON PLAN A110 "D" 20-00-00 ENTRY LEFT SPAN 7/12 PITCH 1-0 O.H. 25# SNOW COMP ROOF • < At) LL ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: KEVIN LENDE GABLE 1 G-9 1 et ADD STRUTS 7-08-12 SPAN 13-06-00 UPPER SPAN MiTek6 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: DR_HORTON_PLAN_A110-D The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2475109 thru K2475115 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ���ED PROFESS c�5 F'NGINE�'4 <02 Q� 89200PE , OREGON t� qY 14 z°' P-t- �,�M 'fitR11-�-6. October 17,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI t,Chapter 2. JobTruss Truss Type Qty Ply K2475109 " DR_HORTON PLAN A110-DA1 FINK 21 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:55 2016 Page 1 ID:erblonyQmV WX2ijvAMQ4_31,SWSt-QNH2gBndAksw3NyBEw031aAprCSreLylmkAoslySVwk -1-0-0 1 5-2.15 I 10-0-0 I 14-9-1 I 20-0-0 121-0-0 1 1-0-0 5-2-15 4-9-1 4-9-1 5-2-15 1-0-0 4x6 I I Scale=1:38.6 D .,10111:P/ II 7.00 12 N )11‘1101p0 1.5x4\\ 1.5x4 // E C i c P M F B 24 v al El ` G I$ 23 J K L I H 4x4= 3x4= 3x4= 3x4= 4x4= I 6-9-15 I 13-2-1 I &�0 I 6-9-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.15 B-J >999 180 TCDL 7.0 Rep Stress!nor YES WB 0.21 Horz(TL) 0.03 F n/a n/a BCLL 0.0' Code IRC2012/TPI2007 (Matrix) Weight:88 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 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. (lb/size) F=899/0.5-8,B=899/0-5-8 Max Horz B -109(LC 41) Max UpliftF=730(LC 45),B=730(LC 44) Max Gray F=1308(LC 58),B=1308(LC 57) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M—2112/1341,C-M=-1823/1051,C-N=14871729,D-N=-1159/402,D-0=1159/411, E-0=1487/729,E-P=1847/1034,F-P=2089/1342 BOT CHORD B-J=-1092/1746,J-K=-306/925,K-L=0/683,I-L=-1771746,H-1=306/925, F-H=1080/1698 WEBS C-J=313/144,D-J=56/476,D-H=-43/476,E-H=-313/132 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterlor(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 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=1.602)TCLL:ASCE 7-10;Pf=25.0 Q P R OF 3)Unbalanced snow loads havesf(flat roof snow);been considered for this deory s,nXp B;Partially Exp.;Ct=1.1 -\X�E G I N E Fss/ 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 N ,N Fig 02� 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. Q 89200 P E• r- 6)* -6)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 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 730 lb uplift at joint F and 730 lb uplift at O arty, • jr joint B. O- ONOt �lC/ 9)This truss has been designed for a total drag load of 2200 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag 9Gi©4." • 14 Z�� '�" loads along bottom chord from 0-0-0 to 20-0-0 for 110.0 pl1. A- �Q` 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. An,.. R ILA- EXPIRES: l-\'EXPIRES: 12/31/2017 October 17,2016 0 WARNINO-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFEr¢uCE PAGE WI-T473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is Tm.n Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly ince,.•rate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temp...ry and permanent bracing MiTek" is always required for stability and to prevent colapse with possible personal injury and properly damage.For general guidance reg.,afg the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,D8B89 and BCat wilding Component 250 Klug Ckde Safety Information available from Truss Plate Institute,218 N.Lee Street,Sults 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2475110 DR_HORTON_PLAN_A110-DA1FAU FINK 5 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 Mrrek Industries,Inc. Mon Oct 17 11:30:56 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4 3ySWSt•uZrQtUoFx2_nhXXNodwlgojzBcOdNeKU?OwMOTySVwj I-1-0-0 i 5.2-15 I 10-0.0 I 14-9-1 1 20-0-0 121-0.01 1-0-0 5-2-15 4-9-1 4-9-1 5-2-15 1-0-0 4x6 II Scale=1:40.0 D 7.00 12P Q 1.5x4 II 1.5x4 II C E O R M L r. .. 1.5x4 II F B 1.5x4 = i w Ibl YSxa — - V 1d y I 3x4= K J 3x4= H 3x4= 3x4= 1.5x4 I I 3x4= I 5-2-15 I 10-0-0 I 14-9-1 I 20-0-0 I 5-2-15 4-9-1 4.9-1 5-2-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.11 J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.36 J >650 180 TCDL 7.0 Rep Stress!nor NO WB 0.84 Horz(TL) 0.03 F n/a n/a BCLL 0.0 " Code IRC2012/TP12007 (Matrix) Weight:101 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-9 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 JOINTS 1 Brace at Jt(s):N MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) F=931/0-5-8,13=931/0-5-8 Max Horz B=109(LC 12) Max UpliftF=78(LC 14),B=-78(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-O=1381/90,C-0=1302/105,C-P=-1367/184,D-P=1284/202,D-Q=1284/202, E-Q=-1367/184,E-R=-1302/105,F-R=1381/90 BOT CHORD B-K=21/1109,J-K=0/694,1-J=0/694,141=0/694,F-H=-31/1109 WEBS D-M=78/706,H-M=91/685,E-H=-345/150,K-L=-91/685,D-L=-78/706,C-K=-345/150 NOTES- 1)Wind:ASCE 7-10;Vuft=120mph(3-second gust)V(IRC2012)=95mph;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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0 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 II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. ��� P R Op� 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 ' ' s non-concurrent with other live loads. �J� ,ANG I NE'Fhy WG, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,V' 2'9 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q 89200 P E t"- fit between the bottom chord and any other members. 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 78 lb uplift at joint F and 78 lb uplift at joint B. at Q 9) Semi-rigid pkchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7 OREGON /.0 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 8 lb up at 10-0-0 L,. 4, Na` I on bottom chord. The design/selection of such connection device(s)is the responsibility of others. <Q All 14 2� P"j- 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). MFR R 11-\- , LOAD CASE(S) Standard EXPIRES: 12/31/2017 Continued on page 2 October 17,2016 4 V , A WARMNO-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 151-7473 rev.101031201$BEFORE USE. Design valid for use only with Mrfak®connectors.This design is based only upon parameters shown,and is for en individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVIPII Quality Criteria,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 K2475110 DR_HORTON PLAN A110-DAIFAU FINK 5 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 17 11:30:56 2016 Page 2 ID:erblonyQmVWX2ijvAMQ4_3yS WSt-uZrQtUoFx2_nhXXNodwigo)ZBcQdNeKU?OwMOTySVwj LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:A-D=-64,D-G=64,B-F=-20 Concentrated Loads(Ib) Vert:J=-63(F) r _ 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke 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 verily the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe 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,DSB-59 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 K2475111 DR_HORTON_PLAN_A110-DA2 GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 17 11:30:56 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3ySWSt-uZrQtUoFx2_nhXXNodwlgoj_ccR8Nm 1 U?OwMOTySVwj 1-1-0-0 I 5-2-15 I 10-0-0 I 14.9-1 I 90.0-0 1214-0 i 1-0-0 5-2-15 49-1 49-1 5-2-15 1-0-0 Scale=1:39.7 4x6 II 2.5x4 = D • 7.00 12 EAC llipp: ,,,,.*000, • C F 10 MT20HS I I AD 1111111\ B G d {� ® v LI ----- a' H R 1 K J I 3x4= 3x4= 3x4 = 3x4= 3x4 I 6-9-15 I 13-2-1 I 90-0-0 I 8-9-15 6-41 6-9-15 Plate Offsets(X.Y)- ID:0-2-0.0.0-71.]L:0-4-8.0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.04 B-K >999 240 MT20 220/185 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.15 G-I >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 G n/a n/a BCLL 0.0 ' Code IRC2012/rPI2007 (Matrix) Weight:121 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-1 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 JOINTS 1 Brace at Jt(s):L 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. (Ib/size) G=899/0-5-8,B=899/0-5-8 Max Horz B=109(LC 12) Max UpliftG=76(LC 14),B=-76(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AA=1271/107,C-AA=1199/121,C AB=1116/128,D-AB=-1028/147,D-E=-995/127, E-AC=1055/129,F-AC=1105/122,F-AD=1184/118,G-AD=1261/100 BOT CHORD B-K=-35/1021,J-K=0/719,I-J=0/719,G-l=37/1008 WEBS C-K=-312/128,K-Q=30/465,D-0=-54/481,D-L=-8/387,I-L=-8/387 NOTES- 1)Wind:ASCE 7-10;Vu@=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4fl; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-0-0,Exterior(2)10-0-0 to 12-11-8 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)Truss designed Gable End Details ms applicable,wind loads in fhe or coolane of the nsult qualifiedssb/d y. For studs exposed to wind ng designer as per ANSI/TPI(normal to the face),see Standard Industry .c�9`EO P R Opp., 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� ANG]NEFA? �p 4)Unbalanced snow loads have been considered for this design. ,, 29 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 overhangs89200 P E non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. //� 7)All plates are 1.5x4 MT20 unless otherwise indicated. a' /" 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 bads. y OREGON 44/ 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will L 4 ,`IX A. fit between the bottom chord and any other members. 'Q '9 P 14 2Pp4 11)A plate rating reduction of 20%has been applied for the green lumber members. �►Ivas 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 lb uplift at joint G and 76 lb uplift at joint MFR R I LI- B. 13)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 October 17,2016 4 I A.WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MBTEK REFERENCE PAGE 111.7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for art Individual building component,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M7ek- is always required for stability and to prevent cogapse 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 Crterta,135629 and SCSI Building Component 250 King Cale 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 K2475112 ' DR_HORTON_PLAN_A110-DA3 GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 Mrrek Industries,Inc. Mon Oct 17 11:30:58 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4 3ySWSt-gyzBl9gW1IEVwghmw2ymwDoN7PASr15nTiPTTMySVwh 1-1-0-0 I 10-0-0 I 20-0-0 121-0-0 i 1-0-0 10-0-0 10-0-0 1-0-0 3x4= Scale=1:40.0 I J H ill G : : K 7.00i F '' L ' M E a N • D O C aryl y'❑q `'} yrq� `} gr. �` B I'C'Y:"!:' `:"✓`: ",YYYYk' Y Y YY YYl1 Y Y YYYYYY YY Y Y Y YY YYI' .' Q �� 3x4= AC AB AA Z Y X W V U T S R 3x4= 5x6 MT2OHS= I 20-0-0 i 20-0-0 Plate Offsets(X.Y)- [I:0-2-0.Edge).IV:0-3-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 P n/r 120 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 0 n/r 120 MT2OHS 165/146 TCDL 7.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Code IRC2012ITPI2007 (Matrix) Weight:115 lb 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 CHORD 2X4 DF No.l&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Std G Mi Tek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib)- Max Horz B=-109(LC 12) Max Uplift All uplift 100 lb or less at joint(s)P,B,Y,Z,AA,AB,AC,V,U,T,S, R Max Gray All reactions 250 lb or less at joint(s)P,B,X,Y,Z,AA,AB,AC,W,V, U,T,S,R FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 10-0-0,Comer(3)10-0-0 to 13-0-0 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 ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��9,t.G F4S,, 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 �,N� �N Ni-, ©29 non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. Q 89200 P E f 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. / 9)Gable studs spaced at 1-4-0 oc. . 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Crv. 11)•This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willOREGON L(/ fit between the bottom chord and any other members. will -77_,�'9 OREGON4/ 4A lumber 12)A plate rating reduction of 20%has been applied for the green members. P 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)P.B,V.Z,AA,AB, MSR R I VA- AC,V,U,T,S,R. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 October 17,2016 1 aWARMNO-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg.7473 rev.10/03/2015 BEFORE USE. lit Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of IndMdual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent coiapse with possible personal injury and properly damage.For general grddance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-$9 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 K2475113 DR_HORTON_PLAN A110-DB1 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:30:59 2016 Page 1 ID:erblonyQmVWX2ijvAMQ4_3ySWSt-J8XZWVgsEzMMY GyTmT7SQLYtpWfaCnwhM80?oySVwg I -1-0-0 I 6-9-0 I 13.6-0 1 14-6-0 I 1-0-0 6-9-0 6-9-0 1-0-0 Scale=1:28.6 4x4:,-- F F 7.00 12il r E G T S H D C Is B .,.,. _ J K 1a lit 3x4 = R Q P 0 N M L 3x4= I 13.6-0 13-6-0 TOL DING 5.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 J n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 K n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 H0rz(TL) 0.00 J n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:66 lb 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 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 guide. REACTIONS. All bearings 13-6-0. (lb)- Max Horz B=-77(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,J,P,Q,R,N,M,L Max Gray All reactions 250 lb or less at joint(s)B,J,0,P,Q,R,N,M,L FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(1RC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 6-9-0,Comer(3)6-9-0 to 9-9-0 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 consuk qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;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 ����I) P R�FFs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. ��CO ANG I NF . sio* 8)Gable studs spaced at 1-4-0 oc. 41: IP 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :9200P E t- 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 anyother members. �jy 11)A plate rating reduction of 2b0%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,J,P,Q,R,N,M, Q L. f • 13)"Semi-rigid pkchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -I1- 2!OREGON R �� /0 �)' 14 204‘ !r� iliRRILk- EXPIRES: 12/31/2017 October 17,2016 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*81-7473 ray.10f03/2015 BEFORE USE. Design valid for use only with Wake connectors.This design is based only upon parameters shown,and is for an individual building component,not1111 a truss system.Before use,the building designer must verify the appkability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MtTek- is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,D51349 and BCSI Building Component 260 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 1<2475114 DR_HORTON_PLAN A110-DC1 KINGPOST 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 1711:30:59 2016 Page 1 I0:erblonyamVWX2ijvAMQ4_4SWStJ8XZVWg8EzMMY GyTinT7SOLWQpVgaB2whN180?oySVwg 1 -1-0-0 I 3-10-6 I 7-8-12 1 8'8-12 1 1-0-0 3-10-6 Scale=1:19.0 4x4= C IS III 7.00 12 I lillhi .H- Gj HMnN 1 gil D �} a BEr_ill II E >d A ►, F ,� INA. 1.5x4 II 2.5x4= 2.5x4= I 3-10-6 I 77-&� I 3-10-6 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 B-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 B-F >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCLL 0.0' Code IRC2012TP12007 (Matrix) Weight:29 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.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. (lb/size) B=384/0-5-8,D=384/0-5-8 Max Horz B=-48(LC 12) Max UpliftB=-50(LC 14),D=-50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-345/19,G-H=285/26,H-1=276127,C-1=264132,C-J-264/32,J-K'-276/27, K-L=285/26,D-L-345/19 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-10-6,Exterior(2)3-10-6 to 6-10-6 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 II;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 psi on overhangs non-concurrent with other live loads. ��D P R QF�S, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � 'c( NGI M -. s/O2-Y fit between the bottom chord and any other members. 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 lb uplift at joint(s)B,D. 89200 P E 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /rte.: .. �� . OREGON 4,/ �G7O y 14 2-°.\ P�/ FRRI1-L EXPIRES: 17/31/2017 October 17,2016 Q WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 881.7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MRekee 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 Mall( 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 properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 JobTruss 1 1 Truss Type Qty Ply DR_HORTON_PLAN_A110 DC2 GABLE K2475115 Job Reference(optional) ,...Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 17 11:31:00 2016 Page 1 ID:elle!onyQmVWX2ijvAMQ4_3ySWSt-nL5xjrnn?HUD98081T E?euhADrvJe14wOuZXEySVwF 1-0.0 3-10-6 1-0-0 I 3-10-6 I 7-8-1281-0-0 3-10-6 1-0-0 4x4= Scale=1:18.5 C 1.5x4 II 700 12 N 1.5x4 I I TJFli4IlE O L N B 11A iv * Ailhi.. 1.5x4 II 2.5x4 = 2.5x4= I 3-10-63-10-6 I 3-1- 3-10.-6 8 LOADING(psi) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 B-F >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.01 B-F >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:32 lb 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 CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G 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. (lb/size) B=384/0-5-8,D=384/0-5-8 Max Horz B=-48(LC 12) Max UpliftB=50(LC 14),D=-50(LC 14) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-345/19,K-L=285/26,L-M=-276/27,C-M=-264/32,C-N=264/32,N-O=276/27, O-P=285/26,D-P=-345/19 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(IRC2012)=95mph;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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-10-6,Exterior(2)3-10-6 to 6-10-6 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 pat(flat roof snow);Category II;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 #;;' non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc.7)This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads.8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 200 P E 7 fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. "1":„...---sill - 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .► 1G 'A OREGON R x13/4 47071'4'' 14 20\ P-}- MFR R I<.L 0 EXPIRES: 12/31/2017 October 17,2016 ,Q WARNING-Verily design paramdere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOEMH-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeti/0 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 applicabSty of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent bud ding of individual truss web and/or chord members only.Additional temporary and permanent bracing It is always required for stability and to prevent coNapse 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 Criteria,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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rI'MEI Dimensions are in ft-in-sixteenths. 161� Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ C bracing should be considered. MIIIIIEO 2 11111110-A"rdliti O 3. Never exceed the design boding shown and never Ustack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate rip I— IMMWM17.111M111111.17EIMIll H designer,erection supervisor,property owner and plates 0- 'lidfrom outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 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 i� 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 ft.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. I 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. It I IIIP reaction section indicates joint 17.Install and load vertically unless indicated otherwise. 11111 INNINIIII number where bearings occur. Min size shown is for crushing only. IM MOt 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 aPlate Connected Wood Truss Construction. Is d pictures)before use.Reviewing pictures alone is not sufficient. DSSDesign Standardfor Bracing. fJj � �a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 —__—. Standard Gable End Detail ST-GE120-SP F-11 _I ® MiTek USA,Inc. Page 1 of 2 .� ) Typical x4 L-Brace Nailed To \/ 2x Verticals W/10d Nails,6"o.c. Vertical Stud "" Vertical Stud (4)-16d Common DIAGONAL RACE tn\ f9 Wire Nails F6,4077.--.. MiTek USA,Inc. -16d Co- mmon SECTION B-B Wire Nails DIAGONAL BRACE �_._._�lot‘ j:�� Spaced 6"o.c. 4'-D"O.C.MAX ""— � -- — 2 -10d Common ui Wire Nails into 2x6 2-x6 Not or �, TRUSS GEOMETRY AND CONDITIONS 1 �A 'r 2x4 Not of better �� SHOWN ARE FOR ILLUSTRATION ONLY. �� �_� Typical Horizontal Brace �� 12 Nailed To 2x_Verticals I SECTION A-A _ 2x4 stud w/(4)-10d Common Nails -:-:>---,„, PROVIDE Varies to Common Truss h=- 2�����!!Ir-W 41!"..?4rteneaw!�-- SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST / �\ DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING i A TO TRUSSES WITH(2)-10d NAILS AT EACH END. **jy --., ATTACH DIAGONAL BRACE TO BLOCKING WITH f i 'B- '- 3x4= (5)-tOd COMMON WIRE NAILS. w- B B (4)-8d NAILS MINIMUM,PLYWOOD "� •/ 7 ---- //II Amor % '. . SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer \\ Refer to Section A-A to Section B-B .\ ,24"Max Roof Sheathing-- NOTE: 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. ;lam'. i.' i,)i: / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1-3" i ��/ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 •� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / /(2)-10d NAILS BRACING OF ROOF SYSTEM. S 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB Z = OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. • 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. %Trus es 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 0,- 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL _� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. \ ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) Diag. Brace �/ATTACH D TO VERTICAL WITH DIAGONAL BRACE SPACED 44"O C 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 NOT APPLY TO STRUCTURAL GABLES. point /COMMON WIRE NAILS AND ATTACHED 8. THIS 9. DO NOT USE DOESL LABOTTOM CHORD GABLES NEXT TO SCISSOR if needed \�I--, TO BLOCKING WITH(5)-1 od COMMONS. TYPE TRUSSES. 12 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall HORIZONTAL BRACE — -- �� (SEE SECTION A-A) Minimum Stud Without 1x4 2x4 DIAGONAL 2 DIAGONAL Stud Size BRACE BRA GES AT Spacing Brace L-Brace L-Brace 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/St412"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/Stud 24"O.C. 3-3-11 3-4-14 4-9-13 6-7-7 9-11-12 >( Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x41-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 81n o.c.,with 3in minimum end distance Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT.30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH - ASCE 7-10 150 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.