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Plans (13) . /Lc STJT-UL'6. 0 6 lCc1A--- 54v ,421/ztrc ( RECEIVED Nov 2 2016 Lm- IOF. i iA ij GABLE BUIL NG DTVI , DR HORTON PLAN 3714 "C" 26-00-00 GARAGE LEFT SPAN 6/12 PITCH D 1-0 O.H. 25# SNOW Of COMP ROOF U- ( :) ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: A-3 ROOF STEP KEVIN_iiimiiiii mmraroi-P IED G/E tip GABLE •DD STRUTS bi ------ STUB 6" 8-05-00 / 18-00-08 SPAN SPAN , 5-00-00 s?(14) 6E4?s &use(f GABLE �}-Z- DR HORTON PLAN 3714 "C" 26-00-00 GARAGE RIGHT SPAN 6/12 PITCH 1-0 O.H. 25# SNOW COMP ROOF IL- ARIEL TRUSS CO INC. (360) 574-7333 DRAWN BY: ROOFN BY:ItO KEVIN LENDE (GI I (8.9 SUPPORTED k 'E STUB 6" , ADD STRUTS GABLE � 5-00 SPAN 18-00-08 5-00-00 , SPAN SPAN F-I k.) 'S WS z (1 MiTek: MU , 250iTek Klug Inc. R Corona,CA 92880Inc. 951-245-9525 Re: DR_HORTON_PLAN_3714-C 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: K2473255 thru K2473263 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. <�F` ,0 PRateS NAG NFF9 ciz., � 89200PE A OREGON 1 Ct. �O -9y 14 Vs\ �� MFR R 1 LA- $Q' 4,:r• October 17,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply K2473255 DR_HORTON_PLAN 3714-C Al FINK 14 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Oct 14 17:29:30 2016 Page 1 10:0ydmiKOCTVFpuYAHnkGCXByTQAA-FhxJo0JAK03fFHy1sKg2acU5gxVe8rDBBEL316yTPyZ 1-1.0.01 6-9-7 1 13-0-0 1 19-2-9 i 26-0.0 p7-0-0 I 1-0-0 6-9-7 6-2-9 6-2-9 6-9-7 1-0-0 4x4= Scale:1/4"=1' D n O 6.00 12 Q 1.5x4 \\ N 1.5x4 // E - C R M F IA B .. G I$ d -14 i? J I K L H 4x4= 4x4= 3x4=3x4= 3x4= 1 8-10-5 1 18-3-11 1 26-0-0 72-10-5 1 8-10-5 LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.16 H-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.41 F-H >751 180 TCDL 7.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.06 F n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:108 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-3 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=1151/0-5-8,F=1151/0-5-8 Max Horz B=100(LC 13) Max UpliftB=89(LC 14),F=-89(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-M=-1873/169,C-M=-1793/189,C-N=1645/178,N-O=-1550/188,D-0=1543/199, D-P=1543/199,P-Q=1550/188,E-Q=1645/178,E-R=1793/189,F-R=-1873/169 BOT CHORD B-J=92/1590,I-J=1/1053,I-K=1/1053,K-L=-1/1053,H-L=1/1053,F-H=-104/1590 WEBS C-J=-448/158,D-J=-34/665,D-H=-34/665,E-H=-448/158 NOTES- 1)Wind:ASCE 7-10;Vuft=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=26ft;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 13-0-0,Exterior(2)13-0-0 to 16-0-0 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. overhangsQ+E9 P R�FFtS 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 non-concurrent with other live loads. ���NGINE�9 s/�2 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� $9200 P E �t� 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 89 lb uplift at joint B and 89 lb uplift at joints F. ftp/ _ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. - OREGON A.-7 OREGON Y 14 2.°�Q• "LI �'" FR R 11-'.-' EXPIRES: 12/31/2017 October 17,2016 t O WARPING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M7ek* 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 ANSI/TPH 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. Corona,CA 92880 Job Truss Truss Type Qty Ply DR_HORTON_PLAN_3714-C A2 K2473256 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Oct 14 17:29:31 2016 Page 1 ID:OydmiKOCTVFpuYAHnkGCXByTQAA-ktUhOkKo5KBWtRXDQ1BH7g1MZLxetLwKQo5cZYyTPyY 1-0-0 13-0-0 x1-0.0 I - 13-0-0 I 13-0-00-0 1-0-0 1-0.0 Scale:1/4"=1' 3x4= J K L I M H AO NAP 6.00 12 GAN 0A F P E 0 D R C S AM AR rid 3x4= AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W V 34= 3x4= I 26-0-D 26-0-0 Plate Offsets(X.Yj- [K:0-2-O.Edge] TOL DING(psf) 5.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 T n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 U n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 T n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:156 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 26-0-0. (Ib)- Max Horz B=-100(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,T,AE,AG,AH,Al,AJ,AK,AL,AB, AA,Z,Y,X,W,V Max Gray All reactions 250 lb or less at joint(s)B,T,AD,AE,AG,AH,Al,AJ,AK, AL,AC,AB,AA,Z,Y,X,W,V 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=26ft;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 13-0-0,Exterior(2)13-0-0 to 16-0-0 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 ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 :\CC��D P R OP4-, 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 w��, ANG I NEER /0 non-concurrent with other live loads. 2 6)All plates are 1.5x4 MT20 unless otherwise indicated. 89200PE 9l 7)Gable requires continuous bottom chord bearing. 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. ... `OP 10)*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. Cr 11)A plate rating reduction of 20%has been applied for the green lumber members. -yG 4,OREGON R !V 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,AE,AG,AH,Al /O '91✓ 7 4 2.0 j- AJ,AK,AL,AB,AA,Z,Y,X,W,V. A- �4. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. lfrfF/?R ILL EXPIRES: 12/31/2017 October 17,2016 t 0 WARMNG-Verify design parameters and READ NOTES ON 7N/S AND INCLUDED MITEK REFERENCE PAGE 111-7473 rev.14VV2015 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 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek" Is always required for stabdity 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 ANSg1P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information evadable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r Job Truss Truss Type Qty Ply K2473257 DR_HORTON_PLAN_3714-C A3 GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Oct 14 17:29:33 2016 Page 1 ID:OydmiKOCTVFpuYAHnkGCXByTQAA-gGcSOPM2dxRE6khcYSDICF6d78W1L9Ldt6ajeRyTPyW 11.0.01 13-0-0 I 19-2-9 1 26-0-0 27-0-01 1-0-0 13-0-0 6-2-9 6-9-7 1-0-0 4x4= Scale=1:56.8 3x6 11 F G H 3x6 II 3x6 Q n E " a ) 306 II 3x6 11 8.00 12 3x8 / 0 AK .. �. JAL 7x10 MT2OHS II AJ .�. , �1 K AM `; L 3x6 II C � 3x6 I I o � rb P4 1: 1110, M 1.5x4 I I 3x8•` iii\; AI 7x4111, 8 MT20HS 11 • `O� , AN cif B .. 1.5x4 I I 1.•x4 I I � ,, ` O P to w v u 1.5x4 1.5x4 II 4x9 II TS R 0 1.5x4 1.5x4 II 1.5x4 II I 8-10-5 I 17-1-11 I 26-0-0 I 8-10-5 8-3-7 8-10-5 Plate Offsets(X,V)- [B:0-1-7,0-0-3],[D:0-3.3,0-1-4],[E:0-5-6,0-0-8],[I:0-5-6,0-0-8],[J:0-5-6,0-0-81,[K:0-5-6,0-0-8],[L:0-3-8,Edge),[M:0-5-6,0-0-8],[N:0-5-6,0-0-8],[0:0-3-8,Edge), [0:0-2-14.Edge].[X:0-2-12.0-3-4] LOADING(psi) SPACING- 2-0-0 CSL DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.11 B-W >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.34 B-W >648 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 T n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:175 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2X4 DF Std G 10-0-0 oc bracing:B-W,U-W. OTHERS 2X4 DF Std G JOINTS 1 Brace at Jt(s):X,AC,AF MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-5-0 except(jt=length)B=0-5-8. (ib)- Max Horz B=-100(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,0,R,Q except T=-136(LC 14) Max Gray All reactions 250 lb or less at joint(s)0,T,R except B=868(LC 19), S=681(LC 5),Q=305(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-Al=-1266/109,C-AI=-1187/127,C-AJ=1033/113,D-AJ=960/122,D-AK=-848/95, E-AK=-823/98,E-F=-863/132,F-G=-802/140,H-1=-265/121,I-AL=309/117, J-AL=319/112,J-AM—267/75,K-AM=-278/72,K-L=-253/64 BOT CHORD B-W=-40/1052,V-W=0/537,U-V=0/537 WEBS C-W=-3561128,W-X=0/593,X-AA=-46/707,G-AA=-491734,G-AD=-299/0,AD-AF=-272/0, AF-AG=290/0,U-AG=-674/103,U-Y=0/787,Y-AH=0/788,L-AH=-4/756,J-AG=-310/82, L-S=-779/36 ��c:,,,ED P R OFlcss NOTES- \ �cNAGINFk- wO 1)Wind:ASCE 7-10;Vu@=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=26ft;eave=4ft; ,,c1 /� 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 13-0-0,Exterior(2)13-0-0 to 16-0-0 Q 89200P E 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. 0 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 OREGON ,.Cr✓ - 4)Unbalanced snow loads have been considered for this design. 4.. 4 \tx �1C 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 <Q '1}' 2 14 d Q' non-concurrent with other live loads. ' �t- 6)All plates are MT20 plates unless otherwise indicated. y/FR RIO_ 7)All plates are 3x4 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. EXPIRES: 12/31/2017 Continued on page 2 October 17,2016 1 AWARNING•Verify design parameta s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0.3/2016 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI 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 indiidual truss web and/or chord members only.Additional temporary and permanent bracing M 76k* 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 ANSNrP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Aw Job Truss Truss Type Qty Ply DR_HORTON_PLAN_371 A3 GABLE K2473257 11 I 1 Mel Truss Co.,Inc, Vancouver,WA IJob Reference(optional) nal Ari 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Oct 14 1729:33 2016 Page 2 NOTES- ID:OydmiKOCTVFpuYAHnkGCXByTQAA-gGcSQPM2dxRE6khcYSDICF6d78WhL9Ldt6ajeRyTPyW 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 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 lb uplift at joint(s)B,0,R,Q except(jt=lb)T=136. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AWARNING.Vwfly design paramsfws and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10/09/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verifytheapplicability designparameters and properly incorporate this design into the overall budding design.Bracing indicated is to prevent buckling of dividua truss web and/ochord 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 Mire IC Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VAS223wlky Criteria,DSa-88 and SCSI Building Component 260 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply K2473258 DR_HORTON_PLAN_3714-C A4 FINK 5 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Oct 14 17:29:34 2016 Page 1 ID:OydmiKOCTVFpuYAHnkGCXByTQAA-8SAgeINgNFZ4kuGo5AI kSfltYg54bAn6mJGAtyTPyV 1-1-0-01 6-9-7 I 13-0-0 I 19-2-9 6-2- 1 66013.70 117-0- 1 1-0-0 6-9-7 6- 0 Scale=1:46.0 4x6 II D 1! is T S 6.001. U R E C V Q M ( 3 DRI N a , . ... F B EA IA TA L K J W I H 4x4= 4x4= 4x4= 4x4= 4x4= 26-0-0 1 6-9-7 I 14-2-9- I 14-00° I 14-2-9 9-2-9 I 6-9-7 6-9-7 Plate Offsets(X.V)- (B:0-1-11.Edaei.IF:0-1-11.Edaei LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (bc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.28 l-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.93 I-J >329 180 TCDL 7.0 Rep Stress Inc- NO WB 0.55 Horz(TL) 0.06 F n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:126 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-14 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*Except* JOINTS 1 Brace at Jt(s):0,P M-N:2X4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1183/0-5-8,F=1183/0.5-8 Max Horz B=-100(LC 12) Max UpliftB-90(LC 14),F-90(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD D-TT-1907/272,T-U-1913/26.E-U'-20055 51 ,E V-1 23/169,F-V=20101/150 BOT CHORD B-L-75/1706,K-L=-9/1075,J-K-9/1075,J-W=-9/1075,I-W-9/1075,H-1=9/1075, F-H=-86/1706 WEBS D-N=-89/1015,H-N-111/974,E-H=-479/180,L-M-110/974,D-M=-89/1015,C-L=-479/180 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=26ft;eave 4 ; 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 13-0-0,Exterior(2)13-0-0 to 16-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; �� P R OF�c Lumber DOL=1.60 plate grip DOL=1.60 �� s 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5� GINEF S'/0 3)Unbalanced snow loads have been considered for this design. Qty R ?i9 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 :9200P l non-concurrent with other live loads.5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads.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 2-0-0 wide will -'op fd between the bottom chord and any other members. s/ Cr <C! vi � 8)A plate rating reduction of 20%has been applied for the green lumber members. -y 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. LSO 4144' 1 G OREGON Q} 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,f- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at 13-0-0 MER R I�-�' on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). EXPIRES: 12/31/2017 LOAD CASE(S) Standard October 17,2016 Continued on page 2 e AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 551.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 regarding the250 fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPN Quality Creerta,DSB-9 and SCSI Building Component Coro Ai 92890 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply DR_HORTON PLAN 3714-A4 FINK K2473256 5 1 Ariel Truss Co. Inc Vancouver,WA I IJob Reference(optional)7.640 s Sep 29 2015 MiTek Industries,Inc. Fri e 2 ID:OydmiKOCTVFpuYAHnkGCXByTOAA-SSAgeINgNF24kuGo5A�SfItYg54bAn6mJGAtyTt 14 17:29:34 216 PyV LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:A-D=-64,D-G=-64,E3-F=-20 Concentrated Loads(Ib) Vert:W=-63(F) 0 WARNING•verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/p1.7473 rev.1OPo3/2e15 BEFORE USE. Design valid for use orgy with Wake 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 verifythea building design.Bracing indicated is to prevent buckling oIndividual applicability web and/or chord met mbers only.ers and P Addditionrly al teems this y and permanent thenbrac Is always required for stablity and to prevent colapse with possible personal Injury and roPo ry permanent bracing M Tek• fabrication,storage,delivery,erection and bracing of trusses and truss property damage.For Quality Criteria,iOsguidance regarding Se Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,AlexarWdian SVA 223 Da9d8 and SCSI Building Component 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply K2473259 , DR_HORTON_PLAN_3714-C B1 QUEENPOST 2 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Oct 14 17:29:34 2016 Page 1 ID:Oydm iKOCNFpuYAHnkOCXByTQAA-BSAgeINgNFZ4kuGo5A1_kSfriYsJ4gJn6mJGAtyTPyV 18-0-8 19-0-8 -1-0.0 I 4-9-9 I 49-0-4 I 13-2-15 4-2- 11 I 4-9-9 I 1-0-0100 4&9 Scale=1:33.3 4x4= D r 6.00 12 iiiiii 1.5x4 J 1.5x4% E C - 1., 0,44 L I F B Gil tl/ to- H 3x4= 3x4= 3x8= 9-0-4 I 18.0-8 I 9-D4 I 9-0-4 Plate Offsets(X.Y)— 113:0-0-15.Edael.IF:0-0-15.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.10 B-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(TL) -0.32 B-H >668 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 F n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:74 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-15 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) B=817/0-5-8,F=817/0-5-8 Max Horz B=-71(LC 12) Max Uplift B=-72(LC 14),F=-72(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-I-1211/145,C-I-1169/161,C-J=-912/96,D-J-843/111,D-K=-843/111,E-K-912/96, E-L=-1169/161,F-L-1211/145 BOT CHORD B-H=-84/1032,F-H=-94/1032 WEBS C-H=-361/135,D-H=0/503,E-H=-361/135 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=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 9-0-4,Exterior(2)9-0-4 to 12-0-4 zone;cantilever left and fight 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 ,��p.EO P R OFFS 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 `\ �NGI NEF9 Slot 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. /.4.-7 89200 P E 9 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 willr- 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,F. �� /g •: . 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ORErt- GON �Z1/ �G<O,�' }' 14 2-°�4 MFRR1,-L EXPIRES: 12/31/2017 October 17,2016 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2018 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the buffing designer must verify the applicability of design parameters and properly incorporate this design Into the overall M� a k' 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 arability 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 ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 0KIu9C Circte 92860 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply DR_HORTON_PLAN_371 B2 IGABLE It 1 K2473260 Ariel Truss Co.,Inc, Vancouver,WA IJob Reference(optional) kI Oy 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Oct 1417:29:35 2016 Page 1 -too I 9-0-4 ID: dmiKOCTVFpuYAHnkGCXByT18-0-8 ekCr5NJ8YhxM2r ftGDHgB1zyJEp9XwL19-0.8 TPyU i-co 9.0.4 1 18.4a 9.0-4 I 1-0.0 I Scale=1:32.9 4x4= G � H 6.00 12 E 1 : 1'11 a r I X a V D J a C a a K W y Z B ^ 1,1 a -PrIII IIIII ill III a I aL iRyi aaa111111111111111111111116,._ ---•--I-IO-��1P��� �ANVAVAIr��lT•70741Ft!a74 117 rd .�0 �I.V ITS M �d s 3x4= V U T S R a P O N 3x4= I 1e-o-6 LOADING(psi 18-0 8 I TCLL 25.0 SPACING- 2-0-0 CSI. (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 DEFL. in (ISL t deft Lid 120 PLATES GRIP TCDL 7.0 Lumber DOL 1.15 BC 0.06 MT20 220/195 BCLL 0.0 ' Rep Stress Incl YES Vert(TL) 0.01 M n/r 120 Code IRC2012rTP12007 WB 0.03 Horz(TL) 0.00 L Na Na BCDL 10.0 LUMBER- (Matrix) Weight:8915 FT=20% TOP CHORD 2X4 DF No.1&Btr G BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.D-0 oc bracing. OTHERS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 18-0-8. Installation guide. (Ib)- Max Hors B=71(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,L,S,T,U,V,Q,P,0,N Max Gray All reactions 250 lb or less at joint(s)B,L,R,S,T,U,Q,P,0 except V=305(LC 1),N=305(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=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 9-0-4,Exterior(2)9-0-4 to 12-0-4 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)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 psi(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)All plates are 1.5x4 MT20 unless otherwise indicated. 4\���d P R„FFS 7)Gable requires continuous bottom chord bearing. _ �t4G 1 NF9 sVo 8)Gable studs spaced at 1-4-0 oc. s truss has been designed 0)rnlThis truss has been designedrforla Iva load of 20.Opsf on the bottom chord en all areasywhere livea rectangle 3-6-0 tall by 2-0-0 wide willet- 2 fit between the bottom chord and any other members. 89200 P E f 9) psf bottom 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 lb uplift at joint(s)B,L,S.T,U,V,Q,P (;r► CZ- ,0,N. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -9 OREGON4 14 2-°‘ ' `� FRR1L\- EXPIRES: 12/31/2Q17 October 17,2016 Q WARNING-Verify dearyn parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE A573 rev.1003/7015 BEFORE USE. Design valid for use only with Mack®connectors.This design is based only a truss system.Before use,the buildkr designer of upon parametersnpara shown,andr p for incorporate n I pathis isde building component,toverallnot building design.Bracing indicated is to prent budding of verify truss Bweb and/or parameters members only ei conl temporary and permanentracing is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVlP11 Quality Criteria,08849 and SCSI Building Component iso 0 Klug Circleekl 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 K2473261 DR_HORTON_PLAN_3714-C Cl GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Oct 14 17:29:36 2016 Page 1 ID:OydmiKOCTVFpuYAHnkGCXByTQAA-4rIa3ROxvspozCQBDanSgtkDKMfoYcJ4Z4oNEmyTPyT 38-8 I 4-2-8 I 1-1x-00 I 3-8-8 Scale=1:18.1 4x4= C 6.00 12 L 1.5x4 II K 1.5x4 II D B M N J A - E � - - F 11 I H G 3x4= 1.5x4 II 1.5x4 I I 1.5x4 I I 2.5x4=- 2.5x6 2.5x6 II 7-11-0 I I 7-11-0 • Plate Offsets(X.Y)- (A:0-0-0.0.1-51.IA:0-1-9.0.4-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 E n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 F n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 E n/a n/a BCLL 0.0 ' Code IRC2012)TP12007 (Matrix) Weight:31 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. OTHERS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 DF Std-G Installation guide. REACTIONS. All bearings 7-11-0. (lb)- Max Harz A=-36(LC 12) Max Uplift All uplift 100 lb or less at joint(s)A,E,I,G Max Gray All reactions 250 lb or less at joint(s)A,E,H,I,G FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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=2ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Comer(3)0-6-0 to 3-6-0,Exterior(2)3-6-0 to 4-2-8,Comer(3)4-2-8 to 7-2-8 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 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 tiQ, � P R OFF 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 CJ< ���I NF9 S�+/��fj� non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 89200 P E r 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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 iir/� fitbetween the bottom chord and any other members. ./ « ' . 10)A plate rating reduction of 20%has been applied for the green lumber members. rr 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,E,I,G. Ci 1A-OREGON <Ur 12)"Semi-rigid pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � Z ,`Dm #� L i� 4/' 14 P M�RRlL\-6 EXPIRES: 12/31/2017 October 17,2016 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MTek. 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 the250 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component CaronugC Circle 92880 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type City DR_HORTON PLAN 371 1 KTIn11 IPly 1 K2473262 Ariel Truss Co.,Inc, Vancouver,WA IJob Reference(o7.640 s ptional) O29 2015 ak Industries, nit 1-a0 i 2�0 OydmiKOCTVFpuYAHnkGCXByTOAA-Orta ROxvspozCOBDanSO C8 17:29:36 2016 Page 1 ID: 1-00 2-6-0 I 5.0.0 0 MfpYcb4Z4oNEmyTPyT -0-0 2-6-0 1-0-0 I 4x4= Scale=1:13.5 C 1 6.00 12 H Illili 11. 4. i_. I I d B D l PM A 11111111111a, F J E►, 1.5x4 I I , li 2.5x4 = ,, 2.5x4= I 2-6-0 2so I 5-0-0 i , LOADING(psi) 2-6-0 TCLL 25,0 SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl L/d (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 F >999 240 PLATES GRIP TCDL 7,0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 F >999 180 MT20 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IRC2012/Tp12007 (Matrix) LUMBER- Weight:19 lb FT=20°h TOP CHORD 2X4 DF No.1&Btr G BRACING- BOT CHORD 2X4 DF No.1&Btr GDF TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. WEBS 2X4 DF Std G SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I REACTIONS. (lb/size) B=269/0-5-8,D=269/0-5-8 Installation guide. Max Holz B=25(LC 13) Max Uplift B=-45(LC 14),D=-45(LC 14) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)V(1RC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24fl;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 2-6-0,Exterior(2)2-6-0 to 5-6-0 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 psi(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 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 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. ����Q , R OPp, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ,F. 'G�1G I NEF""O;(1 sib 2 4 89200PE 9r -74,OREGON tx 4 <0 - 14 201 `E� M9y FR R 11_1. '; P EXPIRES: 12/31/2017 October 17,2016 Q WARMNO•Verify desige parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE III1-7473 rev.10103/2016 BEFORE USE. Design tiuss system.Beforeeuse,w,tthe building designeWeide r must verif.This y the applcabn is based illy ilitty offddesiparameters n parameterssaandand propertyIs for incorporate n i praat building nomo the o not building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Adddinl temporary this design into the overall is always required for stability and to prevent collapse with possible personal in' ing the permanent bracing fabrication,storage,de8very,erection and bracing of trusses and trus systems,see and properly damage.For general guidance regarding the Mi eke Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria, 22314.Duality Crttada,DS8.89 and BCSI Building Component 260 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply K2473263 DR_HORTON PLAN 3714-C D2 KINGPOST 1 1 Job Reference(optional) Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Oct 14 17:29:37 2016 Page 1 Mel Truss Co.,Inc, ID:OydmiKOCTVFpuYAHnkGCXByTQAA-Y1 syGnPZgAxfbM_NnlI M5HMul?sH3vDokYwnCyTPyS 2-0-0 I 4-6-0 I 1-0-0 I 5-6-0 2 0-o 2-6-0 Scale=1:10.9 B 4x4= 6.00 12 4111111 A d .01111 -ldli ■ I TA 2.5x6 I I E 1,5x4 I I ,, 2.5x4 = 3x4= 2-0-0 I 4-6-0 I 2-0-0 2-6-0 Plate Offsets(X.Y1- fA:0-0.0.0.1-51.IA:0-1-9.0-4-51 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 0.06 Vert(LL) -0.00 E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 C-E >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 C n/a n/a BCLL 0.0* Code IRC2012/TP12007 (Matrix) Weight:17 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 DF Std-G Installation guide. REACTIONS. (lb/size) A=165/Mechanical,C=26710-5-8 Max Horz A-24(LC 12) Max UpliftA=3(LC 14),C=-50(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=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)0-6-12 to 5-6-0,Interior(1)5-6-0 to 6-0-0 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 psi(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 psi or 1.00 times flat roof load of 25.0 psi 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. �ckt.Q R OFF 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 �NG I N ESR s/O2'1� fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. , 92� 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. e. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7 OREGON '' /O 14 20� P E'RR1L�- EXPIRES: 12/31/2017 October 17,2016 AWARNING•Verify&sign parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE aW-7473 rev.10109/2015 BEFORE USE. Design valid for use only with MINIS®connectors.This design is based only upon parameters shown,and Is for an Individual budding component,not e 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 budding 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 ANSUTPII Quality Criteria,DSB•89 and BCSI Building Component 250 Khtg Circle Corona,CA92860 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Symbolsring System General Safet Notes ' PLATE LOCATION AND ORIENTATION Numbe 1 3/4 Center plate on joint unless x, 6-4-8 offsets are indicated. y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to s itsiik Dimensions are in ft-in-sixteenths. or Personal Injury h dApfu embed teethy plates to both ides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. O- 16r� TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 111.11111E531.1.1110/4 2. Truss bracing must be designed by an engineer.For _ q wide truss spacing,individual lateral braces themselves maO bracing should be uire �siderrer . Tor I Illirlialli 111111,1* 2111116\1101110 U O I 3. Never exceed the design loading shown and never a O U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ o_ plates 0-ori 3 O 4. Provide copies of this truss design to the building from outside BOTTOM CHORDS designer,erection supervisor,property owner and edge of truss. 8 all other interested parties. 7 6 5 5. Cut members to bear tightly against each other. �.. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Thisrequired of slthe in JOINTS TRUSS STARTING NUMB R THE JOINT FARTHEST 6. Placeplatesa fully.uck face of truss at each connector plates. THE LEFT. joint and embed Knots and wane at joint locations are regulated by ANSI/TPI 1. *Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses wig be suitably protected from software or upon request CHORDSS/LETTERS. the environment in accord with ANSUTPI 1. 8. Unless otherwise noted,moisture content of lumber PLATE SIZE shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for The first dimension is the plate ICC-ES Reports: use with rsB retardant,preservative treated,or green lumber. 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 10.Camber is it non-structural considerationtorntl and isithe to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 cmer responsibility of load deflection.fabricator.General practice is to the length parallel to slots. camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and ,i Indicated by symbol shown and/or Trusses are designed for wind loads in the lane of the in all respects,equal to or better than that by text in the bracing section of the output. Use T or I bracing truss unless otherwise shown. p pecitied. 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. BEARING section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, established by others. or less,if no ceiling is installed,unless otherwise noted. Indicates location where bearings 15.Connections not shown are the responsibility y of others. (supports)occur. Icons vary but 16.Do not cut or after truss member or plate without prior o4111j In 110 NUM reaction section indicates joint ©2012 MiTek®All Rights Reserved approval engineer. number where bearings occur. Min size shown is for crushing only. I♦� 17.Install and load vertically unless indicated otherwise. ft, 18.Use of green or treated lumber ma Industry Standards: table environmental,health or performance risks.Consult ose owith ANSI/TPI I: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, is not sufficient. Guide to Good Practice for Handling, iTkm Ica Installing&Bracing of Metal Plate 20.Design assumes manufacture in accordance with 1e Connected Wood Trusses. ANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Standard Gable End Detail ST-GE120-SP -- MiTek USA,Inc. Page 1 of 2 ---1 -- II 1 r---7 T2xypical_x4 L-Brace Nailed To _Verticals W/10d Nails,6"o.c. Vertical Stud�, c-_-_ �--� Vertical Stud (4)-16d Common DWGONAL Wire Nails •\ _RACE U IP I .��� ___16d Common MiTek USA,Inc. `/ Wire Nails SECTION B-B ---6- 7 Spaced 6"o.c. DIAGONAL BRACE 4•-0"O.C.MAX —__ (2)-tOd Common \e�y --' —2x6 Stud or Wire Nails into 2x6 MN, 2x4 Not of better TRUSS GEOMETRY AND CONDITIONS �� SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace \ � Nailed To 2x_Verticals ��, 12 SECTION A-A w/(4)-10d Common Nails 2xa Stud — yA ;�� i Varies to Common Truss* — *' ,,\ PROVIDE 2x4 BLOCKING BETWEEN THE FIRST kz {�(�j t el<:‹,',!a!(;, Gc SEE INDIVIDUAL MITEK DRAWINGS FOR DESIGN CRITERIA ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. // .A ** , , ATTACH DIAGONAL BRACE TO BLOCKING WITH y (5)-10d COMMON WIRE NAILS. g , B IBi \x4= 3 J ---8- C 3 D / ;LI (4)-8d NAILS MINIMUM,PLYWOOD – �, SHEATHING TO 2x4 STD SPF BLOCK //// // //:��/7TT�7/ - N �/ * -Diagonal Bracing ** -L-Bracing Refer �\ / Refer to Section A-A to Section B-B 24"Max Roof Sheathing- " NOTE: :�1 —_ BVI=� 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. j 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Li 1'_3"WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 •3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. 1• 4, /(2)-10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ` BRACING OF ROOF SYSTEM. / �4 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB 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 /Trus S @ 24" O.C. DIAPHRAM AT 4'-0"O.C. `- ' / 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1,... � BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. /7x6 DIAGONAL BRACE SPACED 48"O.G. (REFER TO SECTION A-A) ATTACH TO VERTICAL STUDS WITH(4)tOd NAILS THROUGH 2x4. uiag. grace �y ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 11240. at 1/3COMMON WIRE NAILS AND ATTACHED point TO BLOCKNG WITH(5)-10d COMMONS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed '-_, 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE HORIZONTAL BRACE 06-01-12 BY SPIB/ALSC. End Wall :,_ (SEE SECTION A-A) 2 DIAGONAL , Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/St 12"O.C. 4-3-2 4-9-13 6-9-138-6-4 12-9-5 2x4 SP No.3/St 16"O.C. 3-10-7 4-2-1 5-10-13 I7-8-14 11-7-5 — 2x4 SP No.3/ 24"O.C. 3-3-11 3-4-14 4-9-13 I 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 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails Sin 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 MPHASCE 7-10 1 - DURATION OF 50 LOAD INCREASE:1.60 CONNECTION OFBBRACING ISOBASEEDD ON MWFRS._DING _