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Plans (63) G.E. @ ??. .5 Se,t,, 4,, _ . , D.R. HORTO PLAN 3714 "An A 26-00-00 / / GARAGE LEFT SPAN . _ .,.....- PtCY . . V 6/12 PITCH A, r T 1 25# LOAD 1-0 0.H. .(1) il 1 . 1 1 /— il!Ill c I)iill L _...i . /17 311 CE . A ARIEL TRUSS • ill I 1 ....r Lut 574-7333 LLJ Q...).(i CD 11151 ? Gil GARAGE 1 , , 1 ill DRAWN BY: 11 KEVIN LENDE . . ...... R/S _ . '..: .., ,7,.. , __..4 ,. . , _ 1 . ,..,. ,, : ...._ .. :. 1 ... .. tglif ._ 1.... Amim....11M1111111111111111111 ,,,r_ 41111M11 r- 2 !.1,7 / e G.E. . . . . 3RD CAR OPTION EXT. GARAGE 3 ADD STRo '... ,..-, :: 8-05-00 > * SPAN 18-00-08 SPAN Copyright Cc) CompuTrus Inc. 079 \ G.E. / D.R. HORTON PLAN 3714 "A" N 26-00-00 / GARAGE RIGHT SPAN l":J 6/12 PITCH Y 25# LOAD A F- -1 1-0 O.H. I �Z I I I ow....m... -7/ „ . „ / y L_ A Iii 6/12 ()IT)ARIEL TRUSS o o Q LU 1J GARAGE CD DRAWN BY: .1PIAI • <, . 3(69. 9 > KEVIN LENDE iA3RJS 111 1 $� 2 Vi3 ' n ADD STRUTS 3 * G.E. CC9EXT. GARAGE 3RD CAR OPTION y 8-05-00 N y y 18-00-08 SPAN Copyright (c) CompuTrus Inc. 1 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR NORTON PLAN 3714-A 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: K2546042 thru K2546053 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. ,fc,EO PROs ,5 04G1 N44, ,O2 'rt 89200PE 9r 4.„OREGON D, Alves /O MFRR-9' 14 2P ki:1- 1L�- • EXPfR November 4,2016 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 r K2546042 DR_HORTON_PLAN_3714-A 3D1 QUEENPOST 5 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. FriNov 04 13:09:40 2016 Page 1 ID:Ayflgs?H0jsRZDEdE7Ft?GyMaCj.B2iaxXX1S9Tlg1wLZWf9H1 EAm9MJSHvUQB9MyMYo9 1 1-0-0 1 4-9-7 I 9-0-0 I 13-2-9 I 18-0-0 1 19-0-0 1 4-2-9 4-2-9 4-9-7 1-0-0 Scale=1:33.2 4x4= D Mb 8.00 12 1.5x4* J K 1.5x4 C E I L B F MEIre G la 7� H 3x4 3x8= 3x4= 9-0-0I 18-0-0 I 9-0-0 Plate Offsets(X.V)— [B:0-0-15.Edgej,[F:0-0-15.Edgej TCLL 2 LOADING(psf)5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.10 B-H >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.31 B-H >673 180 BCLL 0.0 * Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=815/0-5-8,F=815/0-5-8 Max Horz B=70(LC 13) Max UpliftB=-72(LC 14),F=-72(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-1=1208/145,C-I=1166/160,C-J=910/96,D-J=-841/110,D-K=841/110,E-K=-910/96, E-L-1166/160,F-L=1208/145 BOT CHORD B-H=-84/1030,F-H=94/1030 WEBS C-14=-360/135,D-H=0/502,E-H=-360/135 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 9-0-0,Exterior(2)9-0-0 to 12-0-0 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. tip P R QF 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 f' FS non-concurrent with other live loads. � G'1 N�$9 s/0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 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 (t-''(:92 00 P E 'Tr 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 72 lb uplift at joint B and 72 lb uplift at joint F. , fir : 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -yG 4...OREGON , lei 6O 41 Y 14 'Z'1 .1-' MFRR I Ll- e'A EXPIRES: 12/31/2017 November 4,2016 t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*11-7473 rev.I0Po3/2015 BEFORE USE. 111 Design valid for use only with MWTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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 ANSVIPH 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 1 Job Truss Truss Type Qty Ply K2546043 DR_HORTON_PLAN_3714-A 3D2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:41 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-BNc4oHY9omHKvzc6vHl uiVIB4aDN5pgQ889khoyMYo8 18-0-0 1 19-0-0 1 I -1-0-0 1-0-0 I 9-0-0 9-0-0 1-0.0 Scale=1:32.9 3x4= H I Gii a " II J F 6.00 12 " r AB K EAA a Y" r L • D " " e M 11 C " • AC Z r N B PI II r a : r it L.- o 12 3 12 3x4= Y X W V U T S R Q P 3x4 = 18-0-0 I I 18-0-0 Plate Offsets(X.Y)- [H:0-2-0.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 N n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 0 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 N n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Weight:90 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 0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-0-0. (Ib)- Max Horz B=-70(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,N,V,W,X,Y,S,R,0,P Max Gray All reactions 250 lb or less at joint(s)B,N,U,V,W,X,Y,T,S,R,Q, P 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.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 9-0-0,Exterior(2)9-0-0 to 12-0-0 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 �Q.EO P R OFFS 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 ��\�\ \AG,I NEER 451/ non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. Q 4 89200 P E r. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)•This truss has been designed for a live 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 /+ Cr 11)A plate rating reduction of 20%has been applied for the green lumber members. "",‹Co OREGON �<C/ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,N,V,W,X,Y,S. -sr 14 20a S" R,Q,P. �P 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /LfF R R /- EXPIRES: 12/31/2017 November 4,2016 1 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 buffing designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildingMiTek'design.Bracing Indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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 t DR_HORTON PLAN 3714-A Al FINK 14 1 K2546 044 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 0413:09:42 2016 Page 1 ID:Ayflgs7H0jsRZDEdE7Ft?GyMaCj-ga9T7dZoZ3PBX7BJS_Y7EigGk RIgBAallovHDEyMYo7 1-0.0I 6-9-7 r1-0.0 6-9-7 6-2-90 I 9-2-9 I 26-0-0 7-0.0 6-2-9 6-9-7 �i-o-on I Scale=1:46.8 4x4= D ►1 P 6.00 i O N Q 1.5x4 \\ 1.5x4 / C E ri R � B M ....IF aa G 4x4 = J K I L H 3x4 = 4x6 = 3x4= 4x4= 8-1-2 I 17-10-14 26-0-0 8-1-2 9-9-11 I 8-1-2 I LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.26 H-J >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.58 H-J >532 180 BCLL 0.0 " Rep Stress Incr YES WB 0.34 Horz(TL) 0.06 F n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-4 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 REACTIONS. (lb/size) B=1151/0-5-8,F=1151/0-5-8 Installation guide. 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=-1895/157,C-M=-1812/175,C-N=-1737/191,N-0=-1643/201,D-O=1636/212, D-P=1636/212,P-Q=1643/201,E-Q=1737/191,E-R=1812/175,F-R=1895/157 BOT CHORD B-J=81/1607,J-K=5/1046,I-K=-5/1046,I-L=5/1046,H-L=-511046,F-H=92/1607 WEBS C-J=-441/160,D-J=-45/760,D-H=-45/760,E-H=441/160 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. 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 '�tQ•.D/+PR 0pe. 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. �Gj NG I N��.:15 s/ 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 �� ..8‘49G21:1::. t1" fit between the bottom chord and any other members,with BCDL=10.Opsf. 89200 P *9 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. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • ��= • 7G A OREGON tit �l"Q 'O 4Y142.13 " MFR R 11-N-R) EXPIRES: 12/31/2017 1 - November 4,2016 ,AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE*81.7473 rev.10103/2015 BEFORE USE. 1111 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 verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent colapse with possible personal Injury and property damage.For general guidance regarding the M iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTpn Quality Criteria,DSB-99 and BCSI Buildin Com onem Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 9 P 250 CirCircleCoronnaa,,CA 92880 Job Truss Truss Type Qty Ply K2546045 DR_HORTON_PLAN_3714-A A2 FINK 5 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Nov 04 13:09:42 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft7GyMaCj-ga9T7dZoZ3PBX7BJS_Y7EigE R_R7g64allovHDEyMYo7 11-0-01 6-9-7 I 13-0-0 I 19-2-9 I 76-0-0 ?7-0-01 1-0-0 6-9-7 6-2-9 6-2-9 6-9-7 1-0-0 4x4= Scale=1:53.3 D r� 6.00 12 Q R diggio•••••iii. S 1.5x4 \\ P 1.5x4 // C E 0 6z T B Ny F 0 — 111_ R. G ,tw .. `. - 1 5 1.5x9 — R. a z K J I H ._' 4x4= 4x4= 3x4= 3x6= 3x4= 1.5x4 II I 8-1-2 I 13-0-0 I 17-10-14 I 26-0-0 I 8-1-2 4-10-14 4-10-14 8-1-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.11 I >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.40 I >757 180 TCDL 7.0 Rep Stress Incl NO WB 0.66 Horz(TL) 0.07 F n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (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 4-5-2 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) B=1183/0-5-8,F=1183/0-5-8 Max Horz B=-100(LC 12) Max UplifB=90(LC 14),F=-90(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-0=-1966/174,C-0=-1883/193,C-P=-1808/208,P-Q=1714/218,D-0=1707/229, D-R=-1707/229,R-S=1714/218,E-S=1808/208,E-T=1883/193,F-T=1966/174 BOT CHORD B-K=96/1670,J-K=14/1133,I-J=14/1133,H-I=14/1133,F-H=107/1670 WEBS C-K=-439/159,K-L=59/754,D-L=-55/802,D-M=-55/802,H-M=-59/754,E-H=-439/159 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)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. O`°3 P R OFFS, 4)This truss has been designed for greater of min root 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: ANG'NE". s>0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. ,,..? �� 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 4 89200 P E 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. s�l i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. , !Ip _ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. or.- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 12 lb up at 13-0-0y OREGON 44/ on bottom chord. The design/selection of such connection device(s)is the responsibility of others. G ‘1. A, <O "9/' 14 V\ Q} LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 SFR R I L\- Uniform Loads(pit) Veil:B-F=-20,A-D=-64,D-G=-64 EXPIRES: 12/31/2017 Continued on page 2 November 4,2016 I r A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE*817473 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 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 Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,058.89 and SCSI Building Component 250 KIug 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-A A2 FINK 5 1 K2546045 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:42 2016 Page 2 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-ga9T?dZoZ3P BX7BJ S_Y7EiciE R_R7g64allovH DEyMYo7 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-63 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,end 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 Mei( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 K2546046 DR_HORTON_PLAN_3714-A A3 GABLE 1 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:44 2016 Page 1 ID:Ayflgs?HOjsRZDEdE7Ft?GyMaCj-cyHDQJa25hf mRKhaPbbK7wiJnE4l9ntg6O017yMYo5 0-0-01 13-0-0 I 26-0-0 1,77-0-01 1-0-0 13-0-0 13-0-0 1-0-0 Scale=1:47.3 3x4= J K L • tri • M AP HAO N 6.00112 AN O AQ p P E D R G S AM AR T gy 3x4= AL AK AJ Al AH AG AF AE AD AC AB AA 2 Y X W V 3x4= 3x4= 26-0-0 26-0-0 Plate Offsets(X.Y)- [K:0-2-Q.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 T n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 U n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 T n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Weight:156 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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-0-0. (Ib)- Max Holz B=100(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,T,AF,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,AF,AG,AH,Al,AJ,AK, AL,AC,AB,AA,Z,Y,X,W,V 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(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.Opsf;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 ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ti9, D PR OFF�,S 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 Nat roof load of 25.0 psi on overhangs � �NG1I NE�•Y /O non- concurrent with other live loads. '9 6)All plates are 1.5x4 MT20 unless otherwise indicated. Q Z 9200 P E 7)Gable requires continuous bottom chord bearing. 8)Gable studsspaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will vs fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. � OREGON �/ 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,AF,AG,AH,Al <O qY 1 4 20�P ,AJ,AK,AL,AB,AA,Z,Y,X,W,V. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �R R It-'- EXPIRES: 12/31/9017 November 4,2016 WARMNO-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 891.7473 rev.1W03/201 BEFORE USE. 11" Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml le k• 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 ANSUTPII 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 j K2546047 DR HORTON_PLAN_3714-A A4 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:44 2016 Page 1 ID:Ayflgs?H0jsRZDEdE7Ft?GyMaCj-cyHDQJa25hfvm RKhapbbK7wcHn7311_tg60017yMYo5 r1-0-°1 6-9-7 I 13-0-0 I 19-2-9 I 26.0-0 127-0-01 1-0-0 6-9-7 6-2-9 6-2-9 6-9.7 1-0-0 Scale-1:46.8 4x4= E AF AG 6.00 12 D AE AH f C �lOi'`. F CIS 3x6Pr: ' AD l:, Al 2.5x4 I B G Ey 141 n @ B B H K J I Me 4x4= 4x4= 3x4= 3x6 = 3x4 = I 8-1-2 I 17-10-14 I 26-0-0 I 8-1-2 9-9-11 8-1-2 Plate Offsets(X.Y)— 1E:0-2-0.0-0-0j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.14 I-K >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(TL) -0.45 I-K >682 180 TCDL 7.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.06 G n/0 n/a BCLL 0.0 * Code IRC2012/TP12007 . BCDL 10.0 (Matrix) Weight:150 lb FT=20h LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 4-3-8 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. (lb/size) B=1151/0-5-8,G=1151/0-5-8 Max Horz B=100(LC 13) Max Uplift B=-89(LC 14),G=89(LC 14) FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AD=1880/152,C-AD=1791/170,C-AE=1715/182,D-AE=-1659/190,D-AF=-1565/170, E-AF=-1521/182,E-AG=-1635/213,AG-AH=-1644/201,F-AH=-1738/191,F-AI=-1813/176, G-A1=-1896/157 BOT CHORD B-K=-71/1589,J-K=23/1100,I-J=23/1100,G-1=92/1608 WEBS C-K--309/123,K-L=-3/615,E-L=-2/613,E-M=68/773,I-M=-36/747,F-1=-440/161 NOTES- 1)Wind:ASCE 7-10;Vuft=120mph(3-second gust)V(IRC2012)=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45fl;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 ,ED P R OFF 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 LS Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. eco, ANG I N4-„ s/O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ,C1 2 4)Unbalanced snow loads have been considered for this design. $9200 P E '9>' 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. / 7)Gable studs spaced at 1-4-0 oc. 1w 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -yG OREGON �� 9)'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. /O 14,?fl #10)A plate rating reduction of 20%has been applied for the green lumber members. �t_'.1)' Q' 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,G. firR Fi I L` 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 November 4,2016 e Ax .... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 rev.10/03/2016 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,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 NI!. 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/TM Quality Criteria,138B-99 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 1 Job Truss Truss Type Qty Ply K2546048 DR_HORTON_PLAN_3714-A B1 KINGPOST 2 1 Job Reference(optional) Mel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:45 2016 Page 1 ID:AyfIgs?HOjsRZDEdE7Ft?GyMaCj-49rbdfbgs_omObvt866gsLSr6BZD1cz03m7xgZyMYo4 3.9-0 7-11-8 8-11-8 3-9-0 4-2-8 1-0-0 Scale=1:17.4 4x4= B 6.0012 N A i 2.5x6 II \Q/ 1.5x4 II 3x4= 2.5x4= 3-9-0 7-11-8 I 3-9-0 4-2-8 Plate Offsets(X.Y1- [A:0-00.0.1-3].[A:0-1-5.0-4-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 C-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(TL) -0.02 C-E >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.08 Horz(TL) 0.00 C n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:28 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 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 DF Std-G Installation Auide. REACTIONS. (lb/size) A=316/0-1-8,C=407/0-5-8 Max Horz A=-36(LC 12) Max UpllftA=13(LC 14),C=-55(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-F=-385/67,F-G=-338/72,G-H=-327/74,B-H=-301178,B-1=300/73,I-J=-332/67, J-K=-344/66,C-K=-397/63 BOT CHORD A-E=-6/293,C-E=-6/293 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)0-6-4 to 3-6-4,Interior(1)3-6-4 to 4-2-8,Exterior(2)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)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. t3 PROPen 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. �Cj :92 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.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 willfitbetween the bottom chord and any other members. ,��... 00 P NE�c /0 E 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 at joint(s)A. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. ' /�� 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of thistruss. CC 7 OREGON 1(/ /6' 2 Li,9Y14 °,\ P SFR R i t4� EXPIRES: 12/31/2017 November 4,2016 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM-7473 rev.10101/2015 BEFORE USE. Design valid for use only with MRek®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 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general gutdance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,058.99 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 V K2546049 DR_HORTON_PLAN_3714-A 82 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:45 2016 Page 1 ID:Ayfigs?HOjsRZDEdE7Ft?GyMaCj-49rbdrbgs_omObvt866gsLSr6BZD1 cz03m7xgZyMYo4 I 3-9-0 I 7-11-8 I 8-114 1 4-2-8 1-0-0 Scale=1:17.4 4x4= B 6.00 FY M 1.5x4 I I L 1.5x4 11 K N Q J A H II ► 1.5x4 II E 1.5x4 II 1.5x4 I I 3x4= 2.5x4= I 3-9-0 I 7-11-8 I 3-9-0 4-2-8 Plate Offsets(X.Y)- 1A:0-0-0.0-1-3j.[A:0-1-5.0-4-13] TOL DING(psf)5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 C-E >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.02 C-E >999 180 BCLL 0.0 • Rep Stress!nor YES WB 0.08 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:31 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 OF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2X4 DF Std G be installed duringtruss erection,in accordance with Stabilizer WEDGE Installation guide Left:2x4 DF Std-G REACTIONS. (lb/size) A=316/0-1-8,C=407/0-5-8 Max Horz A=36(LC 12) Max UpliftA=-13(LC 14),C=-55(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-J=-385/67,J-K=-338/72,K-L=327/74,B-L=301/78,B-M=-300/73,M-N=-332/67, N-0=344/66,C-O=397/63 BOT CHORD A-E=-6/293,C-E=-6/293 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=oft Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-6-4 to 3-6-4,Interior(1)3-6-4 to 4-2-8,Exterior(2)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 PR F Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. 4C.- O QF ss 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��Co ‘AGINE" . �0,...,_ 4)Unbalanced snow loads have been considered for this design. q 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., non concurrent with other live loads. 89200PE "7 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will a ile - fit between the bottom chord and any other members. i �Cr y 9)A plate rating reduction of 20%has been applied for the green lumber members. OREGON 10)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. .0' 41./ '4 20'�a`�1'� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MFR R I LL EXPIRES: 12/31/2017 November 4,2016 t A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MIWEK REFERENCE PAGE ANI-7473 reV.1%3/2015 BEFORE USE. ill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSITPN gustily Criteria,058-89 and BCSI Building Component 250 Klug Circle Safety IMcnnatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 4 Job Truss Truss Type Qty Ply K2546050 DR_HORTON_PLAN_3714-A C1 QUEENPOST 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Nov 04 13:09:46 2016 Page 1 ID:Ayflgs7H0jsRZDEdE7Ft?GyMaCj-YLPzr cidlwd01U4hgd3PY?OibpWm1wAIPtVM7yMYo3 I -1.40 I 4-9-9 I 9-0-4 I 13-2-15 I 18-0-8 1 19-0.8 1 1-0-0 4-9-9 4-2-11 4-2-11 4-9-9 1-0-0 Scale=1:33.3 4x4= D 8.00 FE 1.5x4 Q J K 1.5x4 C E I L F i � B 1 H Z 3x4= 3x4= 3x8= I 9-0-4 I 18-0-8 9-0-4 9-0-4 Plate Offsets(X.Y)- [B:0-0-15.EdgeJ.[F:0-0-15.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd 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 >668 160 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 F n/a n/a BCLL 0.0 * Code IRC2012/TPI20070 BCDL 10.0 (Matrix) Weight:74 lb FT=20% 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. (lb/size) B=817/0-5-8,F=817/0-5-8 Max Horz B=71(LC 13) Max UpliftB=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=1210/162,C-1=1168/178,C-J=-912/105,D-J=-843/120,D-K=843/120, E-K=-912/105,E-L=1168/178,F-L=-1210/162 BOT CHORD B-H=-105/1032,F-H=110/1032 WEBS C-H=-360/150,D-H=-1/503,E-H=-360/150 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=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 13-4-14 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. <c-?`t13 P(�OFF 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 t(, s non-concurrent with other live loads. \�� 040.1 NE<C9 s/� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,C? �fi9 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 :9200P E 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. I 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. o OREGON �lV ''O ''1}' 14 2-° p4 MER R 11-x- 0 EXPIRES: 12/31/2017 November 4,2016 t. WARNING••Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE PAH-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 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 FRI is always required for stability and to prevent calque with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPII 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 K2546051 DR_HORTON PLAN_3714-A C2 GABLE 1 1 Job Reference(optional/ Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:47 2016 Page 1 ID:Ayflgs7HOjsRZDEdE7Ft?GyMaCj-OXzM2KdwOc2Udu3GFX8IxmYDY?GnVX9JX3c2uSyMYo2 1-0-0 I 9-0-4 I 9-0-4 18-0-8 11 I 1-0-0-0-0 Scale=1:32.9 3x4= H I G ii - F : : J 6.00 12 ^ a E 1 K AA :a AB _ D L ■ • C a • M Z : AC II B Al 8 8 8 @ 8 : : : N 0 ri 3x4= Y X W V U T S R a p 3x4= I 18-0-8 18-0-8 Plate Offsets(X.YI- [H:0-2-0.Edgej TOL DING(psf) 5.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 N n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 0 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 N n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:91 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 18-0-8. (Ib)- Max Horz B=71(LC 13) Max Uplift All uplift 100 lb or less at joint(s)B,N,V,W,X,Y,S,R,0,P Max Gray All reactions 250 lb or less at joint(s)B,N,U,V,W,X,Y,T,S,R,0, P 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.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MVVFRS(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 13-3-3 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 4)Unbalanced snow loads have been considered for this design. �0 P R QFe 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 tSs non concurrent with other live loads. NG'I NEAR di 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. Q�� :9200P '9f 8)Gable studs spaced at 1-4-0 oc. / 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t• 11)A plate rating reduction of 20%has been applied for the green lumber members. • �Q 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,N,V.W,X,Y,S. "j7 4- 4 OREGON R,0,P. <0 qr 14 V\ P 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MFR R 11-\- EXPIRES: 12/31/2017 November 4,2016 a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO-7473 rev.10/0312018 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,not111 e 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 MiTek' is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the �1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 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 11 Job Truss Truss Type Qty Ply K2546052 DR_HORTON_PLAN_3714-A ED1 QUEENPOST 3 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MTek Industries,Inc. Fri Nov 04 13:09:47 2016 Page 1 ID:Ayf qs?HOjsRZD EdE7Ft?GyMaCj-OXzM2KdwOc2Udu3GFX8IxmYBT?9oVUBJX3c2uSyMYo2 I -1.0-0 1 4-9-7 I 9-0-0 I 13 2-9 I 18-0-0 I 19-0-0 I 1-0-0 4-9-7 4-2-9 4-2-9 4-9-7 1-0-0 Scale=1:33.2 4x4= D AM 6.00 12 1.5x4 J K 1.5x4 C E I L B F 1 G 1a � H 3x4= 3x8= 3x4= I 9-0.0 I 18-0-0 9-0-0 9-0-0 Plate Offsets(X.Y)- [B:0-0-15.Edge].[F:0-0-15.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl LAI 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 0.48 Vert(TL) -0.31 B-H >673 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.03 F n/a n/a BCLL 0.0 * Code IRC2012/TPI2007e BCDL 10.0 (Matrix) Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=815/0.5-8,F=815/0-5-8 Max Horz B=70(LC 13) Max Uplift B=72(LC 14),F-72(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD B-I=1208/145,C-1=1166/160,C-J=-910/96,D-J=-841/110,D-K=-841/110,E-K=-910/96, E-L=1166/160,F-L=-1208/145 BOT CHORD B-H=-84/1030,F-H=94/1030 WEBS C-H=-360/135,D-H=0/502,E-H=360/135 NOTES- 1)Wind:ASCE 7-10;VuIt=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 9-0-0,Exterior(2)9-0-0 to 12-0-0 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. ��0 PR()FF 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 ti is non-concurrent with other live loads. �GJ� SNAG I NE' ,... 451/0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i� .0. 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 89200 P E tI 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. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 'sm - Cr 4OREGON 44 <O 1y 14 2P\ 44 11,1RR I LA- EXPIRES: 19/31/2017 November 4,2016 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE III/-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMilt a trues system.Before use,the building designer must verily the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web end/or chord members only.Additional temporary end permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,OSB-$9 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 r K2546053 DR_HORTON_PLAN_3714-A ED2 GABLE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Fri Nov 04 13:09:48 2016 Page 1 ID:AyfIgs?HOjsRZDEdE7Ft?GyMaCj-UkXkGgdZ9vAKF2eSpFfXUz40J Oc0EzPS IjMcRuyMYo1 I -1-0-0 i 9-0-0 I 18-0-0 1 19-0-0 I 1-0-0 9-0-0 9-0-0 1-0-0 Scale=1:32.9 3x4= H I G it e � F r e J 6.00 ITT ■ AB K E AA a e a a D D e : L a C e i M Z AC N 3, .'....•.,.:,:JC`;,;xJC}; :>:>:XXXXXXXX?XXXXXXXxxxxxXXX XXX XXXX X XXXXXX ;,, d 3x4= V X W V U T S R 0 P 3x4 = I 18-0-0 18-0-0 Plate Offsets(X.Y1- [H:0-2-0.Edgej LOADING(Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (bc) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 N Nr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 0 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 N n/a n/a BCDL 10.0 Code IRC2012/rPI2007 (Matrix) Weight:90 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 18-0-0. (Ib)- Max Horz B=-70(LC 12) Max Uplift All uplift 100 lb or less at joint(s)B,N,V,W,X,Y,S,R,Q,P Max Gray All reactions 250 lb or less at joint(s)B,N,U,V,W,X,Y,T,S,R,Q, P FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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=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 9-0-0,Exterior(2)9-0-0 to 12-0-0 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 4)Unbalanced snow loads have been considered for this design. ��� P R OFF 5)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 psf on overhangs �C s non-concurrent with other live loads. \Ca ,NGINE .�9 s/© 6)All plates are 1.5x4 MT20 unless otherwise indicated. _ 7)Gable requires continuous bottom chord bearing. CC�Lr 29<„ 8)Gable studs spaced at 1-4-0 oc. 89200PE 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A 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 Iir ` j. fit between the bottom chord and any other members. r. ^fie' 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.N,V,W,X,Y,S, '3�G OREGON R,Q,P. vl,9 '� /� 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14 2� '�' ,aQ MRRI0- EXPIRES: 12/31/2017 November 4,2016 I mit 401,WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MITER REFERENCE PAGE IWF7473 rev.10/03/2075 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ^� building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe IC 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 ANSUTPI1 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 314" Center plate on joint unless x,y 6-1-8I-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury NMI Dimensions are in ft-in-sixteenths. 11404„ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'116 C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 31111V_ 011411&1may require bracing,or alternative Tor I bracing should be considered. 1.11.14b U = 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. OI ill 11'51 1 p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate �- designer,erection supervisor,property owner and plates 0- 'a4'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each �.... This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint ......... required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of kimber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-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 areminimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and �� Trusses are designedin all respects,equal to or better than that ii Indicated by symbol shown and/or 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 BEARING or less,if no ceiling Is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior *MOO reaction section indicates joint 0 2012 MiTekkl>31 All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINS a 18.Use ofgreen or treated lumber may ►_ pose unacceptable environmental,health or performance risks.Consult with Industry Standards: MIproject engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not suRclent. BCSI: Building Component Safety Information, my kid 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MANSIlTPI 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 MiTek USA,Inc. Page 1 of 2 t V----t ii I Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud�\ o_1 I Vertical Stud (4)-16d Common �/� \ \ Wire Nails �\ 101, \ -.41 DIAGONAL �\��� 4 BRACE t- MiTek USA, Inc. , 16d Common SECTION B-B ► Wire Nails DIAGONAL BRACE ---11,---- : Spaced 6"O.C. oe — 4'-0"O.C.MAX_ - _ (2)-10d Common ;R --------2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Naffs into 2x6 =� �� 2x4 Not of better - <''' _ SHOWN ARE FOR ILLUSTRATION ONLY. \Typical Horizontal Brace Nailed To 2x_Verticals \� 12 SECTION A-A w/(4)-10d Common Nails –"-A j,e ��f Varies to Common Truss — - 2xa Stud - - * * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �•i i iy/f//Niiiii/ SEE INDIVIDUAL ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING / DRAWINGS FOR DESIGN CRITERIA –.A � TO TRUSSES WITH(2)-10d NAILS AT EACH END. / * ��,\ ATTACH DIAGONAL BRACE TO BLOCKING WITH j j 3x4= (5)-10d COMMON WIRE NAILS. ■ w �' B 0 B �. (4)-8d NAILS MINIMUM,PLYWOOD >I//AVAIMI /1 //// : /f/ --�� 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 1i2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :m l__ --`V>r gm.4;i. 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND , „ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1-g (2)-1(00' ,r,„„„,- \ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT l(2) 10d NAILS BRACING OF ROOF SYSTEM. / 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 e DIAPHRAM AT 4'-0"O.C. /Trus• $ 24 O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A I-, 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL 1; BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. s , ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2z6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace �\ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS IJ240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. 12 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall \ HORIZONTAL BRACE c (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONALBRACES AT - Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/ 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5 2x4 SP No.3/St 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5 2x4 SP No.3/ 24"O.C. 3-3-11 3 4 14 4-9-13 6-7-7 9-11-12 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x41-traces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8In 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.